[ { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-scale (2800 mm x 3950 mm) drywall partitions with light steel studding\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. Clearance at the vertical ends of the drywall partition, 15 mm.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Inconsequential", "ds_description": "Crushing of gypsum board at a corner.", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp1001a", "loading_protocol": "No standard protocol mentioned. Two cycles of each amplitude up to 0.1 radians peak amplitude (10% drift)", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No.1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-scale (2800 mm x 3950 mm) drywall partitions with light steel studding\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. Clearance at the vertical ends of the drywall partition, 15 mm.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Inconsequential", "ds_description": "Joint cracks at vertical intersection of gypsum boards", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp1002a", "loading_protocol": "No standard protocol mentioned. Two cycles of each amplitude up to 0.1 radians peak amplitude (10% drift)", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "Crushing of gypsum board at a corner.", "prior_damage_repaired": "No", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No.1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-scale (2800 mm x 3950 mm) drywall partitions with light steel studding\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. Clearance at the vertical ends of the drywall partition, 15 mm.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Consequential", "ds_description": "Out of plane deformation of gypsum boards at upper corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.04, "governing_design_standard": "", "id": "exp1003a", "loading_protocol": "No standard protocol mentioned. Two cycles of each amplitude up to 0.1 radians peak amplitude (10% drift)", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "Joint cracks at vertical intersection of gypsum boards", "prior_damage_repaired": "No", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No.1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-scale (2800 mm x 3950 mm) drywall partitions with light steel studding\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. Clearance at the vertical ends of the drywall partition, 15 mm.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Consequential", "ds_description": "Cracks in gypsum board", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.1, "governing_design_standard": "", "id": "exp1004a", "loading_protocol": "No standard protocol mentioned. Two cycles of each amplitude up to 0.1 radians peak amplitude (10% drift)", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "Out of plane deformation of gypsum boards at upper corners", "prior_damage_repaired": "No", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No.1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-scale (2800 mm x 3950 mm) drywall partitions with light steel studding and with a door (850mm\u00d72100mm)\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. two vertical channels are used to support the door frame.Unlike studs, these channels are securely fixed to runners by screws\n7. Clearance at the vertical ends of the drywall partition, 15 mm.\n8. Clearance between door and door frame, 2-3 mm.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Inconsequential", "ds_description": "Small diagonal gypsum cracks in corners above door", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp1005a", "loading_protocol": "No standard protocol mentioned. Two cycles of each amplitude up to 0.1 radians peak amplitude (10% drift)", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No.2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-scale (2800 mm x 3950 mm) drywall partitions with light steel studding and with a door (850mm\u00d72100mm)\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. two vertical channels are used to support the door frame.Unlike studs, these channels are securely fixed to runners by screws\n7. Clearance at the vertical ends of the drywall partition, 15 mm.\n8. Clearance between door and door frame, 2-3 mm.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Consequential", "ds_description": "Crushing of gypsum board at a corner.", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1006a", "loading_protocol": "No standard protocol mentioned. Two cycles of each amplitude up to 0.1 radians peak amplitude (10% drift)", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "Small diagonal gypsum cracks in corners above door", "prior_damage_repaired": "No", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No.2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-scale (2800 mm x 3950 mm) drywall partitions with light steel studding and with a door (850mm\u00d72100mm)\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. two vertical channels are used to support the door frame.Unlike studs, these channels are securely fixed to runners by screws\n7. Clearance at the vertical ends of the drywall partition, 15 mm.\n8. Clearance between door and door frame, 2-3 mm.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Consequential", "ds_description": "Large vertical cracks in gypsum board above door", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1007a", "loading_protocol": "No standard protocol mentioned. Two cycles of each amplitude up to 0.1 radians peak amplitude (10% drift)", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "Crushing of gypsum board at a corner.", "prior_damage_repaired": "No", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No.2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-scale (2800 mm x 3950 mm) drywall partitions with light steel studding and with a door (850mm\u00d72100mm)\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. two vertical channels are used to support the door frame.Unlike studs, these channels are securely fixed to runners by screws\n7. Clearance at the vertical ends of the drywall partition, 15 mm.\n8. Clearance between door and door frame, 2-3 mm.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Inconsequential", "ds_description": "Temoorary dorr jammed and recovered after reaching original position", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1008a", "loading_protocol": "No standard protocol mentioned. Two cycles of each amplitude up to 0.1 radians peak amplitude (10% drift)", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "Large vertical cracks in gypsum board above door", "prior_damage_repaired": "No", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No.2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-scale (2800 mm x 3950 mm) drywall partitions with light steel studding and with a door (850mm\u00d72100mm)\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. two vertical channels are used to support the door frame.Unlike studs, these channels are securely fixed to runners by screws\n7. Clearance at the vertical ends of the drywall partition, 15 mm.\n8. Clearance between door and door frame, 2-3 mm.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Consequential", "ds_description": "broken door lock and permanent jammed door", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp1009a", "loading_protocol": "No standard protocol mentioned. Two cycles of each amplitude up to 0.1 radians peak amplitude (10% drift)", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "Temoorary dorr jammed and recovered after reaching original position", "prior_damage_repaired": "No", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No.2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-scale (2800 mm x 3950 mm) drywall partitions with light steel studding and with a door (850mm\u00d72100mm)\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. two vertical channels are used to support the door frame.Unlike studs, these channels are securely fixed to runners by screws\n7. Clearance at the vertical ends of the drywall partition, 15 mm.\n8. Clearance between door and door frame, 2-3 mm.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Consequential", "ds_description": "Out of plane deformation of gypsum board at lower interior corner next to door", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.04, "governing_design_standard": "", "id": "exp1010a", "loading_protocol": "No standard protocol mentioned. Two cycles of each amplitude up to 0.1 radians peak amplitude (10% drift)", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "broken door lock and permanent jammed door", "prior_damage_repaired": "No", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No.2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-scale (2800 mm x 3950 mm) drywall partitions with light steel studding and with a door (850mm\u00d72100mm)\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. two vertical channels are used to support the door frame.Unlike studs, these channels are securely fixed to runners by screws\n7. Clearance at the vertical ends of the drywall partition, 15 mm.\n8. Clearance between door and door frame, 2-3 mm.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Consequential", "ds_description": "Gap around door frame", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.06, "governing_design_standard": "", "id": "exp1011a", "loading_protocol": "No standard protocol mentioned. Two cycles of each amplitude up to 0.1 radians peak amplitude (10% drift)", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "Out of plane deformation of gypsum board at lower interior corner next to door", "prior_damage_repaired": "No", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No.2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale drywall partitions with light steel studding intersecting\neach other at a 90o angle\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. 15 mm clearance between wall and column applied only to the east side of the specimen", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Consequential", "ds_description": "Out of plane deformation of gypsum boards of orthogonal wall at corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1012a", "loading_protocol": "No standard protocol mentioned. Two cycles of each amplitude up to 0.1 radians peak amplitude (10% drift)", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No. 3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale drywall partitions with light steel studding intersecting\neach other at a 90o angle\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. 15 mm clearance between wall and column applied only to the east side of the specimen", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Inconsequential", "ds_description": "Crushing of gypsum boards at corners of orthogonal wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp1013a", "loading_protocol": "No standard protocol mentioned. Two cycles of each amplitude up to 0.1 radians peak amplitude (10% drift)", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "Out of plane deformation of gypsum boards of orthogonal wall at corners", "prior_damage_repaired": "No", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No. 3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale drywall partitions with light steel studding intersecting\neach other at a 90o angle\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. 15 mm clearance between wall and column applied only to the east side of the specimen", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Consequential", "ds_description": "Crushing of gypsum boards at corners of inplane and orthogonal wall.", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.04, "governing_design_standard": "", "id": "exp1014a", "loading_protocol": "No standard protocol mentioned. Two cycles of each amplitude up to 0.1 radians peak amplitude (10% drift)", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "Crushing of gypsum boards at corners of orthogonal wall", "prior_damage_repaired": "No", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No. 3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale drywall partitions with light steel studding intersecting\neach other at a 90o angle\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. 15 mm clearance between wall and column applied only to the east side of the specimen", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Consequential", "ds_description": "Extended crushing of gypsum boards of inplane and orthogonal wall.", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.06, "governing_design_standard": "", "id": "exp1015a", "loading_protocol": "No standard protocol mentioned. Two cycles of each amplitude up to 0.1 radians peak amplitude (10% drift)", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "Crushing of gypsum boards at corners of inplane and orthogonal wall.", "prior_damage_repaired": "No", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No. 3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale drywall partitions with light steel studding intersecting\neach other at a 90o angle\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. 15 mm clearance between wall and column applied only to the east side of the specimen", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Consequential", "ds_description": "Detachment and falling of gypsum plasterboard on inplane wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.08, "governing_design_standard": "", "id": "exp1016a", "loading_protocol": "No standard protocol mentioned. Two cycles of each amplitude up to 0.1 radians peak amplitude (10% drift)", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "Extended crushing of gypsum boards of inplane and orthogonal wall.", "prior_damage_repaired": "No", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No. 3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-scale (2800 mm x 3950 mm) drywall partitions with light steel studding\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. Clearance at the vertical end of the drywall partition, 15 mm.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Consequential", "ds_description": "Crushing of gypsum board at corners.", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1017a", "loading_protocol": "No standard protocol mentioned. \nA series of sinusoidal loading, two cycles with the period of 1 s (one cycle) and the amplitude of 1/400, 1/200, . . . And 1/10, the same as those specified in quasi-static test.", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No. 4", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-scale (2800 mm x 3950 mm) drywall partitions with light steel studding\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. Clearance at the vertical end of the drywall partition, 15 mm.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Consequential", "ds_description": "Joint cracks in vertical joints of gypsum boards", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp1018a", "loading_protocol": "No standard protocol mentioned. \nA series of sinusoidal loading, two cycles with the period of 1 s (one cycle) and the amplitude of 1/400, 1/200, . . . And 1/10, the same as those specified in quasi-static test.", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "Crushing of gypsum board at corners.", "prior_damage_repaired": "No", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No. 4", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-scale (2800 mm x 3950 mm) drywall partitions with light steel studding\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. Clearance at the vertical end of the drywall partition, 15 mm.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Consequential", "ds_description": "Cracks in gypsum board", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.04, "governing_design_standard": "", "id": "exp1019a", "loading_protocol": "No standard protocol mentioned. \nA series of sinusoidal loading, two cycles with the period of 1 s (one cycle) and the amplitude of 1/400, 1/200, . . . And 1/10, the same as those specified in quasi-static test.", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "Joint cracks in vertical joints of gypsum boards", "prior_damage_repaired": "No", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No. 4", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-scale (2800 mm x 3950 mm) drywall partitions with light steel studding\n2. Studs not bolted/screwed to runners/tracks\n3. Two layers of gypsum boards (12.5 mm thick): inner board, horizontally placed, screwed to studs and outer board , verticaly placed, glued and stapled to inner board\n4. stud spacing = 450 mm (17 inches)\n5. Joints of outer board sealed with joint compound\n6. Clearance at the vertical end of the drywall partition, 15 mm.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "drywall partitions typically used in Japanese building constructions", "ds_class": "Consequential", "ds_description": "Detachment and falling of gypsum board", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.1, "governing_design_standard": "", "id": "exp1020a", "loading_protocol": "No standard protocol mentioned. \nA series of sinusoidal loading, two cycles with the period of 1 s (one cycle) and the amplitude of 1/400, 1/200, . . . And 1/10, the same as those specified in quasi-static test.", "location": "Japan", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "10% drift of specimen", "prior_damage": "Cracks in gypsum board", "prior_damage_repaired": "No", "reference": "Lee-2007", "reviewer": "NIST", "size_class": "", "specimen": "Specimen No. 4", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Steel balloon framing (spanning 3 stories) w/ overlaid stucco", "comp_detail": "Ballon framed", "component": "B.20.1.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Inconsequential", "ds_description": "Minor bulging of stucco", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0056, "governing_design_standard": "", "id": "exp1035a", "loading_protocol": "LAC100", "location": "NHERI, U of California San Diego", "material": "CFS with Stucco", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.18g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Steel balloon framing (spanning 3 stories) w/ overlaid stucco", "comp_detail": "Ballon framed", "component": "B.20.1.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Inconsequential", "ds_description": "Minor corner bulging of stucco and formation of small cracks (horizontal and diagonal) around openings", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0096, "governing_design_standard": "", "id": "exp1036a", "loading_protocol": "ICA50", "location": "NHERI, U of California San Diego", "material": "CFS with Stucco", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.21g", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Steel balloon framing (spanning 3 stories) w/ overlaid stucco", "comp_detail": "Ballon framed", "component": "B.20.1.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Inconsequential", "ds_description": "Long tears developed at corners of the building. Extensive cracking around window and door openings.", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0276, "governing_design_standard": "", "id": "exp1037a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "CFS with Stucco", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Drywall Ceilings: ceilings attached to 7/8\" wall molding, no limits on clearance between ceiling and walls, no perimeter wires or bracing used.", "comp_detail": "Perimeter-fixed - not seismically detailed", "component": "C.30.3.2.A", "design_objective": "PIDR = 2.5% for building. Ceiling design with minimal or no seismic provisions, compression braces not used. Seismic design category A", "ds_class": "Inconsequential", "ds_description": "Minor buckling of the tees in ceiling grid near the perimeter", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.24, "governing_design_standard": "", "id": "exp1055a", "loading_protocol": "ICA50", "location": "NHERI, U of California San Diego", "material": "Ceiling tile", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.21g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Drywall Ceilings: not connected to any wall and at least 3/8\" clearance between ceiling and walls. No perimeter wires, no seismic bracing, and 7/8\" wall molding", "comp_detail": "Floating - SDC C", "component": "C.30.3.2.A", "design_objective": "PIDR = 2.5% for building. Ceiling design with minimal or no seismic provisions, compression braces not used. Seismic design category C", "ds_class": "Inconsequential", "ds_description": "Minor buckling of the tees in ceiling grid near the perimeter", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.24, "governing_design_standard": "", "id": "exp1056a", "loading_protocol": "ICA50", "location": "NHERI, U of California San Diego", "material": "Ceiling tile", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.21g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Drywall Ceilings: ceilings attached to 7/8\" wall molding, no limits on clearance between ceiling and walls, no perimeter wires or bracing used.", "comp_detail": "Perimeter-fixed - not seismically detailed", "component": "C.30.3.2.A", "design_objective": "PIDR = 2.5% for building. Ceiling design with minimal or no seismic provisions, compression braces not used. Seismic design category A", "ds_class": "Inconsequential", "ds_description": "Buckling of supporting tees near the perimeter, and the incipient falling of a corner tile", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.28, "governing_design_standard": "", "id": "exp1057a", "loading_protocol": "ICA100", "location": "NHERI, U of California San Diego", "material": "Ceiling tile", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.26g", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Drywall Ceilings: not connected to any wall and at least 3/8\" clearance between ceiling and walls. No perimeter wires, no seismic bracing, and 7/8\" wall molding", "comp_detail": "Floating - SDC C", "component": "C.30.3.2.A", "design_objective": "PIDR = 2.5% for building. Ceiling design with minimal or no seismic provisions, compression braces not used. Seismic design category C", "ds_class": "Inconsequential", "ds_description": "Buckling of supporting tees near the perimeter, and the incipient falling of a corner tile", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.28, "governing_design_standard": "", "id": "exp1058a", "loading_protocol": "ICA100", "location": "NHERI, U of California San Diego", "material": "Ceiling tile", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.26g", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Drywall Ceilings: ceilings attached to 7/8\" wall molding, no limits on clearance between ceiling and walls, no perimeter wires or bracing used.", "comp_detail": "Perimeter-fixed - not seismically detailed", "component": "C.30.3.2.A", "design_objective": "PIDR = 2.5% for building. Ceiling design with minimal or no seismic provisions, compression braces not used. Seismic design category A", "ds_class": "Consequential", "ds_description": "Spreader bars surrounding columns popped off", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.57, "governing_design_standard": "", "id": "exp1059a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Ceiling tile", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Drywall Ceilings: not connected to any wall and at least 3/8\" clearance between ceiling and walls. No perimeter wires, no seismic bracing, and 7/8\" wall molding", "comp_detail": "Floating - SDC C", "component": "C.30.3.2.A", "design_objective": "PIDR = 2.5% for building. Ceiling design with minimal or no seismic provisions, compression braces not used. Seismic design category C", "ds_class": "Consequential", "ds_description": "Couple of tiles per corner fell. Large gap between wall and ceiling drywall developed", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.57, "governing_design_standard": "", "id": "exp1060a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Ceiling tile", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Drywall Ceilings: ceilings attached to 7/8\" wall molding, no limits on clearance between ceiling and walls, no perimeter wires or bracing used.", "comp_detail": "Perimeter-fixed - not seismically detailed", "component": "C.30.3.2.A", "design_objective": "PIDR = 2.5% for building. Ceiling design with minimal or no seismic provisions, compression braces not used. Seismic design category A", "ds_class": "Consequential", "ds_description": "Buckling of supporting tees near the perimeter, failure of spreader bars and collapse of approximately 20% ceiling tiles", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.68, "governing_design_standard": "", "id": "exp1061a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Ceiling tile", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Drywall Ceilings: ceilings attached to 7/8\" wall molding, no limits on clearance between ceiling and walls, no perimeter wires or bracing used.", "comp_detail": "Perimeter-fixed - not seismically detailed", "component": "C.30.3.2.A", "design_objective": "PIDR = 2.5% for building. Ceiling design with minimal or no seismic provisions, compression braces not used. Seismic design category C", "ds_class": "Consequential", "ds_description": "Buckling of supporting tees near the perimeter, failure of spreader bars and collapse of approximately 20% ceiling tiles", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.68, "governing_design_standard": "", "id": "exp1062a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Ceiling tile", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Drywall Ceilings: compression posts with splay wires attached with anchors. Heavy duty grid and 7/8\" wall molding. Clips to allow 1/8\" slip at each connection and 3/4\" slip at walls (total ~2\" slip allowed). Perimeter wires on all walls and lateral bracing splay wires.", "comp_detail": "Partially fixed - SDC D/E/F", "component": "C.30.3.2.A", "design_objective": "PIDR = 2.5% for building. Ceiling design for seismic design category D-F", "ds_class": "Inconsequential", "ds_description": "Minor buckling of tees in the lay-in ceilings", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.44, "governing_design_standard": "", "id": "exp1063a", "loading_protocol": "LAC100", "location": "NHERI, U of California San Diego", "material": "Ceiling tile", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.18g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Drywall Ceilings: tied directly to partition walls", "comp_detail": "Perimeter fixed", "component": "C.30.3.2.A", "design_objective": "PIDR = 2.5% for building. Ceiling designed and installed as diaphragm.", "ds_class": "Inconsequential", "ds_description": "Minor cracking of tape in the drywall ceilings", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.32, "governing_design_standard": "", "id": "exp1064a", "loading_protocol": "CNP100", "location": "NHERI, U of California San Diego", "material": "Drywall ceiling", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.21g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Drywall Ceilings: wall moldings above drywall, clearance between two (out of four) walls for suspended ceiling to move, compression posts with lateral bracing splay wires", "comp_detail": "Partially fixed - braced", "component": "C.30.3.2.A", "design_objective": "PIDR = 2.5% for building.", "ds_class": "Inconsequential", "ds_description": "Minor cracking of tape in the drywall ceilings", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.32, "governing_design_standard": "", "id": "exp1065a", "loading_protocol": "CNP100", "location": "NHERI, U of California San Diego", "material": "Drywall ceiling", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.21g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Drywall Ceilings: tied directly to partition walls", "comp_detail": "Perimeter fixed", "component": "C.30.3.2.A", "design_objective": "PIDR = 2.5% for building. Ceiling designed and installed as diaphragm.", "ds_class": "Inconsequential", "ds_description": "Widening of gap at caulking seam between ceiling and wall", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.5, "governing_design_standard": "", "id": "exp1066a", "loading_protocol": "ICA100", "location": "NHERI, U of California San Diego", "material": "Drywall ceiling", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.26g", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Drywall Ceilings: tied directly to partition walls", "comp_detail": "Perimeter fixed", "component": "C.30.3.2.A", "design_objective": "PIDR = 2.5% for building. Ceiling designed and installed as diaphragm.", "ds_class": "Inconsequential", "ds_description": "Cracking of tape in the drywall ceilings, horizontal gap initiated between the ceiling and the balloon framing, small opening at caulking at edge. Hairline cracks, one kicker buckled and detached at the wall.", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.66, "governing_design_standard": "", "id": "exp1067a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Drywall ceiling", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Drywall Ceilings: wall moldings above drywall, clearance between two (out of four) walls for suspended ceiling to move, compression posts with lateral bracing splay wires", "comp_detail": "Partially fixed - braced", "component": "C.30.3.2.A", "design_objective": "PIDR = 2.5% for building.", "ds_class": "Inconsequential", "ds_description": "Cracking of tape in the drywall ceilings, two horizontal gaps between the ceiling and the balloon framing (~50mm and ~12mm) as well as hairline cracks", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.66, "governing_design_standard": "", "id": "exp1068a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Drywall ceiling", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Drywall ceiling: designed for large loads of hospital equipment suspended from ceiling. Clips to provide 3/8\"-1/2\" clearance. Hanger wires and lateral bracing was designed.", "comp_detail": "Partially Fixed - 3/8\" clearance - SDC D/E/F", "component": "C.30.3.2.A", "design_objective": "PIDR = 2.5% for building. Ceiling were hospital-rated seismically designed, beyond design for seismic design category D-F", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.7, "governing_design_standard": "", "id": "exp1069a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Ceiling tile", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Drywall ceiling: designed to support heavy equipment. System utilized hanger wires and was installed as a diaphragm.", "comp_detail": "Perimeter fixed - hostpital detail", "component": "C.30.3.2.A", "design_objective": "PIDR = 2.5% for building. Ceiling were hospital-rated seismically designed, beyond design for seismic design category D-F", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.69, "governing_design_standard": "", "id": "exp1069b", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Drywall ceiling", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Drywall ceiling: designed to represent hospital corridor with max allowed spacing of vertical hanger wires. System used lateral support bars and structural angle molding.", "comp_detail": "Perimeter fixed - laterally braced - hospital detail", "component": "C.30.3.2.A", "design_objective": "PIDR = 2.5% for building. Ceiling were hospital-rated seismically designed, beyond design for seismic design category D-F", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.99, "governing_design_standard": "", "id": "exp1069c", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Ceiling tile", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "advance the understanding of the seismic behavior of NCSs including their dynamic interactions amongst each other and with the structure", "ds_class": "Inconsequential", "ds_description": "Joint tape cracking", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00064, "governing_design_standard": "", "id": "exp1070a", "loading_protocol": "ICA140 (BI -7)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale \nPeak inter-story drift =0.34%\nPeak floor acceleration = 0.26g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 5", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Extensive crushing of the gypsum boards and gap opening between gypsum panels. especially in regions where interaction of the partition walls with other components was imminent", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00217, "governing_design_standard": "", "id": "exp1071a", "loading_protocol": "ICA50 (FB -3)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale\nPeak inter-story drift =0.94%\nPeak floor acceleration = 0.58g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 5", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Gypsum crushing at the bottom boundary.", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0054, "governing_design_standard": "", "id": "exp1072a", "loading_protocol": "DEN67 ( FB-5)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale\nPeak inter-story drift =2.75%\nPeak floor acceleration = 0.99g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 5", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Gypsum crushing at the bottom boundary.", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0066, "governing_design_standard": "", "id": "exp1073a", "loading_protocol": "DEN100 (FB-6)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale\nPeak inter-story drift =5.99%\nPeak floor acceleration = 0.90g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 5", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "gypsum board crushing and damage to the screws around the bottom track", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00153, "governing_design_standard": "", "id": "exp1074a", "loading_protocol": "ICA140 (BI -7)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale \nPeak inter-story drift =0.34%\nPeak floor acceleration = 0.26g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 4", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Extensive crushing of the gypsum boards and gap opening between gypsum panels. especially in regions where interaction of the partition walls with other components was imminent", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00411, "governing_design_standard": "", "id": "exp1075a", "loading_protocol": "ICA50 (FB -3)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale\nPeak inter-story drift =0.94%\nPeak floor acceleration = 0.58g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 4", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Gypsum crushing at the bottom boundary.", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01087, "governing_design_standard": "", "id": "exp1076a", "loading_protocol": "DEN67 ( FB-5)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale\nPeak inter-story drift =2.75%\nPeak floor acceleration = 0.99g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 4", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Gypsum crushing at the bottom boundary.", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01281, "governing_design_standard": "", "id": "exp1077a", "loading_protocol": "DEN100 (FB-6)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale\nPeak inter-story drift =5.99%\nPeak floor acceleration = 0.90g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 4", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Joint tape cracking", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00169, "governing_design_standard": "", "id": "exp1078a", "loading_protocol": "ICA140 (BI -7)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale \nPeak inter-story drift =0.34%\nPeak floor acceleration = 0.26g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 3", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Extensive crushing of the gypsum boards and gap opening between gypsum panels. especially in regions where interaction of the partition walls with other components was imminent", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0066, "governing_design_standard": "", "id": "exp1079a", "loading_protocol": "ICA50 (FB -3)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale\nPeak inter-story drift =0.94%\nPeak floor acceleration = 0.58g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 3", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Gypsum crushing at the bottom boundary.", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0207, "governing_design_standard": "", "id": "exp1080a", "loading_protocol": "DEN67 ( FB-5)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale\nPeak inter-story drift =2.75%\nPeak floor acceleration = 0.99g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 3", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Complete detachment of the gypsum boards from the CFS studs", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.03544, "governing_design_standard": "", "id": "exp1081a", "loading_protocol": "DEN100 (FB-6)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale\nPeak inter-story drift =5.99%\nPeak floor acceleration = 0.90g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 3", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Joint tape cracking", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00322, "governing_design_standard": "", "id": "exp1082a", "loading_protocol": "ICA140 (BI -7)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale \nPeak inter-story drift =0.34%\nPeak floor acceleration = 0.26g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 2", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Extensive crushing of the gypsum boards and gap opening between gypsum panels. especially in regions where interaction of the partition walls with other components was imminent", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00942, "governing_design_standard": "", "id": "exp1083a", "loading_protocol": "ICA50 (FB -3)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale\nPeak inter-story drift =0.94%\nPeak floor acceleration = 0.58g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 2", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Gypsum crushing at the bottom boundary.", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02738, "governing_design_standard": "", "id": "exp1084a", "loading_protocol": "DEN67 ( FB-5)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale\nPeak inter-story drift =2.75%\nPeak floor acceleration = 0.99g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 2", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Complete detachment of the gypsum boards from the CFS studs", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0599, "governing_design_standard": "", "id": "exp1085a", "loading_protocol": "DEN100 (FB-6)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale\nPeak inter-story drift =5.99%\nPeak floor acceleration = 0.90g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 2", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Joint tape cracking", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00282, "governing_design_standard": "", "id": "exp1086a", "loading_protocol": "ICA140 (BI -7)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale \nPeak inter-story drift =0.34%\nPeak floor acceleration = 0.26g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Extensive crushing of the gypsum boards and gap opening between gypsum panels. especially in regions where interaction of the partition walls with other components was imminent", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00733, "governing_design_standard": "", "id": "exp1087a", "loading_protocol": "ICA50 (FB -3)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale\nPeak inter-story drift =0.94%\nPeak floor acceleration = 0.58g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Gypsum crushing at the bottom boundary.", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02634, "governing_design_standard": "", "id": "exp1088a", "loading_protocol": "DEN67 ( FB-5)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale\nPeak inter-story drift =2.75%\nPeak floor acceleration = 0.99g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. full-scale gypsum board CFS steel partitions.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Gypsum crushing at the bottom boundary.", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0546, "governing_design_standard": "", "id": "exp1089a", "loading_protocol": "DEN100 (FB-6)", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale\nPeak inter-story drift =5.99%\nPeak floor acceleration = 0.90g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "Partition walls: Level 1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Sectional garage doors, ride-along ceiling plane (2.1m x 2.9m, non-fire rated), open during testing", "comp_detail": "Roll-up/Slide-up - Not fire-rated", "component": "B.20.3.4.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Inconsequential", "ds_description": "Moderate damage to balloon framing - no damage to door itself", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0116, "governing_design_standard": "", "id": "exp1090a", "loading_protocol": "ICA100", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.26g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Steel roll-up doors (2.1m x 2.9m, non-fire rated), open during testing", "comp_detail": "Roll-up/Slide-up - Not fire-rated", "component": "B.20.3.4.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Inconsequential", "ds_description": "Moderate damage to balloon framing - no damage to door itself", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0116, "governing_design_standard": "", "id": "exp1093a", "loading_protocol": "ICA100", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.26g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Steel roll-up doors (2.1m x 2.9m, non-fire rated), closed during testing", "comp_detail": "Roll-up/Slide-up - Not fire-rated", "component": "B.20.3.4.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Inconsequential", "ds_description": "Moderate damage to balloon framing - no damage to door itself", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0116, "governing_design_standard": "", "id": "exp1096a", "loading_protocol": "ICA100", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.26g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Sectional garage doors, ride-along ceiling plane (2.1m x 2.9m, non-fire rated), closed during testing", "comp_detail": "Roll-up/Slide-up - Not fire-rated", "component": "B.20.3.4.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Inconsequential", "ds_description": "Moderate damage to balloon framing - no damage to door itself", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0116, "governing_design_standard": "", "id": "exp1099a", "loading_protocol": "ICA100", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.26g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.44, "comp_description": "Full-scale fire sprinkler piping system, Concrete floor, beams and columns, steel pipes, pressurized, Riser and the main pipe: groove fit,\nother joints: threaded, No ceiling interaction, Braced according to NFPA-13 (2010)", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "NFPA - 13 (2010)", "ds_class": "Consequential", "ds_description": "Rotation of the riser around grooved joints at floor junction", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0047, "governing_design_standard": "", "id": "exp1102a", "loading_protocol": "CNP100 : 1994 Northridge\u2013Canoga Park\u2013100%", "location": "California", "material": "Steel", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.38, "comp_description": "Full-scale fire sprinkler piping system, Concrete floor, beams and columns, steel pipes, pressurized, Riser and the main pipe: groove fit,\nother joints: threaded, No ceiling interaction, Braced according to NFPA-13 (2010)", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "NFPA - 13 (2010)", "ds_class": "Consequential", "ds_description": "Displacement of the mineral wool at penetration locations", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0056, "governing_design_standard": "", "id": "exp1103a", "loading_protocol": "LAC1001994 Northridge\u2013LA City Terrace\u2013100%", "location": "California", "material": "Steel", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "Rotation of the riser around grooved joints at floor junction", "prior_damage_repaired": "No", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Rigid Schdeule 40 steel black iron piping, 1\" dia riser pipe", "comp_detail": "", "component": "D.20.9.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Consequential", "ds_description": "Fracture at the connection between the T-joint and the rigid pipe, loss of gas pressure", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0556, "governing_design_standard": "", "id": "exp1104a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Schdeule 40 steel black iron piping", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "Small (<= 1 inch diameter)", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Full connection: steel studs scred to runners, gypsum boards attached to runners and steel studs\n6. Stud thickness 25 Ga.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Popping out or rocking of gypsum board screws", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0047, "governing_design_standard": "ASTM C754-11", "id": "exp1105a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P2-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Full connection: steel studs scred to runners, gypsum boards attached to runners and steel studs\n6. Stud thickness 25 Ga.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage along corner beads and boundary studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0075, "governing_design_standard": "ASTM C754-11", "id": "exp1106a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P2-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Full connection: steel studs scred to runners, gypsum boards attached to runners and steel studs\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Damage in connection of studs to top tracks", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0052, "governing_design_standard": "ASTM C754-11", "id": "exp1107a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P1-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Full connection: steel studs scred to runners, gypsum boards attached to runners and steel studs\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Tape damage and cracks in the wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0149, "governing_design_standard": "ASTM C754-11", "id": "exp1108a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P1-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Full connection: steel studs scred to runners, gypsum boards attached to runners and steel studs\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage along corner beads and boundary studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0149, "governing_design_standard": "ASTM C754-11", "id": "exp1109a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P1-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Full connection: steel studs scred to runners, gypsum boards attached to runners and steel studs\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in field studs including forming plastic hinges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0162, "governing_design_standard": "ASTM C754-11", "id": "exp1110a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P1-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Sliding/frictional connection: top runners slide in relation to concrete deck following Araya-Letelier novel connections. \n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Popping out or rocking of gypsum board screws", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0039, "governing_design_standard": "ASTM C754-11", "id": "exp1111a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P3-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Sliding/frictional connection: top runners slide in relation to concrete deck following Araya-Letelier novel connections. \n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Tape damage and cracks in the wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0209, "governing_design_standard": "ASTM C754-11", "id": "exp1112a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P3-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Sliding/frictional connection: top runners slide in relation to concrete deck following Araya-Letelier novel connections. \n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Cracks at the corners of partition openings (windows or doors)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0258, "governing_design_standard": "ASTM C754-11", "id": "exp1113a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P3-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Sliding/frictional connection: top runners slide in relation to concrete deck following Araya-Letelier novel connections. \n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage along corner beads and boundary studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0105, "governing_design_standard": "ASTM C754-11", "id": "exp1114a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P3-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Sliding/frictional connection: top runners slide in relation to concrete deck following Araya-Letelier novel connections. \n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Cracks at the corners of partition openings (windows or doors)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0248, "governing_design_standard": "ASTM C754-11", "id": "exp1115a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P4-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Sliding/frictional connection: top runners slide in relation to concrete deck following Araya-Letelier novel connections. \n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Popping out or rocking of gypsum board screws", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0039, "governing_design_standard": "ASTM C754-11", "id": "exp1116a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P5-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Sliding/frictional connection: top runners slide in relation to concrete deck following Araya-Letelier novel connections. \n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Tape damage and cracks in the wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0209, "governing_design_standard": "ASTM C754-11", "id": "exp1117a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P5-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Sliding/frictional connection: top runners slide in relation to concrete deck following Araya-Letelier novel connections. \n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage along corner beads and boundary studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0105, "governing_design_standard": "ASTM C754-11", "id": "exp1118a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P5-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Sliding/frictional connection: top runners slide in relation to concrete deck following Araya-Letelier novel connections. \n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Popping out or rocking of gypsum board screws", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0039, "governing_design_standard": "ASTM C754-11", "id": "exp1119a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P6-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Sliding/frictional connection: top runners slide in relation to concrete deck following Araya-Letelier novel connections. \n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage along corner beads and boundary studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0105, "governing_design_standard": "ASTM C754-11", "id": "exp1120a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P6-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Tape damage and cracks in the wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0105, "governing_design_standard": "ASTM C754-11", "id": "exp1121a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P1-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage along corner beads and boundary studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0105, "governing_design_standard": "ASTM C754-11", "id": "exp1122a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P1-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Tape damage and cracks in the wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0206, "governing_design_standard": "ASTM C754-11", "id": "exp1123a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P7-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage along corner beads and boundary studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0105, "governing_design_standard": "ASTM C754-11", "id": "exp1124a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P7-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of gypsum boards", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0297, "governing_design_standard": "ASTM C754-11", "id": "exp1125a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P7-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Cracks at the corners of partition openings (windows or doors)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0234, "governing_design_standard": "ASTM C754-11", "id": "exp1126a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P2-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage along corner beads and boundary studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0149, "governing_design_standard": "ASTM C754-11", "id": "exp1127a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P2-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of gypsum boards", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0234, "governing_design_standard": "ASTM C754-11", "id": "exp1128a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P2-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 25 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Tape damage and cracks in the wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.014, "governing_design_standard": "ASTM C754-11", "id": "exp1129a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P3-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 25 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Cracks at the corners of partition openings (windows or doors)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0162, "governing_design_standard": "ASTM C754-11", "id": "exp1130a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P3-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 25 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage along corner beads and boundary studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0149, "governing_design_standard": "ASTM C754-11", "id": "exp1131a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P3-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 25 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of gypsum boards", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.014, "governing_design_standard": "ASTM C754-11", "id": "exp1132a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P3-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 25 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure of top/bottom track connections to the concrete slab", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0215, "governing_design_standard": "ASTM C754-11", "id": "exp1133a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P3-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of gypsum boards", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.014, "governing_design_standard": "ASTM C754-11", "id": "exp1134a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P4-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Tape damage and cracks in the wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.014, "governing_design_standard": "ASTM C754-11", "id": "exp1135a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P5-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage along corner beads and boundary studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0234, "governing_design_standard": "ASTM C754-11", "id": "exp1136a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P5-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of gypsum boards", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.014, "governing_design_standard": "ASTM C754-11", "id": "exp1137a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P5-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage along corner beads and boundary studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.014, "governing_design_standard": "ASTM C754-11", "id": "exp1138a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P6-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of gypsum boards", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0162, "governing_design_standard": "ASTM C754-11", "id": "exp1139a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P6-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Tape damage and cracks in the wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0162, "governing_design_standard": "ASTM C754-11", "id": "exp1140a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P7-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage along corner beads and boundary studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.014, "governing_design_standard": "ASTM C754-11", "id": "exp1141a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P7-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in flanges of transverse wall top tracks", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0215, "governing_design_standard": "ASTM C754-11", "id": "exp1142a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P7-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Slip connection: steel studs not screwed to runners, gypsum boards attached to runners only\n6. Stud thickness 20 Ga.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Tape damage and cracks in the wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0162, "governing_design_standard": "ASTM C754-11", "id": "exp1143a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P8-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Part height walls of height 93 inches (Braced)\n6. Based on ASCE7-10 [10], partitions greater than 6 ft. in height shall be laterally braced to the structure.Rigid bracing (formed from steel studs) were utilized to restrain the mid-span and north content room walls", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in connection of partition braces to top tracks", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.82, "governing_design_standard": "ASTM C754-11", "id": "exp1144a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P10-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Part height walls of height 93 inches (Braced)\n6. Based on ASCE7-10 [10], partitions greater than 6 ft. in height shall be laterally braced to the structure.Rigid bracing (formed from steel studs) were utilized to restrain the mid-span and north content room walls", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure of brace connections to top tracks", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "ASTM C754-11", "id": "exp1145a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P10-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Part height walls of height 93 inches (Braced)\n6. Based on ASCE7-10 [10], partitions greater than 6 ft. in height shall be laterally braced to the structure.Rigid bracing (formed from steel studs) were utilized to restrain the mid-span and north content room walls", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in connection of partition braces to top tracks", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.9, "governing_design_standard": "ASTM C754-11", "id": "exp1146a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P11-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Part height walls of height 93 inches (Braced)\n6. Based on ASCE7-10 [10], partitions greater than 6 ft. in height shall be laterally braced to the structure.Rigid bracing (formed from steel studs) were utilized to restrain the mid-span and north content room walls", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in connection of partition braces to top tracks", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.1, "governing_design_standard": "ASTM C754-11", "id": "exp1147a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P11-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Part height walls of height 93 inches (Braced)\n6. Based on ASCE7-10 [10], partitions greater than 6 ft. in height shall be laterally braced to the structure.Rigid bracing (formed from steel studs) were utilized to restrain the mid-span and north content room walls", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure of brace connections to top tracks", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.1, "governing_design_standard": "ASTM C754-11", "id": "exp1148a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P11-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Part height walls of height 93 inches (Braced)\n6. Based on ASCE7-10 [10], partitions greater than 6 ft. in height shall be laterally braced to the structure.Rigid bracing (formed from steel studs) were utilized to restrain the mid-span and north content room walls", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of partition walls", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.39, "governing_design_standard": "ASTM C754-11", "id": "exp1149a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P11-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Part height walls of height 72 inches (Unbraced)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of partition walls", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.6, "governing_design_standard": "ASTM C754-11", "id": "exp1150a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P10-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Part height walls of height 72 inches (Unbraced)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of partition walls", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.6, "governing_design_standard": "ASTM C754-11", "id": "exp1151a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P11-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Part height walls of height 72 inches (Unbraced)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of partition walls", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.68, "governing_design_standard": "ASTM C754-11", "id": "exp1152a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P10-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. 5/8-in. gypsum boards and the CEMCO ViperStud drywall framing system (350VS125-18/30 and 350VT125-18/30).\n2. Studs were located 24 in. apart, attached to the gypsum boards by #6 drywall screws spaced 12 in. in the field and 8 in. at boundaries\n3. Partition wall tracks were fastened to concrete slabs using 0.157-in diameter, fully knurled shank Hilti X-U Universal Powder-Actuated Fasteners (PAFs).\n4. All walls were designed per ASTM C754-11\n5. Part height walls of height 72 inches (Unbraced)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of partition walls", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.68, "governing_design_standard": "ASTM C754-11", "id": "exp1153a", "loading_protocol": "1. A set of ramp-up table motions were generated using an analytical procedure in order to achieve the target motions on the desired levels.\n2. These levels were the second floor, for the first seven motions of the linear tests, and the shake table for other cases (nonlinear tests and the last two motions of linear tests).\n3. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion. In total, 59 uniaxial motions were applied in longitudinal direction during eight experiments", "location": "UNR-NEES site", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "P11-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "seismic clip damage", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.44, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1154a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Medium-weight (2 - 4 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "NL-3 (21-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "damage to panels around sprinkler heads, grid latch damage", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.81, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1155a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Medium-weight (2 - 4 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "seismic clip damage", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "NL-3 (21-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "grid connection failure", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.84, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1156a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Medium-weight (2 - 4 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "seismic clip damage, damage to panels around sprinkler heads, grid latch damage", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "NL-3 (21-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Panel misalignment, falling panels", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.89, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1157a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Medium-weight (2 - 4 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "seismic clip damage, damage to panels around sprinkler heads, grid latch damage, grid connection failure", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "NL-3 (21-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 1.23, "comp_description": "Plenum depth: 18 in. (457 mm), Schedule 40 steel pipes, 50 psi \n(0.35 MPa), joints: Riser and the main pipe: groove fit, other joints: threaded, Sprinkler heads embedded braced ceiling tiles", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Longitudinal brace on the second floor slipped off from the main run", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0215, "governing_design_standard": "NFPA - 13 (2010)", "id": "exp1158a", "loading_protocol": "L1: The AC156 [12] spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "location": "Nevada", "material": "Steel", "notes": "", "peak_test_amplitude": "1.52g PFA, 0.16% ISD", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "14", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 1.23, "comp_description": "Plenum depth: 18 in. (457 mm), Schedule 40 steel pipes, 50 psi \n(0.35 MPa), joints: Riser and the main pipe: groove fit, other joints: threaded, Sprinkler heads embedded braced ceiling tiles", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Longitudinal brace on the second floor slipped off from the main run", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0162, "governing_design_standard": "NFPA - 13 (2010)", "id": "exp1159a", "loading_protocol": "L-2 : The AC156 [12] spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "location": "Nevada", "material": "Steel", "notes": "", "peak_test_amplitude": "2.35g PFA, 0.25% ISD", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "14", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 1.27, "comp_description": "Plenum depth: 18 in. (457 mm), Schedule 40 steel pipes, 50 psi \n(0.35 MPa), joints: Riser and the main pipe: groove fit, other joints: threaded, Sprinkler heads embedded braced ceiling tiles", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "piping hanger clip next to the longitudinal and lateral sway braces failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0103, "governing_design_standard": "NFPA - 13 (2010)", "id": "exp1160a", "loading_protocol": "NL-1 : The AC156 [12] spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "location": "Nevada", "material": "Steel", "notes": "", "peak_test_amplitude": "1.41 g PFA, 2.97 % ISD", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "", "specimen": "14", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Inconsequential", "ds_description": "minor tape uplift and paint cracking at the joints in the door header gypsum wallboard.", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.003, "governing_design_standard": "", "id": "exp1161a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration I", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Unknown", "ds_description": "Drywall cracking", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.003, "governing_design_standard": "", "id": "exp1162a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "minor tape uplift and paint cracking at the joints in the door header gypsum wallboard.", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration I", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Inconsequential", "ds_description": "Screw head popping", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp1163a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Drywall cracking", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration I", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Consequential", "ds_description": "Drywall buckling", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1164a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Screw head popping", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration I", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Unknown", "ds_description": "Drywall crushing", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp1165a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Drywall buckling", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration I", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Consequential", "ds_description": "Drywall spalling", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.03, "governing_design_standard": "", "id": "exp1166a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Drywall crushing", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration I", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Unknown", "ds_description": "Steel stud buckling", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.03, "governing_design_standard": "", "id": "exp1167a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Drywall spalling", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration I", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 305 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Inconsequential", "ds_description": "Tape uplift", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1168a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration Ia", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 305 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Unknown", "ds_description": "Drywall cracking and door header joint cracking", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.003, "governing_design_standard": "", "id": "exp1169a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Tape uplift", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration Ia", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 305 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Inconsequential", "ds_description": "Screw head popping", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.003, "governing_design_standard": "", "id": "exp1170a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Drywall cracking and door header joint cracking", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration Ia", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 305 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Consequential", "ds_description": "Drywall spalling", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp1171a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Screw head popping", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration Ia", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m\n10. Vertical slotted track", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Inconsequential", "ds_description": "Small corner cracks", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.001, "governing_design_standard": "", "id": "exp1172a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration Ib", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m\n10. Vertical slotted track", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Inconsequential", "ds_description": "Screw head popping", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0075, "governing_design_standard": "", "id": "exp1173a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Small corner cracks", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration Ib", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m\n10. Vertical slotted track", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Unknown", "ds_description": "Steel stud buckling", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp1174a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Screw head popping", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration Ib", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 13 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Inconsequential", "ds_description": "Drywall cracking", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.001, "governing_design_standard": "", "id": "exp1175a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration Ic", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 13 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Inconsequential", "ds_description": "Screw head popping", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0075, "governing_design_standard": "", "id": "exp1176a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Drywall cracking", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration Ic", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 13 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Inconsequential", "ds_description": "Small track slip", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp1177a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Screw head popping", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration Ic", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 13 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Consequential", "ds_description": "Drywall buckling", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1178a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Small track slip", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration Ic", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 13 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Consequential", "ds_description": "Drywall spalling", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp1179a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Drywall buckling", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration Ic", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 13 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Consequential", "ds_description": "Steel stud buckling", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp1180a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Drywall spalling", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration Ic", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 20\n8. Stud spacing = 406 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Unknown", "ds_description": "Drywall cracking", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.001, "governing_design_standard": "", "id": "exp1181a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration Id", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 20\n8. Stud spacing = 406 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Inconsequential", "ds_description": "Screw head popping", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0075, "governing_design_standard": "", "id": "exp1182a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Drywall cracking", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration Id", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 20\n8. Stud spacing = 406 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Inconsequential", "ds_description": "Small track slip", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.003, "governing_design_standard": "", "id": "exp1183a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Screw head popping", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration Id", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 20\n8. Stud spacing = 406 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Unknown", "ds_description": "Drywall crushing", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0075, "governing_design_standard": "", "id": "exp1184a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Small track slip", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration Id", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full board sheathing\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 20\n8. Stud spacing = 406 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Unknown", "ds_description": "Large track slip", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp1185a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Drywall crushing", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration Id", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.full height gypsum board sheathing and doorframe\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Inconsequential", "ds_description": "Tape uplift", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0005, "governing_design_standard": "", "id": "exp1186a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration II", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.full height gypsum board sheathing and doorframe\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Unknown", "ds_description": "Drywall cracking", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.003, "governing_design_standard": "", "id": "exp1187a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Tape uplift", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration II", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.full height gypsum board sheathing and doorframe\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Unknown", "ds_description": "Drywall crushing", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp1188a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Drywall cracking", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration II", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.full height gypsum board sheathing and doorframe\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Consequential", "ds_description": "Drywall spalling", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp1189a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Drywall crushing", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration II", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.full height gypsum board sheathing and doorframe\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.44 m", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Unknown", "ds_description": "Steel stud buckling", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp1190a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Drywall spalling", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration II", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Partial height gypsum board sheathing and doorframe\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.04 m", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Unknown", "ds_description": "Drywall cracking", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp1191a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration III", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Partial height gypsum board sheathing and doorframe\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.04 m", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Inconsequential", "ds_description": "Screw head popping", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.003, "governing_design_standard": "", "id": "exp1192a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Drywall cracking", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration III", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Partial height gypsum board sheathing and doorframe\n2. Each specimen consisted of a 4.88m long web wall and two return walls each 1.2m long\n3. The Power Driven Fasteners were placed at 812mm intervals\n4. The studs were sheathed onbothsides with interior and fire-rated Type X gypsumboards manufactured in accordance to ASTMC1396\n5. Self-drilling screw spacing = 204 mm\n6. Gypsum board thickness = 16 mm\n7. Metal stud gage = 25 \n8. Stud spacing = 610 mm\n9. Gypsym board height = 2.04 m", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "common United States practice:", "ds_class": "Unknown", "ds_description": "Steel stud buckling", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0075, "governing_design_standard": "", "id": "exp1193a", "loading_protocol": "The protocol is a modified version of that developed by Krawinkler et al. for wood frame construction in far-fault regions. It consisted of \n1. one-cycle to a drift of 0.05% followed by three cycles to a drift of 0.1% ,0.3%, 0.5%, 1%, and 1.5%. \n2. Then, in recognition that the number of large amplitude cycles is lesser than those of smaller amplitude, a single cycle was applied to 2% drift , followed by two trailing cycles to 1% drift.\n3. Testing continued by applying a single cycle to 3% drift, followed by trailing two cycles to 1.5% drift . \n4. Testing ended with the application of a single cycle to 3.5% inter story drift.", "location": "UCSD, California", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Screw head popping", "prior_damage_repaired": "No", "reference": "Restrepo-2011", "reviewer": "NIST", "size_class": "", "specimen": "Configuration III", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Open-web steel joists", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of a suspended ceiling system which was defined in this study as the failure ofthe 10% of the number of total gird elements, or ceiling tiles.", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 2.52, "governing_design_standard": "ASTM E580", "id": "exp1194a", "loading_protocol": "", "location": "Buffalo, New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "2D effect", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "No", "reference": "Ryu-2012", "reviewer": "NIST", "size_class": "> 1000 ft\u00b2 and <= 2500 ft\u00b2", "specimen": "2", "specimen_inspection_sequence": "", "test_type": "Dynamic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Open-web steel joists", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of a suspended ceiling system which was defined in this study as the failure ofthe 10% of the number of total gird elements, or ceiling tiles.", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 2.09, "governing_design_standard": "ASTM E580", "id": "exp1195a", "loading_protocol": "", "location": "Buffalo, New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "1D effect", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "No", "reference": "Ryu-2012", "reviewer": "NIST", "size_class": "> 1000 ft\u00b2 and <= 2500 ft\u00b2", "specimen": "3", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Open-web steel joists", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of a suspended ceiling system which was defined in this study as the failure ofthe 10% of the number of total gird elements, or ceiling tiles.", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.52, "governing_design_standard": "ASTM E580", "id": "exp1196a", "loading_protocol": "", "location": "Buffalo, New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "3D effect", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "No", "reference": "Ryu-2012", "reviewer": "NIST", "size_class": "> 1000 ft\u00b2 and <= 2500 ft\u00b2", "specimen": "4", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Open-web steel joists, no lateral restraints", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of a suspended ceiling system which was defined in this study as the failure ofthe 10% of the number of total gird elements, or ceiling tiles.", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.26, "governing_design_standard": "ASTM E580", "id": "exp1197a", "loading_protocol": "", "location": "Buffalo, New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "No restraints", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "No", "reference": "Ryu-2012", "reviewer": "NIST", "size_class": "> 1000 ft\u00b2 and <= 2500 ft\u00b2", "specimen": "5", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Open-web steel joists, seismic clip", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of a suspended ceiling system which was defined in this study as the failure ofthe 10% of the number of total gird elements, or ceiling tiles.", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.06, "governing_design_standard": "ASTM E580", "id": "exp1198a", "loading_protocol": "", "location": "Buffalo, New York", "material": "Ceiling tile - Heavy-weight (>= 4 psf)", "notes": "Heavy panel", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "No", "reference": "Ryu-2012", "reviewer": "NIST", "size_class": "> 1000 ft\u00b2 and <= 2500 ft\u00b2", "specimen": "6", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Open-web steel joists, SDC C All free\u2013ends", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of a suspended ceiling system which was defined in this study as the failure ofthe 10% of the number of total gird elements, or ceiling tiles.", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.49, "governing_design_standard": "ASTM E580", "id": "exp1199a", "loading_protocol": "", "location": "Buffalo, New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "Seismic clip", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "No", "reference": "Ryu-2012", "reviewer": "NIST", "size_class": "> 1000 ft\u00b2 and <= 2500 ft\u00b2", "specimen": "7", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Open-web steel joists with an intermediate weight grid", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of a suspended ceiling system which was defined in this study as the failure ofthe 10% of the number of total gird elements, or ceiling tiles.", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.12, "governing_design_standard": "ASTM E580", "id": "exp1200a", "loading_protocol": "", "location": "Buffalo, New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "SDC C - all free ends", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "No", "reference": "Ryu-2012", "reviewer": "NIST", "size_class": "> 1000 ft\u00b2 and <= 2500 ft\u00b2", "specimen": "8", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Open-web steel joists w/ larger light fixtures", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of a suspended ceiling system which was defined in this study as the failure ofthe 10% of the number of total gird elements, or ceiling tiles.", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.95, "governing_design_standard": "ASTM E580", "id": "exp1201a", "loading_protocol": "", "location": "Buffalo, New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "2x4 light fixture", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "No", "reference": "Ryu-2012", "reviewer": "NIST", "size_class": "> 1000 ft\u00b2 and <= 2500 ft\u00b2", "specimen": "9", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Open-web steel joists w/ deep plenums", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of a suspended ceiling system which was defined in this study as the failure ofthe 10% of the number of total gird elements, or ceiling tiles.", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.87, "governing_design_standard": "ASTM E580", "id": "exp1202a", "loading_protocol": "", "location": "Buffalo, New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "deep plenum", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "No", "reference": "Ryu-2012", "reviewer": "NIST", "size_class": "> 1000 ft\u00b2 and <= 2500 ft\u00b2", "specimen": "10", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Open-web steel joists w/ seismic clip and different size than Test 7", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of a suspended ceiling system which was defined in this study as the failure ofthe 10% of the number of total gird elements, or ceiling tiles.", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.54, "governing_design_standard": "ASTM E580", "id": "exp1203a", "loading_protocol": "", "location": "Buffalo, New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "vs. test 7", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "No", "reference": "Ryu-2012", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "11", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Open-web steel joists to compare against Test 4 (different size)", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of a suspended ceiling system which was defined in this study as the failure ofthe 10% of the number of total gird elements, or ceiling tiles.", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 2.02, "governing_design_standard": "ASTM E580", "id": "exp1204a", "loading_protocol": "", "location": "Buffalo, New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "vs test 4", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "No", "reference": "Ryu-2012", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "12", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Open-web steel joists w/ seismic clip and different size than Tests 7, 11", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of a suspended ceiling system which was defined in this study as the failure ofthe 10% of the number of total gird elements, or ceiling tiles.", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.99, "governing_design_standard": "ASTM E580", "id": "exp1205a", "loading_protocol": "", "location": "Buffalo, New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "vs test 7", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "No", "reference": "Ryu-2012", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "13", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Open-web steel joists to compare against Tests 4 and 12 (different size)", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of a suspended ceiling system which was defined in this study as the failure ofthe 10% of the number of total gird elements, or ceiling tiles.", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.95, "governing_design_standard": "ASTM E580", "id": "exp1206a", "loading_protocol": "", "location": "Buffalo, New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "vs test 4", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "No", "reference": "Ryu-2012", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "14", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Open-web steel joists w/ seismic clip and different size than Tests 7, 11, 13", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of a suspended ceiling system which was defined in this study as the failure ofthe 10% of the number of total gird elements, or ceiling tiles.", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 2.65, "governing_design_standard": "ASTM E580", "id": "exp1207a", "loading_protocol": "", "location": "Buffalo, New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "vs test 7", "peak_test_amplitude": "100% scale", "prior_damage": "", "prior_damage_repaired": "No", "reference": "Ryu-2012", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "15", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. As-built steel framed drywall\n2. light gauge steel tracks and stud elements with 30\u00d792\u00d70.55 mm cross sectional dimensions\n3. Standard gypsum wallboards of 13 mm thickness\n4. predrilled and pre-installed capsule for connecting steel elements to the surrounding structural frame\n5. Steel studs fixed to steel tracks using self-drilling philips screws\n6. Standard gypsum lining board = 13 mm thick\n7.paper tape finish\n8. Screw spacing at the plasterboard edges = 200 mm\n9. Screw spacing at the field region = 400 mm", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "New Zealand standard practice", "ds_class": "Inconsequential", "ds_description": "Hairline cracking along perimeter of drywall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0015, "governing_design_standard": "", "id": "exp1253a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\nwith the simplification of not including the intermediate small cycles between two\nconsecutive drift amplitude levels.\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "FIF1-STFD", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. As-built steel framed drywall\n2. light gauge steel tracks and stud elements with 30\u00d792\u00d70.55 mm cross sectional dimensions\n3. Standard gypsum wallboards of 13 mm thickness\n4. predrilled and pre-installed capsule for connecting steel elements to the surrounding structural frame\n5. Steel studs fixed to steel tracks using self-drilling philips screws\n6. Standard gypsum lining board = 13 mm thick\n7.paper tape finish\n8. Screw spacing at the plasterboard edges = 200 mm\n9. Screw spacing at the field region = 400 mm", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "New Zealand standard practice", "ds_class": "Inconsequential", "ds_description": "First cracking at lining interface, cracking along drywall perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.002, "governing_design_standard": "", "id": "exp1254a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\nwith the simplification of not including the intermediate small cycles between two\nconsecutive drift amplitude levels.\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "Hairline cracking along perimeter of drywall", "prior_damage_repaired": "No", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "FIF1-STFD", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. As-built steel framed drywall\n2. light gauge steel tracks and stud elements with 30\u00d792\u00d70.55 mm cross sectional dimensions\n3. Standard gypsum wallboards of 13 mm thickness\n4. predrilled and pre-installed capsule for connecting steel elements to the surrounding structural frame\n5. Steel studs fixed to steel tracks using self-drilling philips screws\n6. Standard gypsum lining board = 13 mm thick\n7.paper tape finish\n8. Screw spacing at the plasterboard edges = 200 mm\n9. Screw spacing at the field region = 400 mm", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "New Zealand standard practice", "ds_class": "Inconsequential", "ds_description": "Deformation of lining interface and bowing between linings, cracking along perimeter, ductile post-yield behavior", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.003, "governing_design_standard": "", "id": "exp1255a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\nwith the simplification of not including the intermediate small cycles between two\nconsecutive drift amplitude levels.\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "First cracking at lining interface, cracking along drywall perimeter", "prior_damage_repaired": "No", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "FIF1-STFD", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. As-built steel framed drywall\n2. light gauge steel tracks and stud elements with 30\u00d792\u00d70.55 mm cross sectional dimensions\n3. Standard gypsum wallboards of 13 mm thickness\n4. predrilled and pre-installed capsule for connecting steel elements to the surrounding structural frame\n5. Steel studs fixed to steel tracks using self-drilling philips screws\n6. Standard gypsum lining board = 13 mm thick\n7.paper tape finish\n8. Screw spacing at the plasterboard edges = 200 mm\n9. Screw spacing at the field region = 400 mm", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "New Zealand standard practice", "ds_class": "Inconsequential", "ds_description": "Deformation of lining interface and bowing between linings, cracking along perimeter, ductile post-yield behavior, toe crushing at bottom right corner", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1256a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\nwith the simplification of not including the intermediate small cycles between two\nconsecutive drift amplitude levels.\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "Deformation of lining interface and bowing between linings, cracking along perimeter, ductile post-yield behavior", "prior_damage_repaired": "No", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "FIF1-STFD", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. As-built timber framed drywall\r\n2. timber elements of 45\u00d790 mm cross sectional dimensions\r\n3. standard gypsum wallboard of 13 mm thickness\r\n4. a self drilling HUS-H universal screw was used to fix the border timber elements to the surrounding structural frame\r\n5. nails, were used to fix the vertical and horizontal timber elements to each other\r\n6. Self drilling plasterboard screws\r\n7. Paper tape finish\r\n8. Screw spacing at the plasterboard edges = 200 mm\r\n9. Screw spacing at the field region = 400 mm", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "New Zealand standard practice", "ds_class": "Inconsequential", "ds_description": "Perimeter cracking between the linings and the RC frame", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.001, "governing_design_standard": "", "id": "exp1257a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\r\nwith the simplification of not including the intermediate small cycles between two\r\nconsecutive drift amplitude levels.\r\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "University of Canterbury, New Zealand", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "FIF2-TBFD", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. As-built timber framed drywall\r\n2. timber elements of 45\u00d790 mm cross sectional dimensions\r\n3. standard gypsum wallboard of 13 mm thickness\r\n4. a self drilling HUS-H universal screw was used to fix the border timber elements to the surrounding structural frame\r\n5. nails, were used to fix the vertical and horizontal timber elements to each other\r\n6. Self drilling plasterboard screws\r\n7. Paper tape finish\r\n8. Screw spacing at the plasterboard edges = 200 mm\r\n9. Screw spacing at the field region = 400 mm", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "New Zealand standard practice", "ds_class": "Inconsequential", "ds_description": "minor crushing at the bottom right corner", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.003, "governing_design_standard": "", "id": "exp1258a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\r\nwith the simplification of not including the intermediate small cycles between two\r\nconsecutive drift amplitude levels.\r\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "University of Canterbury, New Zealand", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "Perimeter cracking between the linings and the RC frame", "prior_damage_repaired": "No", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "FIF2-TBFD", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. As-built timber framed drywall\r\n2. timber elements of 45\u00d790 mm cross sectional dimensions\r\n3. standard gypsum wallboard of 13 mm thickness\r\n4. a self drilling HUS-H universal screw was used to fix the border timber elements to the surrounding structural frame\r\n5. nails, were used to fix the vertical and horizontal timber elements to each other\r\n6. Self drilling plasterboard screws\r\n7. Paper tape finish\r\n8. Screw spacing at the plasterboard edges = 200 mm\r\n9. Screw spacing at the field region = 400 mm", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "New Zealand standard practice", "ds_class": "Consequential", "ds_description": "severe corner crushing and corner bowing at linings", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0075, "governing_design_standard": "", "id": "exp1259a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\r\nwith the simplification of not including the intermediate small cycles between two\r\nconsecutive drift amplitude levels.\r\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "University of Canterbury, New Zealand", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "minor crushing at the bottom right corner", "prior_damage_repaired": "No", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "FIF2-TBFD", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Low damage steel framed drywall\n2. light gauge steel tracks and stud elements with 30\u00d792\u00d70.55 mm cross sectional dimensions\n3. Standard gypsum wallboards of 13 mm thickness\n4. predrilled and pre-installed capsule for connecting steel elements to the surrounding structural frame\n5. Steel studs not fixed to steel track\n6. Standard gypsum lining board = 13 mm thick\n7. No paper tape finish at internal linings\n8. Screw spacing at the plasterboard edges = 200 mm\n9. Screw spacing at the field region = 400 mm\n10. Lining only attached to steel studs\n11. Vertical Joint gap at left end = 15 mm\n12. Vertical Joint gap at right end = 15 mm\n13. Bottom gap between plasterboard and RC beam = 13 mm\n14. Top gap between plasterboard and RC beam = 13 mm\n15. Gap above studs\n16. Internal vertical joint gap between linings = 5 mm\n17. For the edges of the linings at the external gaps, aluminium L-trims were used to finish the rough edges left from the cutting of the linings", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "Low-damage steel-framed drywall", "ds_class": "Inconsequential", "ds_description": "Minor plaster cracking occurred at L-trim finish", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1260a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\nwith the simplification of not including the intermediate small cycles between two\nconsecutive drift amplitude levels.\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "MIF1-STFD", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Low damage steel framed drywall\n2. light gauge steel tracks and stud elements with 30\u00d792\u00d70.55 mm cross sectional dimensions\n3. Standard gypsum wallboards of 13 mm thickness\n4. predrilled and pre-installed capsule for connecting steel elements to the surrounding structural frame\n5. Steel studs not fixed to steel track\n6. Standard gypsum lining board = 13 mm thick\n7. No paper tape finish at internal linings\n8. Screw spacing at the plasterboard edges = 200 mm\n9. Screw spacing at the field region = 400 mm\n10. Lining only attached to steel studs\n11. Vertical Joint gap at left end = 15 mm\n12. Vertical Joint gap at right end = 15 mm\n13. Bottom gap between plasterboard and RC beam = 13 mm\n14. Top gap between plasterboard and RC beam = 13 mm\n15. Gap above studs\n16. Internal vertical joint gap between linings = 5 mm\n17. For the edges of the linings at the external gaps, aluminium L-trims were used to finish the rough edges left from the cutting of the linings", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "Low-damage steel-framed drywall", "ds_class": "Inconsequential", "ds_description": "damage initiation at a few lining fasteners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp1261a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\nwith the simplification of not including the intermediate small cycles between two\nconsecutive drift amplitude levels.\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "Minor plaster cracking occurred at L-trim finish", "prior_damage_repaired": "No", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "MIF1-STFD", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Low damage steel framed drywall\n2. light gauge steel tracks and stud elements with 30\u00d792\u00d70.55 mm cross sectional dimensions\n3. Standard gypsum wallboards of 13 mm thickness\n4. predrilled and pre-installed capsule for connecting steel elements to the surrounding structural frame\n5. Steel studs not fixed to steel track\n6. Standard gypsum lining board = 13 mm thick\n7. No paper tape finish at internal linings\n8. Screw spacing at the plasterboard edges = 200 mm\n9. Screw spacing at the field region = 400 mm\n10. Lining only attached to steel studs\n11. Vertical Joint gap at left end = 15 mm\n12. Vertical Joint gap at right end = 15 mm\n13. Bottom gap between plasterboard and RC beam = 13 mm\n14. Top gap between plasterboard and RC beam = 13 mm\n15. Gap above studs\n16. Internal vertical joint gap between linings = 5 mm\n17. For the edges of the linings at the external gaps, aluminium L-trims were used to finish the rough edges left from the cutting of the linings", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "Low-damage steel-framed drywall", "ds_class": "Consequential", "ds_description": "anchor pull out of the external studs on the RC", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp1262a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\nwith the simplification of not including the intermediate small cycles between two\nconsecutive drift amplitude levels.\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "damage initiation at a few lining fasteners", "prior_damage_repaired": "No", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "MIF1-STFD", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Low-damage timber framed drywall\n2. timber elements of 45\u00d790 mm cross sectional dimensions\n3. standard gypsum wallboard of 13 mm thickness\n4. a self drilling HUS-H universal screw was used to fix the border timber elements to the surrounding structural frame\n5. nails, were used to fix the vertical and horizontal timber elements to each other\n6. Self drilling plasterboard screws\n7. Paper tape finish\n8. Screw spacing at the plasterboard edges = 200 mm\n9. Screw spacing at the field region = 400 mm\n10. For the edges of the linings at the external gaps, aluminium L-trims were used to finish the rough edges left from the cutting of the linings\n11. Gap around the lining edges\n12. Timbers studs are friction fit into the boundary steel channels\n13. Linings are attached to the vertical studs only\n14. A secondary stud is added into the steel tracks and linings are attached to it instead of the stud on the boundary column\n15. Vertical Joint gap at left end = 20 mm\n16. Vertical Joint gap at right end = 20 mm\n17. Bottom gap between plasterboard and RC beam = 13 mm\n18. Top gap between plasterboard and RC beam = 13 mm\n19. Gap above studs\n20. No internal vertical joint gap between linings", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.B", "design_objective": "Low-damage timber framed drywall", "ds_class": "Inconsequential", "ds_description": "damage occurred at L-trim plaster finish", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp1263a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\nwith the simplification of not including the intermediate small cycles between two\nconsecutive drift amplitude levels.\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "University of Canterbury, New Zealand", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "MIF2-TBFD", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Low-damage timber framed drywall\n2. timber elements of 45\u00d790 mm cross sectional dimensions\n3. standard gypsum wallboard of 13 mm thickness\n4. a self drilling HUS-H universal screw was used to fix the border timber elements to the surrounding structural frame\n5. nails, were used to fix the vertical and horizontal timber elements to each other\n6. Self drilling plasterboard screws\n7. Paper tape finish\n8. Screw spacing at the plasterboard edges = 200 mm\n9. Screw spacing at the field region = 400 mm\n10. For the edges of the linings at the external gaps, aluminium L-trims were used to finish the rough edges left from the cutting of the linings\n11. Gap around the lining edges\n12. Timbers studs are friction fit into the boundary steel channels\n13. Linings are attached to the vertical studs only\n14. A secondary stud is added into the steel tracks and linings are attached to it instead of the stud on the boundary column\n15. Vertical Joint gap at left end = 20 mm\n16. Vertical Joint gap at right end = 20 mm\n17. Bottom gap between plasterboard and RC beam = 13 mm\n18. Top gap between plasterboard and RC beam = 13 mm\n19. Gap above studs\n20. No internal vertical joint gap between linings", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "damage initiation at a few gypsum lining fasteners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp1264a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\nwith the simplification of not including the intermediate small cycles between two\nconsecutive drift amplitude levels.\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "University of Canterbury, New Zealand", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "damage occurred at L-trim plaster finish", "prior_damage_repaired": "No", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "MIF2-TBFD", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Built unreinforced clay brick infill wall\nstandard clay bricks of 70 mm width, 75 mm height and 220 mm length\nThe binding mortar was composed of Portland cement and fine sand mixed 1 to 4 weight ratios accordingly\nSteel ties were placed between the two skins of the wall at every fourth course of clay bricks laid in vertical\nThe steel ties were placed 600 mm apart from each other horizontally.\nThe average thickness of the mortar layers was about 10 mm. Including the 10 mm cavity in between the two skins, the total thickness of the infill wall was 150 mm", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.C", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Boundary cracks between infill wall and frame", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.001, "governing_design_standard": "", "id": "exp1265a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\nwith the simplification of not including the intermediate small cycles between two\nconsecutive drift amplitude levels.\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "New Zealand", "material": "Clay brick", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "FIF3-UCBI", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Built unreinforced clay brick infill wall\nstandard clay bricks of 70 mm width, 75 mm height and 220 mm length\nThe binding mortar was composed of Portland cement and fine sand mixed 1 to 4 weight ratios accordingly\nSteel ties were placed between the two skins of the wall at every fourth course of clay bricks laid in vertical\nThe steel ties were placed 600 mm apart from each other horizontally.\nThe average thickness of the mortar layers was about 10 mm. Including the 10 mm cavity in between the two skins, the total thickness of the infill wall was 150 mm", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.C", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Boundary cracks between infill wall and frame, minor vertical cracks at multiple mortar joints, diagonal cracks from wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.002, "governing_design_standard": "", "id": "exp1266a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\nwith the simplification of not including the intermediate small cycles between two\nconsecutive drift amplitude levels.\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "New Zealand", "material": "Clay brick", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "Boundary cracks between infill wall and frame", "prior_damage_repaired": "No", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "FIF3-UCBI", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Built unreinforced clay brick infill wall\nstandard clay bricks of 70 mm width, 75 mm height and 220 mm length\nThe binding mortar was composed of Portland cement and fine sand mixed 1 to 4 weight ratios accordingly\nSteel ties were placed between the two skins of the wall at every fourth course of clay bricks laid in vertical\nThe steel ties were placed 600 mm apart from each other horizontally.\nThe average thickness of the mortar layers was about 10 mm. Including the 10 mm cavity in between the two skins, the total thickness of the infill wall was 150 mm", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.C", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Boundary cracks between infill wall and frame, minor vertical cracks at multiple mortar joints, multiple diagonal cracks from wall corners, formation of sliding cracks", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.003, "governing_design_standard": "", "id": "exp1267a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\nwith the simplification of not including the intermediate small cycles between two\nconsecutive drift amplitude levels.\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "New Zealand", "material": "Clay brick", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "Boundary cracks between infill wall and frame, minor vertical cracks at multiple mortar joints, diagonal cracks from wall corners", "prior_damage_repaired": "No", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "FIF3-UCBI", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Built unreinforced clay brick infill wall\nstandard clay bricks of 70 mm width, 75 mm height and 220 mm length\nThe binding mortar was composed of Portland cement and fine sand mixed 1 to 4 weight ratios accordingly\nSteel ties were placed between the two skins of the wall at every fourth course of clay bricks laid in vertical\nThe steel ties were placed 600 mm apart from each other horizontally.\nThe average thickness of the mortar layers was about 10 mm. Including the 10 mm cavity in between the two skins, the total thickness of the infill wall was 150 mm", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary cracks between infill wall and frame, vertical cracks at multiple mortar joints, multiple diagonal cracks from wall corners, formation of sliding cracks", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0125, "governing_design_standard": "", "id": "exp1268a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\nwith the simplification of not including the intermediate small cycles between two\nconsecutive drift amplitude levels.\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "New Zealand", "material": "Clay brick", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "Boundary cracks between infill wall and frame, minor vertical cracks at multiple mortar joints, multiple diagonal cracks from wall corners, formation of sliding cracks", "prior_damage_repaired": "No", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "FIF3-UCBI", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Built unreinforced clay brick infill wall\nstandard clay bricks of 70 mm width, 75 mm height and 220 mm length\nThe binding mortar was composed of Portland cement and fine sand mixed 1 to 4 weight ratios accordingly\nSteel ties were placed between the two skins of the wall at every fourth course of clay bricks laid in vertical\nThe steel ties were placed 600 mm apart from each other horizontally.\nThe average thickness of the mortar layers was about 10 mm. Including the 10 mm cavity in between the two skins, the total thickness of the infill wall was 150 mm", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary cracks between infill wall and frame, vertical cracks at multiple mortar joints, multiple diagonal cracks from wall corners, corner crushing at lower and upper corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp1269a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\nwith the simplification of not including the intermediate small cycles between two\nconsecutive drift amplitude levels.\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "New Zealand", "material": "Clay brick", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "Boundary cracks between infill wall and frame, vertical cracks at multiple mortar joints, multiple diagonal cracks from wall corners, formation of sliding cracks", "prior_damage_repaired": "No", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "FIF3-UCBI", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Built unreinforced clay brick infill wall\nstandard clay bricks of 70 mm width, 75 mm height and 220 mm length\nThe binding mortar was composed of Portland cement and fine sand mixed 1 to 4 weight ratios accordingly\nSteel ties were placed between the two skins of the wall at every fourth course of clay bricks laid in vertical\nThe steel ties were placed 600 mm apart from each other horizontally.\nThe average thickness of the mortar layers was about 10 mm. Including the 10 mm cavity in between the two skins, the total thickness of the infill wall was 150 mm", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary cracks between infill wall and frame, vertical cracks at multiple mortar joints, multiple diagonal cracks from wall corners, corner crushing at lower and upper corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.025, "governing_design_standard": "", "id": "exp1270a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\nwith the simplification of not including the intermediate small cycles between two\nconsecutive drift amplitude levels.\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "New Zealand", "material": "Clay brick", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "Boundary cracks between infill wall and frame, vertical cracks at multiple mortar joints, multiple diagonal cracks from wall corners, corner crushing at lower and upper corners", "prior_damage_repaired": "No", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "FIF3-UCBI", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Low-damage unreinforced clay brick infill wall\nunreinforced clay brick infill walls by subdividing the infill panel zone into 3 by using vertical joints between each infill panel\nThe system consists of a ight gauge steel sub-framing with three individual cantilever infill panel zones eparated by isolation gaps\nFor sub-framing, commercially available light gauge steel channel sections of 50\u00d775\u00d70.75 mm were chosen\nIn order to ensure the sub-framing to carry out of plane weight of the unreinforced clay bricks, the capacity of the provided studs and the RC anchors at the borders\nvertical joints with the provided elastic structural sealant prevent stress concentrations occurring due to different contact lengths between the infill wall the structural system\nEach of these panels was separated from the adjacent member by a 10 mm gap, summing up to 40 mm in total\nAt each of these gaps, a strip of gypsum board was placed in between the two skins of the infill wall for additional fire rating. these gaps were reduced by placing polyethylene foam, which also helps for thermal insulation.\nfinal step for preparing the gap for structural/seismic actions, the gap was filled with fire rated polyurethane joint sealant, fire rated Sikaflex construction AP", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.C", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Minor horizontal mortar crack in top corner", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0075, "governing_design_standard": "", "id": "exp1271a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\nwith the simplification of not including the intermediate small cycles between two\nconsecutive drift amplitude levels.\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "New Zealand", "material": "Clay brick", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "MIF5-UCBI", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Low-damage unreinforced clay brick infill wall\nunreinforced clay brick infill walls by subdividing the infill panel zone into 3 by using vertical joints between each infill panel\nThe system consists of a ight gauge steel sub-framing with three individual cantilever infill panel zones eparated by isolation gaps\nFor sub-framing, commercially available light gauge steel channel sections of 50\u00d775\u00d70.75 mm were chosen\nIn order to ensure the sub-framing to carry out of plane weight of the unreinforced clay bricks, the capacity of the provided studs and the RC anchors at the borders\nvertical joints with the provided elastic structural sealant prevent stress concentrations occurring due to different contact lengths between the infill wall the structural system\nEach of these panels was separated from the adjacent member by a 10 mm gap, summing up to 40 mm in total\nAt each of these gaps, a strip of gypsum board was placed in between the two skins of the infill wall for additional fire rating. these gaps were reduced by placing polyethylene foam, which also helps for thermal insulation.\nfinal step for preparing the gap for structural/seismic actions, the gap was filled with fire rated polyurethane joint sealant, fire rated Sikaflex construction AP", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.C", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Minor mortar cracks in corners, minor toe crushing", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp1272a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\nwith the simplification of not including the intermediate small cycles between two\nconsecutive drift amplitude levels.\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "New Zealand", "material": "Clay brick", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "Minor horizontal mortar crack in top corner", "prior_damage_repaired": "No", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "MIF5-UCBI", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Low-damage unreinforced clay brick infill wall\nunreinforced clay brick infill walls by subdividing the infill panel zone into 3 by using vertical joints between each infill panel\nThe system consists of a ight gauge steel sub-framing with three individual cantilever infill panel zones eparated by isolation gaps\nFor sub-framing, commercially available light gauge steel channel sections of 50\u00d775\u00d70.75 mm were chosen\nIn order to ensure the sub-framing to carry out of plane weight of the unreinforced clay bricks, the capacity of the provided studs and the RC anchors at the borders\nvertical joints with the provided elastic structural sealant prevent stress concentrations occurring due to different contact lengths between the infill wall the structural system\nEach of these panels was separated from the adjacent member by a 10 mm gap, summing up to 40 mm in total\nAt each of these gaps, a strip of gypsum board was placed in between the two skins of the infill wall for additional fire rating. these gaps were reduced by placing polyethylene foam, which also helps for thermal insulation.\nfinal step for preparing the gap for structural/seismic actions, the gap was filled with fire rated polyurethane joint sealant, fire rated Sikaflex construction AP", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.C", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Mortar cracks in corners, minor toe crushing", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.025, "governing_design_standard": "", "id": "exp1273a", "loading_protocol": "1. the recommendations of ACI374.1-05 was followed\nwith the simplification of not including the intermediate small cycles between two\nconsecutive drift amplitude levels.\n2. 3 cycles of each drift level upto maximum of 2.50% drift.", "location": "New Zealand", "material": "Clay brick", "notes": "", "peak_test_amplitude": "2.5% drift of specimen", "prior_damage": "Minor mortar cracks in corners, minor toe crushing", "prior_damage_repaired": "No", "reference": "Tasligedik-2014", "reviewer": "NIST", "size_class": "", "specimen": "MIF5-UCBI", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Mounted to the roof of a five-story RC building. It consisted of a heat transfer module, a water collec-\ntion module, an air handling module, a fan motor, and a fan. The tower was mounted on a\nsteel base frame and four isolation/restraint (I\u2215R) supports.", "comp_detail": "Mechanical Draft", "component": "D.30.3.1.B", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.084, "governing_design_standard": "", "id": "exp1278a", "loading_protocol": "BI1-CNP100", "location": "California", "material": "", "notes": "Base isolated", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "No", "reference": "Astroza-2015", "reviewer": "NIST", "size_class": "", "specimen": "BI1-CNP100", "specimen_inspection_sequence": "", "test_type": "Dynamic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Mounted to the roof of a five-story RC building. It consisted of a heat transfer module, a water collec-\ntion module, an air handling module, a fan motor, and a fan. The tower was mounted on a\nsteel base frame and four isolation/restraint (I\u2215R) supports.", "comp_detail": "Mechanical Draft", "component": "D.30.3.1.B", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.088, "governing_design_standard": "", "id": "exp1279a", "loading_protocol": "BI2-LAC100", "location": "California", "material": "", "notes": "Base isolated", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "No", "reference": "Astroza-2015", "reviewer": "NIST", "size_class": "", "specimen": "BI2-LAC100", "specimen_inspection_sequence": "", "test_type": "Dynamic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Mounted to the roof of a five-story RC building. It consisted of a heat transfer module, a water collec-\ntion module, an air handling module, a fan motor, and a fan. The tower was mounted on a\nsteel base frame and four isolation/restraint (I\u2215R) supports.", "comp_detail": "Mechanical Draft", "component": "D.30.3.1.B", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.088, "governing_design_standard": "", "id": "exp1280a", "loading_protocol": "BI3-LAC100", "location": "California", "material": "", "notes": "Base isolated", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "No", "reference": "Astroza-2015", "reviewer": "NIST", "size_class": "", "specimen": "BI3-LAC100", "specimen_inspection_sequence": "", "test_type": "Dynamic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Mounted to the roof of a five-story RC building. 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Contributions of vertical accelerations to damage, which are important", "peak_test_amplitude": "1.18g, PFA", "prior_damage": "Slight: \"Pipe hanger surge clips pops out\"", "prior_damage_repaired": "No", "reference": "Ryan-2016", "reviewer": "NIST", "size_class": "", "specimen": "72", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 7.028, "comp_description": "Schedule 40 steel pipes, Riser and the main pipe: groove fit,\nother joints: threaded, Sprinkler heads embedded braced ceiling tiles, isolated 5-story steel moment frame E-defense test building", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Extensive: \"One or more pipe hangers break or are permanently deformed. Permanent rotation of armover pipes is visible\"", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.1254, "governing_design_standard": "", "id": "exp1320a", "loading_protocol": "Many seismic records", "location": "NEES/E-Defense Japan", "material": "Steel", "notes": "3D PFA vector (ie non directional). Contributions of vertical accelerations to damage, which are important", "peak_test_amplitude": "1.22g, PFA", "prior_damage": "Slight: \"Pipe hanger surge clips pops out\"", "prior_damage_repaired": "No", "reference": "Ryan-2016", "reviewer": "NIST", "size_class": "", "specimen": "72", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 6.137, "comp_description": "Schedule 40 steel pipes, Riser and the main pipe: groove fit,\nother joints: threaded, Sprinkler heads embedded braced ceiling tiles, isolated 5-story steel moment frame E-defense test building", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Extensive: \"One or more pipe hangers break or are permanently deformed. Permanent rotation of armover pipes is visible\"", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.2186, "governing_design_standard": "", "id": "exp1321a", "loading_protocol": "Many seismic records", "location": "NEES/E-Defense Japan", "material": "Steel", "notes": "3D PFA vector (ie non directional). Contributions of vertical accelerations to damage, which are important", "peak_test_amplitude": "1.22g, PFA", "prior_damage": "Slight: \"Pipe hanger surge clips pops out\"", "prior_damage_repaired": "No", "reference": "Ryan-2016", "reviewer": "NIST", "size_class": "", "specimen": "72", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 244.75, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 6 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0074, "governing_design_standard": "", "id": "exp1322a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 244.75 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 304.25, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 6 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0069, "governing_design_standard": "", "id": "exp1323a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 2, Moment capacity= 304.25 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 239.9, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 6 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0051, "governing_design_standard": "", "id": "exp1324a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 3, Moment capacity=239.90 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 124.48, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 4 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.013, "governing_design_standard": "", "id": "exp1325a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 124.48 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 116.68, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 4 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0087, "governing_design_standard": "", "id": "exp1326a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 2, Moment capacity= 116.68 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 132.3, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 4 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0093, "governing_design_standard": "", "id": "exp1327a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 3, Moment capacity=132.30 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 22.19, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 2 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0151, "governing_design_standard": "", "id": "exp1328a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity=22.19 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 24.64, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 2 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0134, "governing_design_standard": "", "id": "exp1329a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 2, Moment capacity= 24.64 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 24.34, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 2 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0125, "governing_design_standard": "", "id": "exp1330a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 3, Moment capacity= 24.34 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 5.43, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 1 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0302, "governing_design_standard": "", "id": "exp1331a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 5.43 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "1 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 7.45, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 1 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0275, "governing_design_standard": "", "id": "exp1332a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 2,Moment capacity= 7.45 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "1 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 6.14, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 1 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0366, "governing_design_standard": "", "id": "exp1333a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 3, Moment capacity= 6.14 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "1 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 2.9, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 3/4 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0383, "governing_design_standard": "", "id": "exp1334a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 2.90 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "3/4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 3.23, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 3/4 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0334, "governing_design_standard": "", "id": "exp1335a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 2, Moment capacity= 3.23 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "3/4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 3.61, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 3/4 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0501, "governing_design_standard": "", "id": "exp1336a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 3, Moment capacity= 3.61 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "3/4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 2.41, "comp_description": "Component level- Tee joint- CPVC with Cement Joint - Pipe size 2 inches, , 40 psi", "comp_detail": "Cement joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0796, "governing_design_standard": "", "id": "exp1337a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "CPVC", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 2.41 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 2.32, "comp_description": "Component level- Tee joint- CPVC with Cement Joint - Pipe size 2 inches, , 40 psi", "comp_detail": "Cement joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0995, "governing_design_standard": "", "id": "exp1338a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "CPVC", "notes": "Rotation of the Tee-joint - Test 2, Moment capacity= 2.32 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 2.86, "comp_description": "Component level- Tee joint- CPVC with Cement Joint - Pipe size 2 inches, , 40 psi", "comp_detail": "Cement joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0868, "governing_design_standard": "", "id": "exp1339a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "CPVC", "notes": "Rotation of the Tee-joint - Test 3, Moment capacity= 2.86 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 1.62, "comp_description": "Component level- Tee joint- CPVC with Cement Joint - Pipe size 1 inches, , 40 psi", "comp_detail": "Cement joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.1527, "governing_design_standard": "", "id": "exp1340a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "CPVC", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 1.62 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "1 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 1.89, "comp_description": "Component level- Tee joint- CPVC with Cement Joint - Pipe size 1 inches, , 40 psi", "comp_detail": "Cement joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.1486, "governing_design_standard": "", "id": "exp1341a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "CPVC", "notes": "Rotation of the Tee-joint - Test 2, Moment capacity= 1.89 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "1 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 1.49, "comp_description": "Component level- Tee joint- CPVC with Cement Joint - Pipe size 1 inches, , 40 psi", "comp_detail": "Cement joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.1435, "governing_design_standard": "", "id": "exp1342a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "CPVC", "notes": "Rotation of the Tee-joint - Test 3, Moment capacity= 1.49 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "1 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 0.96, "comp_description": "Component level- Tee joint- CPVC with Cement Joint - Pipe size 3/4 inches, 40 psi", "comp_detail": "Cement joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.1386, "governing_design_standard": "", "id": "exp1343a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "CPVC", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 0.96 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "3/4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 0.88, "comp_description": "Component level- Tee joint- CPVC with Cement Joint - Pipe size 3/4 inches, 40 psi", "comp_detail": "Cement joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.1543, "governing_design_standard": "", "id": "exp1344a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "CPVC", "notes": "Rotation of the Tee-joint - Test 2, Moment capacity= 0.88 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "3/4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 0.83, "comp_description": "Component level- Tee joint- CPVC with Cement Joint - Pipe size 3/4 inches, 40 psi", "comp_detail": "Cement joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.169, "governing_design_standard": "", "id": "exp1345a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "CPVC", "notes": "Rotation of the Tee-joint - Test 3, Moment capacity= 0.83 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "3/4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 77.59, "comp_description": "Component level- Tee joint- Schedule 40 Steel with Groove Fit Connections - Pipe size 4 inches,40 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0199, "governing_design_standard": "", "id": "exp1346a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Steel", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 77.59 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 83.89, "comp_description": "Component level- Tee joint- Schedule 40 Steel with Groove Fit Connections - Pipe size 4 inches,40 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0218, "governing_design_standard": "", "id": "exp1347a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Steel", "notes": "Rotation of the Tee-joint - Test 2, Moment capacity= 83.89 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 80.45, "comp_description": "Component level- Tee joint- Schedule 40 Steel with Groove Fit Connections - Pipe size 4 inches,40 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0216, "governing_design_standard": "", "id": "exp1348a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Steel", "notes": "Rotation of the Tee-joint - Test 3, Moment capacity= 80.45 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 22.21, "comp_description": "Component level- Tee joint- Schedule 40 Steel with Groove Fit Connections - Pipe size 2 inches, 40 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0657, "governing_design_standard": "", "id": "exp1349a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Steel", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 22.21 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 23.09, "comp_description": "Component level- Tee joint- Schedule 40 Steel with Groove Fit Connections - Pipe size 2 inches, 40 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.075, "governing_design_standard": "", "id": "exp1350a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Steel", "notes": "Rotation of the Tee-joint - Test 2, Moment capacity= 23.09 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 22.38, "comp_description": "Component level- Tee joint- Schedule 40 Steel with Groove Fit Connections - Pipe size 2 inches, 40 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0921, "governing_design_standard": "", "id": "exp1351a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Steel", "notes": "Rotation of the Tee-joint - Test 3, Moment capacity= 22.38 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 116.18, "comp_description": "Component level- Tee joint- Schedule 10 Steel with Groove Fit Connections - Pipe size 4 inches, 40 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0748, "governing_design_standard": "", "id": "exp1352a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Steel", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 116.18 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 112.46, "comp_description": "Component level- Tee joint- Schedule 10 Steel with Groove Fit Connections - Pipe size 4 inches, 40 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0735, "governing_design_standard": "", "id": "exp1353a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Steel", "notes": "Rotation of the Tee-joint - Test 2, Moment capacity= 112.46 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 122.53, "comp_description": "Component level- Tee joint- Schedule 10 Steel with Groove Fit Connections - Pipe size 4 inches, 40 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0888, "governing_design_standard": "", "id": "exp1354a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Steel", "notes": "Rotation of the Tee-joint - Test 3, Moment capacity= 122.53 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 26.11, "comp_description": "Component level- Tee joint- Schedule 10 Steel with Groove Fit Connections - Pipe size 2 inches, 40 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0546, "governing_design_standard": "", "id": "exp1355a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Steel", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 26.11 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 23.4, "comp_description": "Component level- Tee joint- Schedule 10 Steel with Groove Fit Connections - Pipe size 2 inches, 40 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0663, "governing_design_standard": "", "id": "exp1356a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Steel", "notes": "Rotation of the Tee-joint - Test 2, Moment capacity= 23.40 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 21.31, "comp_description": "Component level- Tee joint- Schedule 10 Steel with Groove Fit Connections - Pipe size 2 inches, 40 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0569, "governing_design_standard": "", "id": "exp1357a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Steel", "notes": "Rotation of the Tee-joint - Test 3, Moment capacity= 21.31 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 275.15, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 6 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0227, "governing_design_standard": "", "id": "exp1358a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 275.15 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 134.0, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 4 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0449, "governing_design_standard": "", "id": "exp1359a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 134.00 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 20.3, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 2 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0804, "governing_design_standard": "", "id": "exp1360a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 20.30 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 7.65, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 1 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.1157, "governing_design_standard": "", "id": "exp1361a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 7.65 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "1 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 2.34, "comp_description": "Component level- Tee joint- Black Iron with Threaded Joints - Pipe size 3/4 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0671, "governing_design_standard": "", "id": "exp1362a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 2.23 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "3/4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 8.15, "comp_description": "Component level- Tee joint- CPVC with Cement Joint - Pipe size 2 inches, 40 psi", "comp_detail": "Cement joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.1483, "governing_design_standard": "", "id": "exp1363a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "CPVC", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 8.15 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 1.7, "comp_description": "Component level- Tee joint- CPVC with Cement Joint - Pipe size 1 inches, 40 psi", "comp_detail": "Cement joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.2716, "governing_design_standard": "", "id": "exp1364a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "CPVC", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 1.70 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "1 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 0.8, "comp_description": "Component level- Tee joint- CPVC with Cement Joint - Pipe size 3/4 inches, 40 psi", "comp_detail": "Cement joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.4053, "governing_design_standard": "", "id": "exp1365a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "CPVC", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 0.80 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "3/4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 109.59, "comp_description": "Component level- Tee joint- Schedule 40 Steel with Groove Fit Connections - Pipe size 4 inches, 40 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0386, "governing_design_standard": "", "id": "exp1366a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Steel", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 109.59 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 19.23, "comp_description": "Component level- Tee joint- Schedule 40 Steel with Groove Fit Connections - Pipe size 2 inches, 40 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0732, "governing_design_standard": "", "id": "exp1367a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Steel", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 19.23 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 31.89, "comp_description": "Component level- Tee joint- Schedule 10 Steel with Groove Fit Connections - Pipe size 2 inches, 40 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0738, "governing_design_standard": "", "id": "exp1368a", "loading_protocol": "low speed of 0.01 in./sec", "location": "UB, New York", "material": "Steel", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 31.89 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerTeeJoints-2012", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "73", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 22.192, "comp_description": "Component level- Tee joint- Schedule 40 Black Iron Threaded - Pipe size 2 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0171, "governing_design_standard": "", "id": "exp1369a", "loading_protocol": "", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 22.192 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Ju_ThreadedTee-2015", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "74", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 24.646, "comp_description": "Component level- Tee joint- Schedule 40 Black Iron Threaded - Pipe size 2 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0152, "governing_design_standard": "", "id": "exp1370a", "loading_protocol": "", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 24.646 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Ju_ThreadedTee-2015", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "74", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 24.347, "comp_description": "Component level- Tee joint- Schedule 40 Black Iron Threaded - Pipe size 2 inches, 40 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "First leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.0142, "governing_design_standard": "", "id": "exp1371a", "loading_protocol": "", "location": "UB, New York", "material": "Black iron", "notes": "Rotation of the Tee-joint - Test 1, Moment capacity= 24.347 kip-in", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Ju_ThreadedTee-2015", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "74", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 11.253, "comp_description": "Component level - 6' long pipe -Brazed fitting (copper joints)- 2\" ASTM B 88 type L seamless tubing (0.061 inch wall), 150 psi", "comp_detail": "Brazed copper joint", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "rupture of the brazed fitting at its center, followed by leak", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.055694, "governing_design_standard": "", "id": "exp1372a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 937.748 lb @ 2.005in disp. Est. Rot=2.005in/(half length=36\"), Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 12.826, "comp_description": "Component level - 6' long pipe -Brazed fitting (copper joints) - 2\" ASTM B 88 type L seamless tubing (0.061 inch wall), 150 psi", "comp_detail": "Brazed copper joint", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "rupture of the brazed fitting at its center, followed by leak", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.088889, "governing_design_standard": "", "id": "exp1373a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 1050 lb @ 3.2in disp. Est. Rot=3.2in/(half length=36\"), Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 121.968, "comp_description": "Component level - 6' long pipe -Rigid Grooved Coupling -ASTM A 106 Grade B carbon steel pipe- 4\" pipe, 150 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "First cracking of metallic housing, loss of preload at gasket and followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.035806, "governing_design_standard": "", "id": "exp1374a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 10164 lb @ 1.289in disp. Est. Rot=disp/halflength, Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 112.656, "comp_description": "Component level - 6' long pipe -Rigid Grooved Coupling -ASTM A 106 Grade B carbon steel pipe- 4\" pipe, 150 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "First cracking of metallic housing, loss of preload at gasket and followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.035806, "governing_design_standard": "", "id": "exp1375a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 9388 lb @ 1.289in disp. Est. Rot=disp/halflength, Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 109.692, "comp_description": "Component level - 6' long pipe -Rigid Grooved Coupling -ASTM A 106 Grade B carbon steel pipe- 4\" pipe, 150 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "First cracking of metallic housing, loss of preload at gasket and followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.036722, "governing_design_standard": "", "id": "exp1376a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 9141 lb @ 1.322in disp. Est. Rot=disp/halflength, Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 104.184, "comp_description": "Component level - 6' long pipe -Rigid Grooved Coupling -ASTM A 106 Grade B carbon steel pipe- 4\" pipe, 150 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "First cracking of metallic housing, loss of preload at gasket and followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.038028, "governing_design_standard": "", "id": "exp1377a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 8682 lb @ 1.369 in disp. Est. Rot=disp/halflength, Test 4", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 176.676, "comp_description": "Component level - 6' long pipe -Flexible Grooved Coupling -ASTM A 106 Grade B carbon steel pipe- 4\" pipe, 150 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "First cracking of metallic housing, loss of preload at gasket and followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.04925, "governing_design_standard": "", "id": "exp1378a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 14723 lb @ 1.773in disp. Est. Rot=disp/halflength, Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 171.756, "comp_description": "Component level - 6' long pipe -Flexible Grooved Coupling -ASTM A 106 Grade B carbon steel pipe- 4\" pipe, 150 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "First cracking of metallic housing, loss of preload at gasket and followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.049417, "governing_design_standard": "", "id": "exp1379a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 14313 lb @ 1.779in disp. Est. Rot=disp/halflength, Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 121.428, "comp_description": "Component level - 6' long pipe -Flexible Grooved Coupling -ASTM A 106 Grade B carbon steel pipe- 4\" pipe, 150 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "First cracking of metallic housing, loss of preload at gasket and followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.033028, "governing_design_standard": "", "id": "exp1380a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 10119 lb @ 1.189in disp. Est. Rot=disp/halflength, Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 109.392, "comp_description": "Component level - 6' long pipe -Flexible Grooved Coupling -ASTM A 106 Grade B carbon steel pipe- 4\" pipe, 150 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "First cracking of metallic housing, loss of preload at gasket and followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.029361, "governing_design_standard": "", "id": "exp1381a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 9116 lb @ 1.057in disp. Est. Rot=disp/halflength, Test 4", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 35.388, "comp_description": "Component level - 6' long pipe -Rigid Grooved Coupling -ASTM A 106 Grade B carbon steel pipe- 2\" pipe, 150 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "Slip pullout of the pipe from coupling, followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.069361, "governing_design_standard": "", "id": "exp1382a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 2949 lb @ 2.497in disp. Est. Rot=disp/halflength, Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 30.432, "comp_description": "Component level - 6' long pipe -Rigid Grooved Coupling -ASTM A 106 Grade B carbon steel pipe- 2\" pipe, 150 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "Slip pullout of the pipe from coupling, followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.055194, "governing_design_standard": "", "id": "exp1383a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 2536 lb @ 1.987 in disp. Est. Rot=disp/halflength, Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 29.136, "comp_description": "Component level - 6' long pipe -Rigid Grooved Coupling -ASTM A 106 Grade B carbon steel pipe- 2\" pipe, 150 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "Slip pullout of the pipe from coupling, followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.083333, "governing_design_standard": "", "id": "exp1384a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 2428 lb @ 3in disp. Est. Rot=disp/halflength, Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 27.132, "comp_description": "Component level - 6' long pipe -Rigid Grooved Coupling -ASTM A 106 Grade B carbon steel pipe- 2\" pipe, 150 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "Slip pullout of the pipe from coupling, followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.060778, "governing_design_standard": "", "id": "exp1385a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 2261 lb @ 2.188 in disp. Est. Rot=disp/halflength, Test 4", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 36.9, "comp_description": "Component level - 6' long pipe -Flexible Grooved Coupling -ASTM A 106 Grade B carbon steel pipe- 2\" pipe, 150 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "Slip pullout of the pipe from coupling, followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.095528, "governing_design_standard": "", "id": "exp1386a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 3075 lb @ 3.439in disp. Est. Rot=disp/halflength, Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 37.908, "comp_description": "Component level - 6' long pipe -Flexible Grooved Coupling -ASTM A 106 Grade B carbon steel pipe- 2\" pipe, 150 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "Slip pullout of the pipe from coupling, followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.075722, "governing_design_standard": "", "id": "exp1387a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 3159 lb @ 2.726in disp. Est. Rot=disp/halflength, Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 30.12, "comp_description": "Component level - 6' long pipe -Flexible Grooved Coupling -ASTM A 106 Grade B carbon steel pipe- 2\" pipe, 150 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "Slip pullout of the pipe from coupling, followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.076222, "governing_design_standard": "", "id": "exp1388a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 2510 lb @ 2.744 in disp. Est. Rot=disp/halflength, Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 42.228, "comp_description": "Component level - 6' long pipe -Flexible Grooved Coupling -ASTM A 106 Grade B carbon steel pipe- 2\" pipe, 150 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "Slip pullout of the pipe from coupling, followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.17542, "governing_design_standard": "", "id": "exp1389a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 3519 lb @6.315 in disp. Est. Rot=disp/halflength, Test 4", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 37.728, "comp_description": "Component level - 6' long pipe - Threaded joint - ASME B16.3 malleable iron fittings on 2\" schedule 40 ASTM A 53 Grade B carbon steel pipe, 150 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "Rupture of the first exposed pipe thread, followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.060778, "governing_design_standard": "", "id": "exp1390a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 3144lb @ 2.188in disp. Est. Rot=disp/halflength, Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 37.488, "comp_description": "Component level - 6' long pipe - Threaded joint - ASME B16.3 malleable iron fittings on 2\" schedule 40 ASTM A 53 Grade B carbon steel pipe, 150 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "Rupture of the first exposed pipe thread, followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.043611, "governing_design_standard": "", "id": "exp1391a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 3124lb @ 1.57in disp. Est. Rot=disp/halflength, Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 35.304, "comp_description": "Component level - 6' long pipe - Threaded joint - ASME B16.3 malleable iron fittings on 2\" schedule 40 ASTM A 53 Grade B carbon steel pipe, 150 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "Rupture of the first exposed pipe thread, followed by leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.048611, "governing_design_standard": "", "id": "exp1392a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 2900lb @ 1.75 in disp. Est. Rot=disp/halflength, Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 34.812, "comp_description": "Component level - 6' long pipe - Threaded joint - ASME B16.3 malleable iron fittings on 2\" schedule 40 ASTM A 53 Grade B carbon steel pipe, 150 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "Stripping of the engaged thread,", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.041389, "governing_design_standard": "", "id": "exp1393a", "loading_protocol": "", "location": "US", "material": "Steel", "notes": "Four point bending load test \ndamage point: 2901lb @ 1.49 in disp. Est. Rot=disp/halflength, Test 4", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - 6-ft long pipe joined to a 4\" long pipe spool, welded to a bottom flange - Threaded joint, 150 psi", "comp_detail": "Threaded joint", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "Rupture of the first exposed pipe thread/stripping of the engaged thread", "ds_rank": 1, "edp_metric": "Peak Table Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.875, "governing_design_standard": "", "id": "exp1394a", "loading_protocol": "low excitations and steadily increasing the table input till failure occurs.", "location": "US", "material": "Steel", "notes": "The maximum seismic excitation of the table, referred to as 100% table capacity, had a 5% damped peak of 7.5g and a zero period acceleration (acceleration at high frequency) of 3.5g.\n- Unreliable because the leak started at 50% of table capacity but tested again at 25% of table capacity\n- 4# specimens", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - 6-ft long pipe joined to a 4\" long pipe spool, welded to a bottom flange - Rigid Grooved mechanical coupling joint, 150 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "First cracking of metallic housing, loss of preload at gasket and followed by leakage", "ds_rank": 1, "edp_metric": "Peak Table Acceleration, horizontal", "edp_unit": "g", "edp_value": 5.25, "governing_design_standard": "", "id": "exp1395a", "loading_protocol": "low excitations and steadily increasing the table input till failure occurs.", "location": "US", "material": "Steel", "notes": "The maximum seismic excitation of the table, referred to as 100% table capacity, had a 5% damped peak of 7.5g and a zero period acceleration (acceleration at high frequency) of 3.5g.\n-8# specimen", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - 6-ft long pipe joined to a 4\" long pipe spool, welded to a bottom flange - Flexible Grooved mechanical coupling joint, 150 psi", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "First cracking of metallic housing, loss of preload at gasket and followed by leakage", "ds_rank": 1, "edp_metric": "Peak Table Acceleration, horizontal", "edp_unit": "g", "edp_value": 5.25, "governing_design_standard": "", "id": "exp1396a", "loading_protocol": "low excitations and steadily increasing the table input till failure occurs.", "location": "US", "material": "Steel", "notes": "The maximum seismic excitation of the table, referred to as 100% table capacity, had a 5% damped peak of 7.5g and a zero period acceleration (acceleration at high frequency) of 3.5g.\n-8# specimen", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Antaki-2004", "reviewer": "NIST", "size_class": "4 inch diameter", "specimen": "75", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 17.047, "comp_description": "Component level - Tee joint- 2\" pipe - Steel (S195T) material Dia: 60.3mm, Thickness: 3.2 mm- Fitted according to EN 10226-1, Thread superposition = 15.9 mm, 29 psi (0.2MPa) (FMT)", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "localized at the end of the pipe-joint superposition zone, leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.038, "governing_design_standard": "", "id": "exp1397a", "loading_protocol": "low speed of 0.01 in./sec", "location": "Europe, Italy", "material": "Steel", "notes": "Setup similar to YUA-2012-EXP Black Iron Threaded joint\nDSI = Leakage rotation\nADSI=leakage moment\nMmax=17.047 kip in\n Load = 9.414 kN, test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Blasi-2018", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "76", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 16.985, "comp_description": "Component level - Tee joint- 2\" pipe - Steel (S195T) material Dia: 60.3mm, Thickness: 3.2 mm- Fitted according to EN 10226-1, Thread superposition = 15.9 mm, 29 psi (0.2MPa) (FCT1)", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "localized at the end of the pipe-joint superposition zone, leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.032, "governing_design_standard": "", "id": "exp1398a", "loading_protocol": "low speed of 0.01 in./sec", "location": "Europe, Italy", "material": "Steel", "notes": "Setup similar to YUA-2012-EXP Black Iron Threaded joint, \nDSI = Leakage rotation\nADSI=leakage moment\nMmax=16.985 kip in\n Load = 9.38 kN, test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Blasi-2018", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "76", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 15.02, "comp_description": "Component level - Tee joint- 2\" pipe - Steel (S195T) material Dia: 60.3mm, Thickness: 3.2 mm- Fitted according to EN 10226-1, Thread superposition = 15.9 mm, 29 psi (0.2MPa) (FCT2)", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "localized at the end of the pipe-joint superposition zone, leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.031, "governing_design_standard": "", "id": "exp1399a", "loading_protocol": "low speed of 0.01 in./sec", "location": "Europe, Italy", "material": "Steel", "notes": "Setup similar to YUA-2012-EXP Black Iron Threaded joint, \nDSI = Leakage rotation\nADSI=leakage moment\nMmax=15.020 kip in\n Load =8.30 kN, test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Blasi-2018", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "76", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 13.497, "comp_description": "Component level - Tee joint- 2\" pipe - Steel (S195T) material Dia: 60.3mm, Thickness: 3.2 mm- Fitted according to EN 10226-1, Thread superposition = 15.9 mm, 29 psi (0.2MPa) (FCT3)", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "localized at the end of the pipe-joint superposition zone, leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.031, "governing_design_standard": "", "id": "exp1400a", "loading_protocol": "low speed of 0.01 in./sec", "location": "Europe, Italy", "material": "Steel", "notes": "Setup similar to YUA-2012-EXP Black Iron Threaded joint, \nDSI = Leakage rotation\nADSI=leakage moment\nMmax=13.497 kip in\n Load = 7.44, Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Blasi-2018", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "76", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 18.905, "comp_description": "Component level - Tee joint- 2\" pipe - Steel (S195T) material Dia: 60.3mm, Thickness: 3.2 mm- Fitted according to EN 10226-1, Thread superposition = 23.4 mm, 29 psi (0.2MPa) (FCTI)", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "localized at the end of the pipe-joint superposition zone, leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.031, "governing_design_standard": "", "id": "exp1401a", "loading_protocol": "low speed of 0.01 in./sec", "location": "Europe, Italy", "material": "Steel", "notes": "Setup similar to YUA-2012-EXP Black Iron Threaded joint, \nDSI = Leakage rotation\nADSI=leakage moment\nMmax=18.905 kip in\n Load =10.42 kN, test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Blasi-2018", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "76", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 21.516, "comp_description": "Component level - Tee joint- 2\" pipe - Steel (S195T) material Dia: 60.3mm, Thickness: 3.2 mm- Fitted according to EN 10226-1, Thread superposition = 23.4 mm, 29 psi (0.2MPa) (FCTII)", "comp_detail": "Threaded joint", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "localized at the end of the pipe-joint superposition zone, leakage", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.033, "governing_design_standard": "", "id": "exp1402a", "loading_protocol": "low speed of 0.01 in./sec", "location": "Europe, Italy", "material": "Steel", "notes": "Setup similar to YUA-2012-EXP Black Iron Threaded joint, \nDSI = Leakage rotation\nADSI=leakage moment\nMmax=21.516 kip in\n Load = 11.87 kN, test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Blasi-2018", "reviewer": "NIST", "size_class": "2 inch diameter", "specimen": "76", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - Tee joint - two 6\" (DN150) galvanized steel pipe connected to one 3.14\" (DN80) pipe - Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Massive Leakage, pressure drops to 0 psi", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.075, "governing_design_standard": "", "id": "exp1403a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of Tee joint, Load applied perpendicular to DN150 pipes, Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - Tee joint - two 6\" (DN150) galvanized steel pipe connected to one 3.14\" (DN80) pipe - Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Massive Leakage, pressure drops to 0 psi", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.097, "governing_design_standard": "", "id": "exp1404a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of Tee joint, Load applied perpendicular to DN150 pipes, Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - Tee joint - two 6\" (DN150) galvanized steel pipe connected to one 3.14\" (DN80) pipe - Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Massive Leakage, pressure drops to 0 psi", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.097, "governing_design_standard": "", "id": "exp1405a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of Tee joint, Load applied perpendicular to DN150 pipes, Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - Tee joint - two 6\" (DN150) galvanized steel pipe connected to one 3.14\" (DN80) pipe - Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "complete damage of the joints, including the resistance\nforce dropping to 85% of the peak force, visible cracks, and the pipe pull-out", "ds_rank": 2, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.133, "governing_design_standard": "", "id": "exp1406a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of Tee joint, Load applied perpendicular to DN150 pipes, Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - Tee joint - two 6\" (DN150) galvanized steel pipe connected to one 3.14\" (DN80) pipe - Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "complete damage of the joints, including the resistance\nforce dropping to 85% of the peak force, visible cracks, and the pipe pull-out", "ds_rank": 2, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.118, "governing_design_standard": "", "id": "exp1407a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of Tee joint, Load applied perpendicular to DN150 pipes, Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - Tee joint - two 6\" (DN150) galvanized steel pipe connected to one 3.14\" (DN80) pipe - Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "complete damage of the joints, including the resistance\nforce dropping to 85% of the peak force, visible cracks, and the pipe pull-out", "ds_rank": 2, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.109, "governing_design_standard": "", "id": "exp1408a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of Tee joint, Load applied perpendicular to DN150 pipes, Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - Tee joint - two 6\" (DN150) galvanized steel pipe connected to one 3.14\" (DN80) pipe - Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Massive Leakage, pressure drops to 0 psi", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.123, "governing_design_standard": "", "id": "exp1409a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of Tee joint, Load applied perpendicular to DN150 pipes, Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - Tee joint - two 6\" (DN150) galvanized steel pipe connected to one 3.14\" (DN80) pipe - Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "complete damage of the joints, including the resistance\nforce dropping to 85% of the peak force, visible cracks, and the pipe pull-out", "ds_rank": 2, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.122, "governing_design_standard": "", "id": "exp1410a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of Tee joint, Load applied perpendicular to DN150 pipes, Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - Tee joint - two 6\" (DN150) galvanized steel pipe connected to one 3.14\" (DN80) pipe - Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Massive Leakage, pressure drops to 0 psi", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.222, "governing_design_standard": "", "id": "exp1411a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of Tee joint , Loaded applied perpendicular to DN80 pipe at the tip,Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - Tee joint - two 6\" (DN150) galvanized steel pipe connected to one 3.14\" (DN80) pipe - Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Massive Leakage, pressure drops to 0 psi", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.23, "governing_design_standard": "", "id": "exp1412a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of Tee joint , Loaded applied perpendicular to DN80 pipe at the tip,Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - Tee joint - two 6\" (DN150) galvanized steel pipe connected to one 3.14\" (DN80) pipe - Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Massive Leakage, pressure drops to 0 psi", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.202, "governing_design_standard": "", "id": "exp1413a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of Tee joint , Loaded applied perpendicular to DN80 pipe at the tip,Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - Tee joint - two 6\" (DN150) galvanized steel pipe connected to one 3.14\" (DN80) pipe - Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "complete damage of the joints, including the resistance\nforce dropping to 85% of the peak force, visible cracks, and the pipe pull-out", "ds_rank": 2, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.29, "governing_design_standard": "", "id": "exp1414a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of Tee joint , Loaded applied perpendicular to DN80 pipe at the tip,Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - Tee joint - two 6\" (DN150) galvanized steel pipe connected to one 3.14\" (DN80) pipe - Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "complete damage of the joints, including the resistance\nforce dropping to 85% of the peak force, visible cracks, and the pipe pull-out", "ds_rank": 2, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.315, "governing_design_standard": "", "id": "exp1415a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of Tee joint , Loaded applied perpendicular to DN80 pipe at the tip,Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - Tee joint - two 6\" (DN150) galvanized steel pipe connected to one 3.14\" (DN80) pipe - Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "complete damage of the joints, including the resistance\nforce dropping to 85% of the peak force, visible cracks, and the pipe pull-out", "ds_rank": 2, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.292, "governing_design_standard": "", "id": "exp1416a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of Tee joint , Loaded applied perpendicular to DN80 pipe at the tip,Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - Tee joint - two 6\" (DN150) galvanized steel pipe connected to one 3.14\" (DN80) pipe - Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Massive Leakage, pressure drops to 0 psi", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.274, "governing_design_standard": "", "id": "exp1417a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of Tee joint , Loaded applied perpendicular to DN80 pipe at the tip,Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - Tee joint - two 6\" (DN150) galvanized steel pipe connected to one 3.14\" (DN80) pipe - Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "complete damage of the joints, including the resistance\nforce dropping to 85% of the peak force, visible cracks, and the pipe pull-out", "ds_rank": 2, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.331, "governing_design_standard": "", "id": "exp1418a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of Tee joint , Loaded applied perpendicular to DN80 pipe at the tip,Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - 90\u25e6 elbow joint connected with two 6\" (DN150) galvanized steel pipe Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.E", "design_objective": "", "ds_class": "Consequential", "ds_description": "Massive Leakage, pressure drops to 0 psi", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.054, "governing_design_standard": "", "id": "exp1419a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of joint, the axes of the initial positions of the two DN150 pipes of the specimen are 45 degrees from the horizontal line, Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - 90\u25e6 elbow joint connected with two 6\" (DN150) galvanized steel pipe Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.E", "design_objective": "", "ds_class": "Consequential", "ds_description": "Massive Leakage, pressure drops to 0 psi", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.062, "governing_design_standard": "", "id": "exp1420a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of joint, the axes of the initial positions of the two DN150 pipes of the specimen are 45 degrees from the horizontal line, Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - 90\u25e6 elbow joint connected with two 6\" (DN150) galvanized steel pipe Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.E", "design_objective": "", "ds_class": "Consequential", "ds_description": "Massive Leakage, pressure drops to 0 psi", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.079, "governing_design_standard": "", "id": "exp1421a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of joint, the axes of the initial positions of the two DN150 pipes of the specimen are 45 degrees from the horizontal line, Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - 90\u25e6 elbow joint connected with two 6\" (DN150) galvanized steel pipe Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.E", "design_objective": "", "ds_class": "Consequential", "ds_description": "complete damage of the joints, including the resistance\nforce dropping to 85% of the peak force, visible cracks, and the pipe pull-out", "ds_rank": 2, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.13, "governing_design_standard": "", "id": "exp1422a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of joint, the axes of the initial positions of the two DN150 pipes of the specimen are 45 degrees from the horizontal line, Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - 90\u25e6 elbow joint connected with two 6\" (DN150) galvanized steel pipe Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.E", "design_objective": "", "ds_class": "Consequential", "ds_description": "complete damage of the joints, including the resistance\nforce dropping to 85% of the peak force, visible cracks, and the pipe pull-out", "ds_rank": 2, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.07, "governing_design_standard": "", "id": "exp1423a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of joint, the axes of the initial positions of the two DN150 pipes of the specimen are 45 degrees from the horizontal line, Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - 90\u25e6 elbow joint connected with two 6\" (DN150) galvanized steel pipe Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.E", "design_objective": "", "ds_class": "Consequential", "ds_description": "complete damage of the joints, including the resistance\nforce dropping to 85% of the peak force, visible cracks, and the pipe pull-out", "ds_rank": 2, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.099, "governing_design_standard": "", "id": "exp1424a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of joint, the axes of the initial positions of the two DN150 pipes of the specimen are 45 degrees from the horizontal line, Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - 90\u25e6 elbow joint connected with two 6\" (DN150) galvanized steel pipe Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.E", "design_objective": "", "ds_class": "Consequential", "ds_description": "Massive Leakage, pressure drops to 0 psi", "ds_rank": 1, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.097, "governing_design_standard": "", "id": "exp1425a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of joint, the axes of the initial positions of the two DN150 pipes of the specimen are 45 degrees from the horizontal line, Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Component level - 90\u25e6 elbow joint connected with two 6\" (DN150) galvanized steel pipe Cast iron lathedog-plumbings and grooved fit pipe joints, 232 psi (1.6 Mpa)", "comp_detail": "Grooved coupling", "component": "D.40.1.1.E", "design_objective": "", "ds_class": "Consequential", "ds_description": "complete damage of the joints, including the resistance force dropping to 85% of the peak force, visible cracks, and the pipe pull-out", "ds_rank": 2, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.187, "governing_design_standard": "", "id": "exp1426a", "loading_protocol": "low speed of 0.02 in./sec", "location": "China", "material": "Steel", "notes": "Rotation of joint, the axes of the initial positions of the two DN150 pipes of the specimen are 45 degrees from the horizontal line, Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_GroovedPiping-2019", "reviewer": "NIST", "size_class": "6 inch diameter", "specimen": "77", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "one-eighth-inch diameter galvanized 7 x 19 (number of strands x wires per strand) aircraft-grade steel with a specified minimum break strength of 1700 pounds,\nThe cable support was threaded, and a screw was clamped on top.", "comp_detail": "", "component": "D.40.1.1.F", "design_objective": "", "ds_class": "Consequential", "ds_description": "failed at the clamped portion of the cable", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 1.538, "governing_design_standard": "", "id": "exp1427a", "loading_protocol": "low speed of 0.01 in./sec", "location": "Nevada, Reno", "material": "Steel", "notes": "Tensile test, failure displacement = 0.423 in, Cable Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Goodwin_HospitalPipingThesis-2004", "reviewer": "NIST", "size_class": "7x19 (1/8 in. diameter strands)", "specimen": "78", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "one-eighth-inch diameter galvanized 7 x 19 (number of strands x wires per strand) aircraft-grade steel with a specified minimum break strength of 1700 pounds,\nThe cable support was threaded, and a screw was clamped on top.", "comp_detail": "", "component": "D.40.1.1.F", "design_objective": "", "ds_class": "Consequential", "ds_description": "failed at the clamped portion of the cable", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 1.67, "governing_design_standard": "", "id": "exp1428a", "loading_protocol": "low speed of 0.01 in./sec", "location": "Nevada, Reno", "material": "Steel", "notes": "Tensile test, failure displacement = 0.491 in, Cable Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Goodwin_HospitalPipingThesis-2004", "reviewer": "NIST", "size_class": "7x19 (1/8 in. diameter strands)", "specimen": "78", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "one-eighth-inch diameter galvanized 7 x 19 (number of strands x wires per strand) aircraft-grade steel with a specified minimum break strength of 1700 pounds,\nThe cable support was threaded, and a screw was clamped on top.", "comp_detail": "", "component": "D.40.1.1.F", "design_objective": "", "ds_class": "Consequential", "ds_description": "failed at the clamped portion of the cable", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 1.24, "governing_design_standard": "", "id": "exp1429a", "loading_protocol": "low speed of 0.01 in./sec", "location": "Nevada, Reno", "material": "Steel", "notes": "Tensile test, failure displacement = 0.369 in, Cable Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Goodwin_HospitalPipingThesis-2004", "reviewer": "NIST", "size_class": "7x19 (1/8 in. diameter strands)", "specimen": "78", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "5/8 in dia rods - pipe hangers", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "Load drops to zero", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 19.5, "governing_design_standard": "", "id": "exp1430a", "loading_protocol": "low speed of 0.01 in./sec", "location": "Nevada, Reno", "material": "Steel", "notes": "Tensile test, failure displacement = 1.02 in, Rod Test 1, Frag data from SOR-2013-ANA", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Goodwin_HospitalPipingThesis-2004", "reviewer": "NIST", "size_class": "5/8 inch diameter", "specimen": "78", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "5/8 in dia rods - pipe hangers", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "Load drops to zero", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 18.7, "governing_design_standard": "", "id": "exp1431a", "loading_protocol": "low speed of 0.01 in./sec", "location": "Nevada, Reno", "material": "Steel", "notes": "Tensile test, failure displacement = 0.971 in, Rod Test 2, Frag data from SOR-2013-ANA", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Goodwin_HospitalPipingThesis-2004", "reviewer": "NIST", "size_class": "5/8 inch diameter", "specimen": "78", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "5/8 in dia rods - pipe hangers", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "Load drops to zero", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 19.3, "governing_design_standard": "", "id": "exp1432a", "loading_protocol": "low speed of 0.01 in./sec", "location": "Nevada, Reno", "material": "Steel", "notes": "Tensile test, failure displacement = 1.06 in, Rod Test 3, Frag data from SOR-2013-ANA", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Goodwin_HospitalPipingThesis-2004", "reviewer": "NIST", "size_class": "5/8 inch diameter", "specimen": "78", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "gauge 12 wire restrainers", "comp_detail": "", "component": "D.40.1.1.F", "design_objective": "", "ds_class": "Consequential", "ds_description": "Load drops to zero", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 0.64, "governing_design_standard": "", "id": "exp1433a", "loading_protocol": "low speed of 0.02 in./sec", "location": "Nevada, Reno", "material": "Steel", "notes": "Tensile test, failure displacement = 1.472 in, Wire Restraint Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Soroushian_FireSprinklerPipingFragility-2013", "reviewer": "NIST", "size_class": "12 gauge", "specimen": "79", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "gauge 12 wire restrainers", "comp_detail": "", "component": "D.40.1.1.F", "design_objective": "", "ds_class": "Consequential", "ds_description": "Load drops to zero", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 0.583, "governing_design_standard": "", "id": "exp1434a", "loading_protocol": "low speed of 0.02 in./sec", "location": "Nevada, Reno", "material": "Steel", "notes": "Tensile test, failure displacement = 1.396 in, Wire Restraint Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Soroushian_FireSprinklerPipingFragility-2013", "reviewer": "NIST", "size_class": "12 gauge", "specimen": "79", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "gauge 12 wire restrainers", "comp_detail": "", "component": "D.40.1.1.F", "design_objective": "", "ds_class": "Consequential", "ds_description": "Load drops to zero", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 0.567, "governing_design_standard": "", "id": "exp1435a", "loading_protocol": "low speed of 0.02 in./sec", "location": "Nevada, Reno", "material": "Steel", "notes": "Tensile test, failure displacement = 1.345 in, Wire Restraint Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Soroushian_FireSprinklerPipingFragility-2013", "reviewer": "NIST", "size_class": "12 gauge", "specimen": "79", "specimen_inspection_sequence": "", "test_type": "Monotonic, bending" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "2mm (0.08 in) cable brace - consisting of a pipe and building-attachment component on the opposite ends, 500 mm long,", "comp_detail": "", "component": "D.40.1.1.F", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage was only concentrated in the cable\neither in the loop around the bracket hole or near the grips of the lockable fastener", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 0.764, "governing_design_standard": "", "id": "exp1436a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Both attachment components deformed under the applied load and the force-deformation response includes the deformation from the bracket and the eyelet, Failure Displacement = 0.594 in, Cable brace Tensile Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "0.08 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "2mm (0.08 in) cable brace - consisting of a pipe and building-attachment component on the opposite ends, 500 mm long,", "comp_detail": "", "component": "D.40.1.1.F", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage was only concentrated in the cable\neither in the loop around the bracket hole or near the grips of the lockable fastener", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 0.742, "governing_design_standard": "", "id": "exp1437a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Both attachment components deformed under the applied load and the force-deformation response includes the deformation from the bracket and the eyelet, Failure Displacement = 0.587 in, Cable brace Tensile Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "0.08 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "2mm (0.08 in) cable brace - consisting of a pipe and building-attachment component on the opposite ends, 500 mm long,", "comp_detail": "", "component": "D.40.1.1.F", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage was only concentrated in the cable\neither in the loop around the bracket hole or near the grips of the lockable fastener", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 0.764, "governing_design_standard": "", "id": "exp1438a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Both attachment components deformed under the applied load and the force-deformation response includes the deformation from the bracket and the eyelet, Failure Displacement = 0.591 in, Cable brace Tensile Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "0.08 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "3mm (1/8 in) cable brace - consisting of a pipe and building-attachment component on the opposite ends, 500 mm long,", "comp_detail": "", "component": "D.40.1.1.F", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage was only concentrated in the cable\neither in the loop around the bracket hole or near the grips of the lockable fastener", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 1.574, "governing_design_standard": "", "id": "exp1439a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Both attachment components deformed under the applied load and the force-deformation response includes the deformation from the bracket and the eyelet, Failure Displacement = 1.138 in, Cable brace Tensile Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "3mm (1/8 in) cable brace - consisting of a pipe and building-attachment component on the opposite ends, 500 mm long,", "comp_detail": "", "component": "D.40.1.1.F", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage was only concentrated in the cable\neither in the loop around the bracket hole or near the grips of the lockable fastener", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 1.461, "governing_design_standard": "", "id": "exp1440a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Both attachment components deformed under the applied load and the force-deformation response includes the deformation from the bracket and the eyelet, Failure Displacement =0.969 in, Cable brace Tensile Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "3mm (1/8 in) cable brace - consisting of a pipe and building-attachment component on the opposite ends, 500 mm long,", "comp_detail": "", "component": "D.40.1.1.F", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage was only concentrated in the cable\neither in the loop around the bracket hole or near the grips of the lockable fastener", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 1.551, "governing_design_standard": "", "id": "exp1441a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Both attachment components deformed under the applied load and the force-deformation response includes the deformation from the bracket and the eyelet, Failure Displacement = 0.953 in, Cable brace Tensile Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "4.75mm (1/5 in) cable brace - consisting of a pipe and building-attachment component on the opposite ends, 500 mm long,", "comp_detail": "", "component": "D.40.1.1.F", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage was only concentrated in the cable\neither in the loop around the bracket hole or near the grips of the lockable fastener", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 3.417, "governing_design_standard": "", "id": "exp1442a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Both attachment components deformed under the applied load and the force-deformation response includes the deformation from the bracket and the eyelet, Failure Displacement = 1.051 in, Cable brace Tensile Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1/5 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "4.75mm (1/5 in) cable brace - consisting of a pipe and building-attachment component on the opposite ends, 500 mm long,", "comp_detail": "", "component": "D.40.1.1.F", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage was only concentrated in the cable\neither in the loop around the bracket hole or near the grips of the lockable fastener", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 4.002, "governing_design_standard": "", "id": "exp1443a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Both attachment components deformed under the applied load and the force-deformation response includes the deformation from the bracket and the eyelet, Failure Displacement =0.823 in, Cable brace Tensile Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1/5 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "4.75mm (1/5 in) cable brace - consisting of a pipe and building-attachment component on the opposite ends, 500 mm long,", "comp_detail": "", "component": "D.40.1.1.F", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage was only concentrated in the cable\neither in the loop around the bracket hole or near the grips of the lockable fastener", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 3.53, "governing_design_standard": "", "id": "exp1444a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Both attachment components deformed under the applied load and the force-deformation response includes the deformation from the bracket and the eyelet, Failure Displacement = 0.980 in, Cable brace Tensile Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1/5 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "6mm (1/4 in) cable brace - consisting of a pipe and building-attachment component on the opposite ends, 500 mm long,", "comp_detail": "", "component": "D.40.1.1.F", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage was only concentrated in the cable\neither in the loop around the bracket hole or near the grips of the lockable fastener", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 5.485, "governing_design_standard": "", "id": "exp1445a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Both attachment components deformed under the applied load and the force-deformation response includes the deformation from the bracket and the eyelet, Failure Displacement = 1.378 in, Cable brace Tensile Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1/4 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "6mm (1/4 in) cable brace - consisting of a pipe and building-attachment component on the opposite ends, 500 mm long,", "comp_detail": "", "component": "D.40.1.1.F", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage was only concentrated in the cable\neither in the loop around the bracket hole or near the grips of the lockable fastener", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 5.418, "governing_design_standard": "", "id": "exp1446a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Both attachment components deformed under the applied load and the force-deformation response includes the deformation from the bracket and the eyelet, Failure Displacement =1.457 in, Cable brace Tensile Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1/4 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "6mm (1/4 in) cable brace - consisting of a pipe and building-attachment component on the opposite ends, 500 mm long,", "comp_detail": "", "component": "D.40.1.1.F", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage was only concentrated in the cable\neither in the loop around the bracket hole or near the grips of the lockable fastener", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 5.44, "governing_design_standard": "", "id": "exp1447a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Both attachment components deformed under the applied load and the force-deformation response includes the deformation from the bracket and the eyelet, Failure Displacement = 1.390 in, Cable brace Tensile Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1/4 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "10mm (3/8 in) hanger rod - Two clamps with screw Type 1 - 500 mm long,", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "detachment of the screw from the clamp and thus the clamp failed", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 0.989, "governing_design_standard": "", "id": "exp1448a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Hanger Rod Assembly Tensile Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "3/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "10mm (3/8 in) hanger rod - Two clamps with screw Type 1 - 500 mm long,", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "detachment of the screw from the clamp and thus the clamp failed", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 0.854, "governing_design_standard": "", "id": "exp1449a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Hanger Rod Assembly Tensile Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "3/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "10mm (3/8 in) hanger rod - Two clamps with screw Type 1 - 500 mm long,", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "detachment of the screw from the clamp and thus the clamp failed", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 0.899, "governing_design_standard": "", "id": "exp1450a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Hanger Rod Assembly Tensile Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "3/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "10mm (3/8 in) hanger rod - Two clamps with screw Type 2 - 500 mm long,", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "hanger rod clamp elongated with increasing tensile load. This subjected the screws, holding the two pieces of the clamp together, to prying action and ultimately resulted in their fracture", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 2.068, "governing_design_standard": "", "id": "exp1451a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Hanger Rod Assembly Tensile Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "3/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "10mm (3/8 in) hanger rod - Two clamps with screw Type 2 - 500 mm long,", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "hanger rod clamp elongated with increasing tensile load. This subjected the screws, holding the two pieces of the clamp together, to prying action and ultimately resulted in their fracture", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 2.315, "governing_design_standard": "", "id": "exp1452a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Hanger Rod Assembly Tensile Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "3/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "10mm (3/8 in) hanger rod - Two clamps with screw Type 2 - 500 mm long,", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "hanger rod clamp elongated with increasing tensile load. This subjected the screws, holding the two pieces of the clamp together, to prying action and ultimately resulted in their fracture", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 2.203, "governing_design_standard": "", "id": "exp1453a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Hanger Rod Assembly Tensile Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "3/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "10mm (3/8 in) hanger rod - One end screwed and other end with serrated plate attachement - 500 mm long,", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "detachment of the two pieces of the clamp", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 2.046, "governing_design_standard": "", "id": "exp1454a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Hanger Rod Assembly Tensile Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "3/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "10mm (3/8 in) hanger rod - One end screwed and other end with serrated plate attachement - 500 mm long,", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "detachment of the two pieces of the clamp", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 2.046, "governing_design_standard": "", "id": "exp1455a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Hanger Rod Assembly Tensile Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "3/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-1/3 in outer-dia, 1/8 in thickness, hollow circular rigid brace assembly with sharp ended bolt, Building attach component - 500 mm long,", "comp_detail": "Tube", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "a shear failure in the bolt", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 5.642, "governing_design_standard": "", "id": "exp1456a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with building attached component assembly, failure disp = 0.846 in, Tensile Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-1/3 inch outer-dia\n1/8 inch thickness", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-1/3 in outer-dia, 1/8 in thickness, hollow circular rigid brace assembly with sharp ended bolt, Building attach component - 500 mm long,", "comp_detail": "Tube", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "a shear failure in the bolt", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 5.418, "governing_design_standard": "", "id": "exp1457a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with building attached component assembly, failure disp = 1.051 in, Tensile Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-1/3 inch outer-dia\n1/8 inch thickness", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-1/3 in outer-dia, 1/8 in thickness, hollow circular rigid brace assembly with sharp ended bolt, Building attach component - 500 mm long,", "comp_detail": "Tube", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "a shear failure in the bolt", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 4.968, "governing_design_standard": "", "id": "exp1458a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with building attached component assembly, failure disp = 0.913 in, Tensile Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-1/3 inch outer-dia\n1/8 inch thickness", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-3/5 x1-3/5x0.06 in channel section, spring nut rigid brace assembly , Building attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "detachment of the hinge from the brace element due to sliding of the spring nut and the hinge along the brace element", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 1.686, "governing_design_standard": "", "id": "exp1459a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with building attached component assembly, failure disp = 0.685 in, Tensile Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-3/5 x1-3/5x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-3/5 x1-3/5x0.06 in channel section, spring nut rigid brace assembly , Building attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "detachment of the hinge from the brace element due to sliding of the spring nut and the hinge along the brace element", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 1.708, "governing_design_standard": "", "id": "exp1460a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with building attached component assembly, failure disp = 0.693 in, Tensile Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-3/5 x1-3/5x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-3/5 x1-3/5x0.06 in channel section, spring nut rigid brace assembly , Building attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "detachment of the hinge from the brace element due to sliding of the spring nut and the hinge along the brace element", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 1.798, "governing_design_standard": "", "id": "exp1461a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with building attached component assembly, failure disp = 0.512 in, Tensile Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-3/5 x1-3/5x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "6/7x1-5/8x0.06 in channel section, serrated plate rigid brace assembly , Building attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "detachment from the brace element due to the slippage of the serrations that formed the connection between the component and the brace element", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 4.114, "governing_design_standard": "", "id": "exp1462a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with building attached component assembly, failure disp = 1.394 in, Tensile Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "6/7x1-5/8x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "6/7x1-5/8x0.06 in channel section, serrated plate rigid brace assembly , Building attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "detachment from the brace element due to the slippage of the serrations that formed the connection between the component and the brace element", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 4.159, "governing_design_standard": "", "id": "exp1463a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with building attached component assembly, failure disp = 1.626 in, Tensile Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "6/7x1-5/8x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "6/7x1-5/8x0.06 in channel section, serrated plate rigid brace assembly , Building attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "detachment from the brace element due to the slippage of the serrations that formed the connection between the component and the brace element", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 3.799, "governing_design_standard": "", "id": "exp1464a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with building attached component assembly, failure disp = 1.500 in, Tensile Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "6/7x1-5/8x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-1/3 in outer-dia, 1/8 in thickness, hollow circular rigid brace assembly with sharp ended bolt, Pipe attach component - 500 mm long,", "comp_detail": "Tube", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "the pipe clamp edge around the bolt deformed and eventually detached from the bolt", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 3.462, "governing_design_standard": "", "id": "exp1465a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with Pipe attached component assembly, failure disp = 0.709 in, Tensile Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-1/3 inch outer-dia\n1/8 inch thickness", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-1/3 in outer-dia, 1/8 in thickness, hollow circular rigid brace assembly with sharp ended bolt, Pipe attach component - 500 mm long,", "comp_detail": "Tube", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "the pipe clamp edge around the bolt deformed and eventually detached from the bolt", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 3.462, "governing_design_standard": "", "id": "exp1466a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with Pipe attached component assembly, failure disp = 0.551 in, Tensile Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-1/3 inch outer-dia\n1/8 inch thickness", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-1/3 in outer-dia, 1/8 in thickness, hollow circular rigid brace assembly with sharp ended bolt, Pipe attach component - 500 mm long,", "comp_detail": "Tube", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "the pipe clamp edge around the bolt deformed and eventually detached from the bolt", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 3.552, "governing_design_standard": "", "id": "exp1467a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with Pipe attached component assembly, failure disp = 0.772 in, Tensile Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-1/3 inch outer-dia\n1/8 inch thickness", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-3/5 x1-3/5x0.06 in channel section, spring nut rigid brace assembly ,Pipe attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "the detachment of the hinge from the brace element due to sliding", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 1.641, "governing_design_standard": "", "id": "exp1468a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with pipe attached component assembly, failure disp = 1.673 in, Tensile Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-3/5 x1-3/5x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-3/5 x1-3/5x0.06 in channel section, spring nut rigid brace assembly ,Pipe attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "the detachment of the hinge from the brace element due to sliding", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 1.596, "governing_design_standard": "", "id": "exp1469a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with pipe attached component assembly, failure disp = 1.634 in, Tensile Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-3/5 x1-3/5x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-3/5 x1-3/5x0.06 in channel section, spring nut rigid brace assembly ,Pipe attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "the detachment of the hinge from the brace element due to sliding", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 1.843, "governing_design_standard": "", "id": "exp1470a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with pipe attached component assembly, failure disp = 1.815 in, Tensile Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-3/5 x1-3/5x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "6/7x1-5/8x0.06 in channel section, serrated plate rigid brace assembly , Pipe attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "the slippage of the serrations and hence detachment from the brace element", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 5.148, "governing_design_standard": "", "id": "exp1471a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with pipe attached component assembly, failure disp = 0.272 in, Tensile Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "6/7x1-5/8x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "6/7x1-5/8x0.06 in channel section, serrated plate rigid brace assembly , Pipe attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "the slippage of the serrations and hence detachment from the brace element", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 5.283, "governing_design_standard": "", "id": "exp1472a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with pipe attached component assembly, failure disp = 0.362 in, Tensile Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "6/7x1-5/8x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "6/7x1-5/8x0.06 in channel section, serrated plate rigid brace assembly , Pipe attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "the slippage of the serrations and hence detachment from the brace element", "ds_rank": null, "edp_metric": "Force, tension", "edp_unit": "Kips", "edp_value": 5.283, "governing_design_standard": "", "id": "exp1473a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with pipe attached component assembly, failure disp = 0.276 in, Tensile Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "6/7x1-5/8x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, tension" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "10mm (3/8 in) hanger rod - Two clamps with screw Type 1 - 500 mm long,", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "buckling of the hanger rod and rotation of the pipe clamp initiated almost simultaneously and increased with increase in the applied load", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 0.809, "governing_design_standard": "", "id": "exp1474a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Hanger Rod Assembly Compression Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "3/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "10mm (3/8 in) hanger rod - Two clamps with screw Type 1 - 500 mm long,", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "buckling of the hanger rod and rotation of the pipe clamp initiated almost simultaneously and increased with increase in the applied load", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 0.989, "governing_design_standard": "", "id": "exp1475a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Hanger Rod Assembly Compression Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "3/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "10mm (3/8 in) hanger rod - Two clamps with screw Type 1 - 500 mm long,", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "buckling of the hanger rod and rotation of the pipe clamp initiated almost simultaneously and increased with increase in the applied load", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 1.057, "governing_design_standard": "", "id": "exp1476a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Hanger Rod Assembly Compression Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "3/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "10mm (3/8 in) hanger rod - Two clamps with screw Type 2 - 500 mm long,", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "buckling of the hanger rod occurred and was accompanied by bending of the clamp", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 1.124, "governing_design_standard": "", "id": "exp1477a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Hanger Rod Assembly Compression Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "3/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "10mm (3/8 in) hanger rod - Two clamps with screw Type 2 - 500 mm long,", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "buckling of the hanger rod occurred and was accompanied by bending of the clamp", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 1.146, "governing_design_standard": "", "id": "exp1478a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Hanger Rod Assembly Compression Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "3/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "10mm (3/8 in) hanger rod - Two clamps with screw Type 2 - 500 mm long,", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "buckling of the hanger rod occurred and was accompanied by bending of the clamp", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 1.057, "governing_design_standard": "", "id": "exp1479a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Hanger Rod Assembly Compression Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "3/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "10mm (3/8 in) hanger rod - One end screwed and other end with serrated plate attachement - 500 mm long,", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "buckling of the hanger rod and rotation of the pipe clamp", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 0.517, "governing_design_standard": "", "id": "exp1480a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Hanger Rod Assembly Compression Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "3/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "10mm (3/8 in) hanger rod - One end screwed and other end with serrated plate attachement - 500 mm long,", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "buckling of the hanger rod and rotation of the pipe clamp", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 0.629, "governing_design_standard": "", "id": "exp1481a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Hanger Rod Assembly Compression Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "3/8 inch diameter", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "10mm (3/8 in) hanger rod - One end screwed and other end with serrated plate attachement - 500 mm long,", "comp_detail": "Threaded rods", "component": "D.40.1.1.G", "design_objective": "", "ds_class": "Consequential", "ds_description": "buckling of the hanger rod and rotation of the pipe clamp", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 0.54, "governing_design_standard": "", "id": "exp1482a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Hanger Rod Assembly Compression Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "3/8 inch diameter", "specimen": "81", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-1/3 in outer-dia, 1/8 in thickness, hollow circular rigid brace assembly with sharp ended bolt, Building attach component - 500 mm long,", "comp_detail": "Tube", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "shear failure in the bolt", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 5.642, "governing_design_standard": "", "id": "exp1483a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with building attached component assembly, failure disp = 0.543 in, Compression Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-1/3 inch outer-dia\n1/8 inch thickness", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-1/3 in outer-dia, 1/8 in thickness, hollow circular rigid brace assembly with sharp ended bolt, Building attach component - 500 mm long,", "comp_detail": "Tube", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "shear failure in the bolt", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 5.62, "governing_design_standard": "", "id": "exp1484a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with building attached component assembly, failure disp = 0.488 in, Compression Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-1/3 inch outer-dia\n1/8 inch thickness", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-1/3 in outer-dia, 1/8 in thickness, hollow circular rigid brace assembly with sharp ended bolt, Building attach component - 500 mm long,", "comp_detail": "Tube", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "shear failure in the bolt", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 5.777, "governing_design_standard": "", "id": "exp1485a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with building attached component assembly, failure disp = 0.472 in, Compression Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-1/3 inch outer-dia\n1/8 inch thickness", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-3/5 x1-3/5x0.06 in channel section, spring nut rigid brace assembly , Building attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "the hinge pressed against the channel section and deformed the channel section until finally the spring nut dislocated", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 2.9, "governing_design_standard": "", "id": "exp1486a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with building attached component assembly, failure disp = 1.000 in, Compression Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-3/5 x1-3/5x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-3/5 x1-3/5x0.06 in channel section, spring nut rigid brace assembly , Building attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "the hinge pressed against the channel section and deformed the channel section until finally the spring nut dislocated", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 1.619, "governing_design_standard": "", "id": "exp1487a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with building attached component assembly, failure disp = 0.685 in, Compression Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-3/5 x1-3/5x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-3/5 x1-3/5x0.06 in channel section, spring nut rigid brace assembly , Building attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "the hinge pressed against the channel section and deformed the channel section until finally the spring nut dislocated", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 3.012, "governing_design_standard": "", "id": "exp1488a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with building attached component assembly, failure disp = 0.709 in, Compression Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-3/5 x1-3/5x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-1/3 in outer-dia, 1/8 in thickness, hollow circular rigid brace assembly with sharp ended bolt, Pipe attach component - 500 mm long,", "comp_detail": "Tube", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "pipe clamp rotated, which caused bending in the attachment component and eventually fractured", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 4.136, "governing_design_standard": "", "id": "exp1489a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with Pipe attached component assembly, failure disp = 1.291 in, Compression Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-1/3 inch outer-dia\n1/8 inch thickness", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-1/3 in outer-dia, 1/8 in thickness, hollow circular rigid brace assembly with sharp ended bolt, Pipe attach component - 500 mm long,", "comp_detail": "Tube", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "pipe clamp rotated, which caused bending in the attachment component and eventually fractured", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 5.935, "governing_design_standard": "", "id": "exp1490a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with Pipe attached component assembly, failure disp = 1.283 in, Compression Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-1/3 inch outer-dia\n1/8 inch thickness", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-1/3 in outer-dia, 1/8 in thickness, hollow circular rigid brace assembly with sharp ended bolt, Pipe attach component - 500 mm long,", "comp_detail": "Tube", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "pipe clamp rotated, which caused bending in the attachment component and eventually fractured", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 6.452, "governing_design_standard": "", "id": "exp1491a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with Pipe attached component assembly, failure disp = 1.598 in, Compression Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-1/3 inch outer-dia\n1/8 inch thickness", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-3/5 x1-3/5x0.06 in channel section, spring nut rigid brace assembly ,Pipe attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "the pipe clamp bent until it touched the pipe\nand nothing actually failed", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 0.922, "governing_design_standard": "", "id": "exp1492a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with Pipe attached component assembly, failure disp = 3.299 in, Compression Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-3/5 x1-3/5x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-3/5 x1-3/5x0.06 in channel section, spring nut rigid brace assembly ,Pipe attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "the pipe clamp bent until it touched the pipe\nand nothing actually failed", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 1.012, "governing_design_standard": "", "id": "exp1493a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with Pipe attached component assembly, failure disp = 1.717 in, Compression Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-3/5 x1-3/5x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1-3/5 x1-3/5x0.06 in channel section, spring nut rigid brace assembly ,Pipe attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "the pipe clamp bent until it touched the pipe\nand nothing actually failed", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 1.191, "governing_design_standard": "", "id": "exp1494a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with Pipe attached component assembly, failure disp = 1.484 in, Compression Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "1-3/5 x1-3/5x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "6/7x1-5/8x0.06 in channel section, serrated plate rigid brace assembly , Pipe attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "the brace element buckled", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 4.968, "governing_design_standard": "", "id": "exp1495a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with Pipe attached component assembly, failure disp = 0.768 in, Compression Test 1", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "6/7x1-5/8x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "6/7x1-5/8x0.06 in channel section, serrated plate rigid brace assembly , Pipe attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "the brace element buckled", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 5.125, "governing_design_standard": "", "id": "exp1496a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with Pipe attached component assembly, failure disp = 0.685 in, Compression Test 2", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "6/7x1-5/8x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "6/7x1-5/8x0.06 in channel section, serrated plate rigid brace assembly , Pipe attach component - 500 mm long,", "comp_detail": "Channel", "component": "D.40.1.1.H", "design_objective": "", "ds_class": "Consequential", "ds_description": "the brace element buckled", "ds_rank": null, "edp_metric": "Force, compression", "edp_unit": "Kips", "edp_value": 5.867, "governing_design_standard": "", "id": "exp1497a", "loading_protocol": "low speed of 0.02 in./sec", "location": "New Zealand", "material": "Steel", "notes": "Rigid brace with Pipe attached component assembly, failure disp = 0.681 in, Compression Test 3", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "6/7x1-5/8x0.06 inch", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Monotonic, compression" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "RESTRAINED and WELDED Assembly\nTwo water heaters (attached to shake table), one heat exchanger (atatched to shake table), three riser branches, and horizontal runs.\nThe piping assembly consists of 3in (out dia=3.5 in, thickness=0.216 in) and 4 in (out dia=4.5 in, thickness=0.237 in) schedule 40 ASTM A53 Grade B black steel pipe\nWater heater connected to 3 in file through four-bolt flanged connection\nHeat Exhanger and all valves connected to 4 in pipe through eght-bolt flanged connection\nHydrostatic pressure\n1/8 in dia galvanized 7 no.s of strands x19 wires per strand aircraft grade steel (with min break strength of 1700lbs) Cable restrainers used as seismic bracing\n5/8 in dia all threaded rods for 4-in pipes\n1/2 in dia all threaded rods for 3-in pipes\nVertical hanger rods braced laterally along their length with a 1 5/8 in sq, 12 gauge strut to prevent buckling\ncross bolts in hanger clevises\nWelded assemblies (Root material E6010 and fill material E7018). Each joint was prepared with a 65o, 3/32-in root and 3/32-in landing.", "comp_detail": "Braced", "component": "D.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Flanged connection joining the heat exchanger to the pipe began to leak (100% IM)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.043, "governing_design_standard": "", "id": "exp1502a", "loading_protocol": "Synthetic table input motion compatible with AC156 response spectrum", "location": "NEES, University of Nevada, Reno", "material": "schedule 40 ASTM A53Grade B black steel pipe", "notes": "Maximum measured acceleration on pipes = 2.5g", "peak_test_amplitude": "Peak acceleration = 1.31g\nPeak displacement= 8.65 in (4.3% inter-story drift)\n\nIncreasing Intensities of IM from 5% to 100% of full scale motion", "prior_damage": "", "prior_damage_repaired": "", "reference": "Zaghi-2012", "reviewer": "NIST", "size_class": "3-4 in diameter", "specimen": "81", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "RESTRAINED and WELDED Assembly\nTwo water heaters (attached to shake table), one heat exchanger (atatched to shake table), three riser branches, and horizontal runs.\nThe piping assembly consists of 3in (out dia=3.5 in, thickness=0.216 in) and 4 in (out dia=4.5 in, thickness=0.237 in) schedule 40 ASTM A53 Grade B black steel pipe\nWater heater connected to 3 in file through four-bolt flanged connection\nHeat Exhanger and all valves connected to 4 in pipe through eght-bolt flanged connection\nHydrostatic pressure\n1/8 in dia galvanized 7 no.s of strands x19 wires per strand aircraft grade steel (with min break strength of 1700lbs) Cable restrainers used as seismic bracing\n5/8 in dia all threaded rods for 4-in pipes\n1/2 in dia all threaded rods for 3-in pipes\nVertical hanger rods braced laterally along their length with a 1 5/8 in sq, 12 gauge strut to prevent buckling\ncross bolts in hanger clevises\nWelded assemblies (Root material E6010 and fill material E7018). Each joint was prepared with a 65o, 3/32-in root and 3/32-in landing.", "comp_detail": "Braced", "component": "D.20.2.2.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Every brace point had at least 1 in of permanent displacement (100% IM)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.043, "governing_design_standard": "", "id": "exp1503a", "loading_protocol": "Synthetic table input motion compatible with AC156 response spectrum", "location": "NEES, University of Nevada, Reno", "material": "schedule 40 ASTM A53Grade B black steel pipe", "notes": "Maximum measured acceleration on pipes = 2.5g", "peak_test_amplitude": "Peak acceleration = 1.31g\nPeak displacement= 8.65 in (4.3% inter-story drift)\n\nIncreasing Intensities of IM from 5% to 100% of full scale motion", "prior_damage": "", "prior_damage_repaired": "", "reference": "Zaghi-2012", "reviewer": "NIST", "size_class": "3-4 in diameter", "specimen": "81", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "RESTRAINED and WELDED Assembly\nTwo water heaters (attached to shake table), one heat exchanger (atatched to shake table), three riser branches, and horizontal runs.\nThe piping assembly consists of 3in (out dia=3.5 in, thickness=0.216 in) and 4 in (out dia=4.5 in, thickness=0.237 in) schedule 40 ASTM A53 Grade B black steel pipe\nWater heater connected to 3 in file through four-bolt flanged connection\nHeat Exhanger and all valves connected to 4 in pipe through eght-bolt flanged connection\nHydrostatic pressure\n1/8 in dia galvanized 7 no.s of strands x19 wires per strand aircraft grade steel (with min break strength of 1700lbs) Cable restrainers used as seismic bracing\n5/8 in dia all threaded rods for 4-in pipes\n1/2 in dia all threaded rods for 3-in pipes\nVertical hanger rods braced laterally along their length with a 1 5/8 in sq, 12 gauge strut to prevent buckling\ncross bolts in hanger clevises\nWelded assemblies (Root material E6010 and fill material E7018). Each joint was prepared with a 65o, 3/32-in root and 3/32-in landing.", "comp_detail": "Braced", "component": "D.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Longitudinal restrainer B11 and Transverse restrainer B10 ruptured (100% IM). These restrainers are located near heat exchanger.", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.043, "governing_design_standard": "", "id": "exp1504a", "loading_protocol": "Synthetic table input motion compatible with AC156 response spectrum", "location": "NEES, University of Nevada, Reno", "material": "schedule 40 ASTM A53Grade B black steel pipe", "notes": "Maximum measured acceleration on pipes = 2.5g", "peak_test_amplitude": "Peak acceleration = 1.31g\nPeak displacement= 8.65 in (4.3% inter-story drift)\n\nIncreasing Intensities of IM from 5% to 100% of full scale motion", "prior_damage": "", "prior_damage_repaired": "", "reference": "Zaghi-2012", "reviewer": "NIST", "size_class": "3-4 in diameter", "specimen": "81", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "UNRESTRAINED AND WELDED Assembly\nTwo water heaters (attached to shake table), one heat exchanger (atatched to shake table), three riser branches, and horizontal runs.\nThe piping assembly consists of 3in (out dia=3.5 in, thickness=0.216 in) and 4 in (out dia=4.5 in, thickness=0.237 in) schedule 40 ASTM A53 Grade B black steel pipe\nWater heater connected to 3 in file through four-bolt flanged connection\nHeat Exhanger and all valves connected to 4 in pipe through eght-bolt flanged connection\nHydrostatic pressure\n5/8 in dia all threaded rods for 4-in pipes\n1/2 in dia all threaded rods for 3-in pipes\nWelded assemblies (Root material E6010 and fill material E7018). Each joint was prepared with a 65o, 3/32-in root and 3/32-in landing.", "comp_detail": "Unbraced", "component": "D.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Hangers B2 and B1 failed at the connection to the stationary steel frame. These hangers are located near water heaters (100% IM)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.043, "governing_design_standard": "", "id": "exp1505a", "loading_protocol": "Synthetic table input motion compatible with AC156 response spectrum", "location": "NEES, University of Nevada, Reno", "material": "schedule 40 ASTM A53Grade B black steel pipe", "notes": "Maximum measured acceleration on pipes = 2.6g", "peak_test_amplitude": "Peak acceleration = 1.31g\nPeak displacement= 8.65 in (4.3% inter-story drift)\n\nIncreasing Intensities of IM from 5% to 100% of full scale motion", "prior_damage": "", "prior_damage_repaired": "", "reference": "Zaghi-2012", "reviewer": "NIST", "size_class": "3-4 in diameter", "specimen": "81", "specimen_inspection_sequence": "", "test_type": "Dynamic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "RESTRAINED and THREADED Assembly\nTwo water heaters (attached to shake table), one heat exchanger (atatched to shake table), three riser branches, and horizontal runs.\nThe piping assembly consists of 3in (out dia=3.5 in, thickness=0.216 in) and 4 in (out dia=4.5 in, thickness=0.237 in) schedule 40 ASTM A53 Grade B black steel pipe\nWater heater connected to 3 in file through four-bolt flanged connection\nHeat Exhanger and all valves connected to 4 in pipe through eght-bolt flanged connection\nHydrostatic pressure\n1/8 in dia galvanized 7 no.s of strands x19 wires per strand aircraft grade steel (with min break strength of 1700lbs) Cable restrainers used as seismic bracing\n5/8 in dia all threaded rods for 4-in pipes\n1/2 in dia all threaded rods for 3-in pipes\nVertical hanger rods braced laterally along their length with a 1 5/8 in sq, 12 gauge strut to prevent buckling\ncross bolts in hanger clevises\nThreaded assemblies made of cast iron. The pipe ends were covered with a waterproofing dope, twisted into the fitting and again sealed with dope. All threads engaged in the fitting with enough torque.", "comp_detail": "Braced", "component": "D.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Flanged connection to the heat exchanger and two other elbows begin to leak (50% IM)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.022, "governing_design_standard": "", "id": "exp1506a", "loading_protocol": "Synthetic table input motion compatible with AC156 response spectrum", "location": "NEES, University of Nevada, Reno", "material": "schedule 40 ASTM A53Grade B black steel pipe", "notes": "", "peak_test_amplitude": "Peak acceleration = 1.31g\nPeak displacement= 8.65 in (4.3% inter-story drift)\n\nIncreasing Intensities of IM from 5% to 100% of full scale motion", "prior_damage": "", "prior_damage_repaired": "", "reference": "Zaghi-2012", "reviewer": "NIST", "size_class": "3-4 in diameter", "specimen": "81", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "RESTRAINED and THREADED Assembly\nTwo water heaters (attached to shake table), one heat exchanger (atatched to shake table), three riser branches, and horizontal runs.\nThe piping assembly consists of 3in (out dia=3.5 in, thickness=0.216 in) and 4 in (out dia=4.5 in, thickness=0.237 in) schedule 40 ASTM A53 Grade B black steel pipe\nWater heater connected to 3 in file through four-bolt flanged connection\nHeat Exhanger and all valves connected to 4 in pipe through eght-bolt flanged connection\nHydrostatic pressure\n1/8 in dia galvanized 7 no.s of strands x19 wires per strand aircraft grade steel (with min break strength of 1700lbs) Cable restrainers used as seismic bracing\n5/8 in dia all threaded rods for 4-in pipes\n1/2 in dia all threaded rods for 3-in pipes\nVertical hanger rods braced laterally along their length with a 1 5/8 in sq, 12 gauge strut to prevent buckling\ncross bolts in hanger clevises\nThreaded assemblies made of cast iron. The pipe ends were covered with a waterproofing dope, twisted into the fitting and again sealed with dope. All threads engaged in the fitting with enough torque.", "comp_detail": "Braced", "component": "D.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Excessive leakage at the heat exchanger (100% IM)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.043, "governing_design_standard": "", "id": "exp1507a", "loading_protocol": "Synthetic table input motion compatible with AC156 response spectrum", "location": "NEES, University of Nevada, Reno", "material": "schedule 40 ASTM A53Grade B black steel pipe", "notes": "Maximum measured acceleration on pipes = 2.6g", "peak_test_amplitude": "Peak acceleration = 1.31g\nPeak displacement= 8.65 in (4.3% inter-story drift)\n\nIncreasing Intensities of IM from 5% to 100% of full scale motion", "prior_damage": "", "prior_damage_repaired": "", "reference": "Zaghi-2012", "reviewer": "NIST", "size_class": "3-4 in diameter", "specimen": "81", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "RESTRAINED and THREADED Assembly\nTwo water heaters (attached to shake table), one heat exchanger (atatched to shake table), three riser branches, and horizontal runs.\nThe piping assembly consists of 3in (out dia=3.5 in, thickness=0.216 in) and 4 in (out dia=4.5 in, thickness=0.237 in) schedule 40 ASTM A53 Grade B black steel pipe\nWater heater connected to 3 in file through four-bolt flanged connection\nHeat Exhanger and all valves connected to 4 in pipe through eght-bolt flanged connection\nHydrostatic pressure\n1/8 in dia galvanized 7 no.s of strands x19 wires per strand aircraft grade steel (with min break strength of 1700lbs) Cable restrainers used as seismic bracing\n5/8 in dia all threaded rods for 4-in pipes\n1/2 in dia all threaded rods for 3-in pipes\nVertical hanger rods braced laterally along their length with a 1 5/8 in sq, 12 gauge strut to prevent buckling\ncross bolts in hanger clevises\nThreaded assemblies made of cast iron. The pipe ends were covered with a waterproofing dope, twisted into the fitting and again sealed with dope. All threads engaged in the fitting with enough torque.", "comp_detail": "Braced", "component": "D.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Fracture at the flanger connection to the heat exchanger", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.043, "governing_design_standard": "", "id": "exp1508a", "loading_protocol": "Synthetic table input motion compatible with AC156 response spectrum", "location": "NEES, University of Nevada, Reno", "material": "schedule 40 ASTM A53Grade B black steel pipe", "notes": "Maximum measured acceleration on pipes = 2.6g", "peak_test_amplitude": "Peak acceleration = 1.31g\nPeak displacement= 8.65 in (4.3% inter-story drift)\n\nIncreasing Intensities of IM from 5% to 100% of full scale motion", "prior_damage": "", "prior_damage_repaired": "", "reference": "Zaghi-2012", "reviewer": "NIST", "size_class": "3-4 in diameter", "specimen": "81", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "UNRESTRAINED and THREADED Assembly\nTwo water heaters (attached to shake table), one heat exchanger (atatched to shake table), three riser branches, and horizontal runs.\nThe piping assembly consists of 3in (out dia=3.5 in, thickness=0.216 in) and 4 in (out dia=4.5 in, thickness=0.237 in) schedule 40 ASTM A53 Grade B black steel pipe\nWater heater connected to 3 in file through four-bolt flanged connection\nHeat Exhanger and all valves connected to 4 in pipe through eght-bolt flanged connection\nHydrostatic pressure\n5/8 in dia all threaded rods for 4-in pipes\n1/2 in dia all threaded rods for 3-in pipes\nThreaded assemblies made of cast iron. The pipe ends were covered with a waterproofing dope, twisted into the fitting and again sealed with dope. All threads engaged in the fitting with enough torque.", "comp_detail": "Unbraced", "component": "D.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Leaks forming at the connections of the pipes and valves that were installed on the horizontal run (25% IM)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.011, "governing_design_standard": "", "id": "exp1509a", "loading_protocol": "Synthetic table input motion compatible with AC156 response spectrum", "location": "NEES, University of Nevada, Reno", "material": "schedule 40 ASTM A53Grade B black steel pipe", "notes": "", "peak_test_amplitude": "Peak acceleration = 1.31g\nPeak displacement= 8.65 in (4.3% inter-story drift)\n\nIncreasing Intensities of IM from 5% to 100% of full scale motion", "prior_damage": "", "prior_damage_repaired": "", "reference": "Zaghi-2012", "reviewer": "NIST", "size_class": "3-4 in diameter", "specimen": "81", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "UNRESTRAINED and THREADED Assembly\nTwo water heaters (attached to shake table), one heat exchanger (atatched to shake table), three riser branches, and horizontal runs.\nThe piping assembly consists of 3in (out dia=3.5 in, thickness=0.216 in) and 4 in (out dia=4.5 in, thickness=0.237 in) schedule 40 ASTM A53 Grade B black steel pipe\nWater heater connected to 3 in file through four-bolt flanged connection\nHeat Exhanger and all valves connected to 4 in pipe through eght-bolt flanged connection\nHydrostatic pressure\n5/8 in dia all threaded rods for 4-in pipes\n1/2 in dia all threaded rods for 3-in pipes\nThreaded assemblies made of cast iron. The pipe ends were covered with a waterproofing dope, twisted into the fitting and again sealed with dope. All threads engaged in the fitting with enough torque.", "comp_detail": "Unbraced", "component": "D.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Beginning of leaks at the heat excahnger connection (50% IM)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.022, "governing_design_standard": "", "id": "exp1510a", "loading_protocol": "Synthetic table input motion compatible with AC156 response spectrum", "location": "NEES, University of Nevada, Reno", "material": "schedule 40 ASTM A53Grade B black steel pipe", "notes": "Maximum measured acceleration on pipes = 2.6g", "peak_test_amplitude": "Peak acceleration = 1.31g\nPeak displacement= 8.65 in (4.3% inter-story drift)\n\nIncreasing Intensities of IM from 5% to 100% of full scale motion", "prior_damage": "", "prior_damage_repaired": "", "reference": "Zaghi-2012", "reviewer": "NIST", "size_class": "3-4 in diameter", "specimen": "81", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The top level was designed to evaluate the seismic behavior of an unsupported elbow armover, a cross main line, as well as longitudinal and transverse branch lines. \nThe bottom level was designed to assess the performance of a longitudinal main line and longer transverse branch lines subjected to earthquake shaking.\na total of six generic ceiling boxes supporting ceiling tiles were installed at various locations to assess potential failure mechanisms of sprinkler heads interacting with the suspended ceiling during earthquake shaking\nThe two levels of the specimen were connected together by a vertical riser\nMain Line, Cross Main, and Vertical Riser: 10.2-cm steel pipes (schedule 10) with groove-fit connections (4 in pipes)\nFlexible couplings were installed within 30.5 cm above and below the simulated floor slab.\npressure = 40 psi\n10 mm hanger rods, 12g wire restrainers\nBranch lines = black iron pipes (schedule 40) with threaded connections (2 in pipes)\nFully braced specimen (bracing systems installed according to NFPA 13. (1 in dia pipe braces and wire restrainers next at the ends of cantilever pipes on top level (no end pipe bracings on bottom floor)", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage (100% MCE)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.65, "governing_design_standard": "", "id": "exp1511a", "loading_protocol": "Spectral accelerations SDS=1 g and SD1=0.6 g, and a maximum inter-story drift ratio 3%", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS)", "material": "Black iron", "notes": "1. First mode natural frequency = 1.74 Hz\n2. Damping = 8.7% of critical damping\n3. Max acceleration recorded = 3.69g at the end of branch line\nPFA as damage state intensity", "peak_test_amplitude": "intensity of input motions for both platforms was increased from 25%, 50%, 66.7% (Design DE level), to 100% (MCE level)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerPipingUB_NCS-2015", "reviewer": "NIST", "size_class": "", "specimen": "82", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The top level was designed to evaluate the seismic behavior of an unsupported elbow armover, a cross main line, as well as longitudinal and transverse branch lines. \nThe bottom level was designed to assess the performance of a longitudinal main line and longer transverse branch lines subjected to earthquake shaking.\na total of six generic ceiling boxes supporting ceiling tiles were installed at various locations to assess potential failure mechanisms of sprinkler heads interacting with the suspended ceiling during earthquake shaking\nThe two levels of the specimen were connected together by a vertical riser\nMain Line, Cross Main, and Vertical Riser: 10.2-cm steel pipes (schedule 10) with groove-fit connections (4 in pipes)\nFlexible couplings were installed within 30.5 cm above and below the simulated floor slab.\npressure = 40 psi\n10 mm hanger rods, 12g wire restrainers\nBranch lines = black iron pipes (schedule 40) with threaded connections (2 in pipes)\nFully braced specimen (bracing systems installed according to NFPA 13. (1 in dia pipe braces and wire restrainers next at the ends of cantilever pipes on top level (no end pipe bracings on bottom floor)", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Yeilding of joint connections (66.7% MCE)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.43355, "governing_design_standard": "", "id": "exp1512a", "loading_protocol": "Spectral accelerations SDS=1 g and SD1=0.6 g, and a maximum inter-story drift ratio 3%", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS)", "material": "Black iron", "notes": "PFA as damage state intensity", "peak_test_amplitude": "intensity of input motions for both platforms was increased from 25%, 50%, 66.7% (Design DE level), to 100% (MCE level)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerPipingUB_NCS-2015", "reviewer": "NIST", "size_class": "", "specimen": "82", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The top level was designed to evaluate the seismic behavior of an unsupported elbow armover, a cross main line, as well as longitudinal and transverse branch lines. \nThe bottom level was designed to assess the performance of a longitudinal main line and longer transverse branch lines subjected to earthquake shaking.\na total of six generic ceiling boxes supporting ceiling tiles were installed at various locations to assess potential failure mechanisms of sprinkler heads interacting with the suspended ceiling during earthquake shaking\nThe two levels of the specimen were connected together by a vertical riser\nMain Line, Cross Main, and Vertical Riser: 10.2-cm steel pipes (schedule 10) with groove-fit connections (4 in pipes)\nFlexible couplings were installed within 30.5 cm above and below the simulated floor slab.\npressure = 40 psi\n10 mm hanger rods, 12g wire restrainers\nBranch lines = black iron pipes (schedule 40) with threaded connections (2 in pipes)\nFully unbraced specimen", "comp_detail": "Unbraced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "One verical hanger buckled at the end of branch line (100% MCE)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.65, "governing_design_standard": "", "id": "exp1513a", "loading_protocol": "Spectral accelerations SDS=1 g and SD1=0.6 g, and a maximum inter-story drift ratio 3%", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS)", "material": "Black iron", "notes": "Max acceleration recorded = 4.129g at the end of bracnch line\nPFA as damage state intensity", "peak_test_amplitude": "intensity of input motions for both platforms was increased from 25%, 50%, 66.7% (Design DE level), to 100% (MCE level)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerPipingUB_NCS-2015", "reviewer": "NIST", "size_class": "", "specimen": "82", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The top level was designed to evaluate the seismic behavior of an unsupported elbow armover, a cross main line, as well as longitudinal and transverse branch lines. \nThe bottom level was designed to assess the performance of a longitudinal main line and longer transverse branch lines subjected to earthquake shaking.\na total of six generic ceiling boxes supporting ceiling tiles were installed at various locations to assess potential failure mechanisms of sprinkler heads interacting with the suspended ceiling during earthquake shaking\nThe two levels of the specimen were connected together by a vertical riser\nMain Line, Cross Main, and Vertical Riser: 10.2-cm steel pipes (schedule 10) with groove-fit connections (4 in pipes)\nFlexible couplings were installed within 30.5 cm above and below the simulated floor slab.\npressure = 40 psi\n10 mm hanger rods, 12g wire restrainers\nBranch lines = black iron pipes (schedule 40) with threaded connections (2 in pipes)\nFully unbraced specimen", "comp_detail": "Unbraced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Large opening is cut through in ceiling tiles due to impact with sprinkler heads;Sprinkler head is activated as a result of collision with ceiling tile (100% MCE)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.65, "governing_design_standard": "", "id": "exp1514a", "loading_protocol": "Spectral accelerations SDS=1 g and SD1=0.6 g, and a maximum inter-story drift ratio 3%", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS)", "material": "Black iron", "notes": "PFA as damage state intensity", "peak_test_amplitude": "intensity of input motions for both platforms was increased from 25%, 50%, 66.7% (Design DE level), to 100% (MCE level)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerPipingUB_NCS-2015", "reviewer": "NIST", "size_class": "", "specimen": "82", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The top level was designed to evaluate the seismic behavior of an unsupported elbow armover, a cross main line, as well as longitudinal and transverse branch lines. \nThe bottom level was designed to assess the performance of a longitudinal main line and longer transverse branch lines subjected to earthquake shaking.\na total of six generic ceiling boxes supporting ceiling tiles were installed at various locations to assess potential failure mechanisms of sprinkler heads interacting with the suspended ceiling during earthquake shaking\nThe two levels of the specimen were connected together by a vertical riser\nMain Line, Cross Main, and Vertical Riser: 10.2-cm steel pipes (schedule 10) with groove-fit connections (4 in pipes)\nFlexible couplings were installed within 30.5 cm above and below the simulated floor slab.\npressure = 40 psi\n10 mm hanger rods, 12g wire restrainers\nBranch lines = black iron pipes (schedule 40) with threaded connections (2 in pipes)\nFully unbraced specimen", "comp_detail": "Unbraced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Yeilding of joint connections (50% MCE)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.325, "governing_design_standard": "", "id": "exp1515a", "loading_protocol": "Spectral accelerations SDS=1 g and SD1=0.6 g, and a maximum inter-story drift ratio 3%", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS)", "material": "Black iron", "notes": "PFA as damage state intensity", "peak_test_amplitude": "intensity of input motions for both platforms was increased from 25%, 50%, 66.7% (Design DE level), to 100% (MCE level)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerPipingUB_NCS-2015", "reviewer": "NIST", "size_class": "", "specimen": "82", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The top level was designed to evaluate the seismic behavior of an unsupported elbow armover, a cross main line, as well as longitudinal and transverse branch lines. \nThe bottom level was designed to assess the performance of a longitudinal main line and longer transverse branch lines subjected to earthquake shaking.\na total of six generic ceiling boxes supporting ceiling tiles were installed at various locations to assess potential failure mechanisms of sprinkler heads interacting with the suspended ceiling during earthquake shaking\nThe two levels of the specimen were connected together by a vertical riser\nMain Line, Cross Main, and Vertical Riser: 10.2-cm steel pipes (schedule 10) with groove-fit connections (4 in pipes)\nFlexible couplings were installed within 30.5 cm above and below the simulated floor slab.\npressure = 40 psi\n10 mm hanger rods, 12g wire restrainers\nBranch lines = Schedule 40 CPVC pipes with cement joints (2 in pipes)\nFully braced specimen (bracing systems installed according to NFPA 13. (1 in dia pipe braces and wire restrainers next at the ends of cantilever pipes on top level (no end pipe bracings on bottom floor)", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage (100% MCE)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.65, "governing_design_standard": "", "id": "exp1516a", "loading_protocol": "Spectral accelerations SDS=1 g and SD1=0.6 g, and a maximum inter-story drift ratio 3%", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS)", "material": "CPVC", "notes": "1. First mode natural frequency = 0.46 Hz\n2. Damping = 12.7% of critical damping\n3. Max acceleration recorded = 5.032g at the end of branch line interaction with ceiling tile\nPFA as damage state intensity", "peak_test_amplitude": "intensity of input motions for both platforms was increased from 25%, 50%, 66.7% (Design DE level), to 100% (MCE level)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerPipingUB_NCS-2015", "reviewer": "NIST", "size_class": "", "specimen": "82", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The top level was designed to evaluate the seismic behavior of an unsupported elbow armover, a cross main line, as well as longitudinal and transverse branch lines. \nThe bottom level was designed to assess the performance of a longitudinal main line and longer transverse branch lines subjected to earthquake shaking.\na total of six generic ceiling boxes supporting ceiling tiles were installed at various locations to assess potential failure mechanisms of sprinkler heads interacting with the suspended ceiling during earthquake shaking\nThe two levels of the specimen were connected together by a vertical riser\nMain Line, Cross Main, and Vertical Riser: 10.2-cm steel pipes (schedule 10) with groove-fit connections (4 in pipes)\nFlexible couplings were installed within 30.5 cm above and below the simulated floor slab.\npressure = 40 psi\n10 mm hanger rods, 12g wire restrainers\nBranch lines = Schedule 40 CPVC pipes with cement joints (2 in pipes)\nFully braced specimen (bracing systems installed according to NFPA 13. (1 in dia pipe braces and wire restrainers next at the ends of cantilever pipes on top level (no end pipe bracings on bottom floor)", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Yielding of joint connections (25% MCE)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.1625, "governing_design_standard": "", "id": "exp1517a", "loading_protocol": "Spectral accelerations SDS=1 g and SD1=0.6 g, and a maximum inter-story drift ratio 3%", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS)", "material": "CPVC", "notes": "PFA as damage state intensity", "peak_test_amplitude": "intensity of input motions for both platforms was increased from 25%, 50%, 66.7% (Design DE level), to 100% (MCE level)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerPipingUB_NCS-2015", "reviewer": "NIST", "size_class": "", "specimen": "82", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The top level was designed to evaluate the seismic behavior of an unsupported elbow armover, a cross main line, as well as longitudinal and transverse branch lines. \nThe bottom level was designed to assess the performance of a longitudinal main line and longer transverse branch lines subjected to earthquake shaking.\na total of six generic ceiling boxes supporting ceiling tiles were installed at various locations to assess potential failure mechanisms of sprinkler heads interacting with the suspended ceiling during earthquake shaking\nThe two levels of the specimen were connected together by a vertical riser\nMain Line, Cross Main, and Vertical Riser: 10.2-cm steel pipes (schedule 10) with groove-fit connections (4 in pipes)\nFlexible couplings were installed within 30.5 cm above and below the simulated floor slab.\npressure = 40 psi\n10 mm hanger rods, 12g wire restrainers\nBranch lines = Schedule 40 CPVC pipes with cement joints (2 in pipes)\nFully unbraced system", "comp_detail": "Unbraced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "One Branch line fractured completely with severe water leakage (100% MCE)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.65, "governing_design_standard": "", "id": "exp1518a", "loading_protocol": "Spectral accelerations SDS=1 g and SD1=0.6 g, and a maximum inter-story drift ratio 3%", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS)", "material": "CPVC", "notes": "Max acceleration recorded =6.323 g at the end of bracnch line interacting with ceiling tile at 67% MCE. No recordings at 100% MCE. \nPFA as damage state intensity", "peak_test_amplitude": "intensity of input motions for both platforms was increased from 25%, 50%, 66.7% (Design DE level), to 100% (MCE level)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerPipingUB_NCS-2015", "reviewer": "NIST", "size_class": "", "specimen": "82", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The top level was designed to evaluate the seismic behavior of an unsupported elbow armover, a cross main line, as well as longitudinal and transverse branch lines. \nThe bottom level was designed to assess the performance of a longitudinal main line and longer transverse branch lines subjected to earthquake shaking.\na total of six generic ceiling boxes supporting ceiling tiles were installed at various locations to assess potential failure mechanisms of sprinkler heads interacting with the suspended ceiling during earthquake shaking\nThe two levels of the specimen were connected together by a vertical riser\nMain Line, Cross Main, and Vertical Riser: 10.2-cm steel pipes (schedule 10) with groove-fit connections (4 in pipes)\nFlexible couplings were installed within 30.5 cm above and below the simulated floor slab.\npressure = 40 psi\n10 mm hanger rods, 12g wire restrainers\nBranch lines = Schedule 40 CPVC pipes with cement joints (2 in pipes)\nFully unbraced system", "comp_detail": "Unbraced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Yielding of joint connections (25% MCE)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.1625, "governing_design_standard": "", "id": "exp1519a", "loading_protocol": "Spectral accelerations SDS=1 g and SD1=0.6 g, and a maximum inter-story drift ratio 3%", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS)", "material": "CPVC", "notes": "PFA as damage state intensity", "peak_test_amplitude": "intensity of input motions for both platforms was increased from 25%, 50%, 66.7% (Design DE level), to 100% (MCE level)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerPipingUB_NCS-2015", "reviewer": "NIST", "size_class": "", "specimen": "82", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The top level was designed to evaluate the seismic behavior of an unsupported elbow armover, a cross main line, as well as longitudinal and transverse branch lines. \nThe bottom level was designed to assess the performance of a longitudinal main line and longer transverse branch lines subjected to earthquake shaking.\na total of six generic ceiling boxes supporting ceiling tiles were installed at various locations to assess potential failure mechanisms of sprinkler heads interacting with the suspended ceiling during earthquake shaking\nThe two levels of the specimen were connected together by a vertical riser\nMain Line, Cross Main, and Vertical Riser: 10.2-cm steel pipes (schedule 10) with groove-fit connections (4 in pipes)\nFlexible couplings were installed within 30.5 cm above and below the simulated floor slab.\npressure = 40 psi\n10 mm hanger rods, 12g wire restrainers\nBranch lines = Schedule 40 CPVC pipes with cement joints (2 in pipes)\nFully unbraced system", "comp_detail": "Unbraced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Severe damage of ceiling tiles occurs as a result of pounding with pendant sprinkler heads (100% MCE)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.65, "governing_design_standard": "", "id": "exp1520a", "loading_protocol": "Spectral accelerations SDS=1 g and SD1=0.6 g, and a maximum inter-story drift ratio 3%", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS)", "material": "CPVC", "notes": "PFA as damage state intensity", "peak_test_amplitude": "intensity of input motions for both platforms was increased from 25%, 50%, 66.7% (Design DE level), to 100% (MCE level)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerPipingUB_NCS-2015", "reviewer": "NIST", "size_class": "", "specimen": "82", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The top level was designed to evaluate the seismic behavior of an unsupported elbow armover, a cross main line, as well as longitudinal and transverse branch lines. \nThe bottom level was designed to assess the performance of a longitudinal main line and longer transverse branch lines subjected to earthquake shaking.\na total of six generic ceiling boxes supporting ceiling tiles were installed at various locations to assess potential failure mechanisms of sprinkler heads interacting with the suspended ceiling during earthquake shaking\nThe two levels of the specimen were connected together by a vertical riser\nMain Line, Cross Main, and Vertical Riser: 10.2-cm steel pipes (schedule 10) with groove-fit connections (4 in pipes)\nFlexible couplings were installed within 30.5 cm above and below the simulated floor slab.\npressure = 40 psi\n10 mm hanger rods, 12g wire restrainers\nBranch lines = Schedule 7 Dyna-Flow steel pipes with groove-fit connections (2 in pipes)\nFully braced specimen (bracing systems installed according to NFPA 13. (1 in dia pipe braces and wire restrainers next at the ends of cantilever pipes on top level (no end pipe bracings on bottom floor)", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage (100% MCE)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.65, "governing_design_standard": "", "id": "exp1521a", "loading_protocol": "Spectral accelerations SDS=1 g and SD1=0.6 g, and a maximum inter-story drift ratio 3%", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS)", "material": "Steel", "notes": "1. First mode natural frequency = 1.03 Hz\n2. Damping = 9.9% of critical damping\n3. Max acceleration recorded = 5.390 g at the end of branch line\nPFA as damage state intensity", "peak_test_amplitude": "intensity of input motions for both platforms was increased from 25%, 50%, 66.7% (Design DE level), to 100% (MCE level)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerPipingUB_NCS-2015", "reviewer": "NIST", "size_class": "", "specimen": "82", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The top level was designed to evaluate the seismic behavior of an unsupported elbow armover, a cross main line, as well as longitudinal and transverse branch lines. \nThe bottom level was designed to assess the performance of a longitudinal main line and longer transverse branch lines subjected to earthquake shaking.\na total of six generic ceiling boxes supporting ceiling tiles were installed at various locations to assess potential failure mechanisms of sprinkler heads interacting with the suspended ceiling during earthquake shaking\nThe two levels of the specimen were connected together by a vertical riser\nMain Line, Cross Main, and Vertical Riser: 10.2-cm steel pipes (schedule 10) with groove-fit connections (4 in pipes)\nFlexible couplings were installed within 30.5 cm above and below the simulated floor slab.\npressure = 40 psi\n10 mm hanger rods, 12g wire restrainers\nBranch lines = Schedule 7 Dyna-Flow steel pipes with groove-fit connections (2 in pipes)\nFully braced specimen (bracing systems installed according to NFPA 13. (1 in dia pipe braces and wire restrainers next at the ends of cantilever pipes on top level (no end pipe bracings on bottom floor)", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Yielding of joint connections (25% MCE)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.1625, "governing_design_standard": "", "id": "exp1522a", "loading_protocol": "Spectral accelerations SDS=1 g and SD1=0.6 g, and a maximum inter-story drift ratio 3%", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS)", "material": "Steel", "notes": "PFA as damage state intensity", "peak_test_amplitude": "intensity of input motions for both platforms was increased from 25%, 50%, 66.7% (Design DE level), to 100% (MCE level)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerPipingUB_NCS-2015", "reviewer": "NIST", "size_class": "", "specimen": "82", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The top level was designed to evaluate the seismic behavior of an unsupported elbow armover, a cross main line, as well as longitudinal and transverse branch lines. \nThe bottom level was designed to assess the performance of a longitudinal main line and longer transverse branch lines subjected to earthquake shaking.\na total of six generic ceiling boxes supporting ceiling tiles were installed at various locations to assess potential failure mechanisms of sprinkler heads interacting with the suspended ceiling during earthquake shaking\nThe two levels of the specimen were connected together by a vertical riser\nMain Line, Cross Main, and Vertical Riser: 10.2-cm steel pipes (schedule 10) with groove-fit connections (4 in pipes)\nFlexible couplings were installed within 30.5 cm above and below the simulated floor slab.\npressure = 40 psi\n10 mm hanger rods, 12g wire restrainers\nBranch lines = Schedule 7 Dyna-Flow steel pipes with groove-fit connections (2 in pipes)\nFully unbraced specimen", "comp_detail": "Unbraced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Two branch lines leaked at the connections with the main run (100% MCE)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.65, "governing_design_standard": "", "id": "exp1523a", "loading_protocol": "Spectral accelerations SDS=1 g and SD1=0.6 g, and a maximum inter-story drift ratio 3%", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS)", "material": "Steel", "notes": "Max acceleration recorded = 5.037g at the end of branch line\nPFA as damage state intensity", "peak_test_amplitude": "intensity of input motions for both platforms was increased from 25%, 50%, 66.7% (Design DE level), to 100% (MCE level)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerPipingUB_NCS-2015", "reviewer": "NIST", "size_class": "", "specimen": "82", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The top level was designed to evaluate the seismic behavior of an unsupported elbow armover, a cross main line, as well as longitudinal and transverse branch lines. \nThe bottom level was designed to assess the performance of a longitudinal main line and longer transverse branch lines subjected to earthquake shaking.\na total of six generic ceiling boxes supporting ceiling tiles were installed at various locations to assess potential failure mechanisms of sprinkler heads interacting with the suspended ceiling during earthquake shaking\nThe two levels of the specimen were connected together by a vertical riser\nMain Line, Cross Main, and Vertical Riser: 10.2-cm steel pipes (schedule 10) with groove-fit connections (4 in pipes)\nFlexible couplings were installed within 30.5 cm above and below the simulated floor slab.\npressure = 40 psi\n10 mm hanger rods, 12g wire restrainers\nBranch lines = Schedule 7 Dyna-Flow steel pipes with groove-fit connections (2 in pipes)\nFully unbraced specimen", "comp_detail": "Unbraced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Yielding of joint connections (25% MCE)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.1625, "governing_design_standard": "", "id": "exp1524a", "loading_protocol": "Spectral accelerations SDS=1 g and SD1=0.6 g, and a maximum inter-story drift ratio 3%", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS)", "material": "Steel", "notes": "PFA as damage state intensity", "peak_test_amplitude": "intensity of input motions for both platforms was increased from 25%, 50%, 66.7% (Design DE level), to 100% (MCE level)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerPipingUB_NCS-2015", "reviewer": "NIST", "size_class": "", "specimen": "82", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The top level was designed to evaluate the seismic behavior of an unsupported elbow armover, a cross main line, as well as longitudinal and transverse branch lines. \nThe bottom level was designed to assess the performance of a longitudinal main line and longer transverse branch lines subjected to earthquake shaking.\na total of six generic ceiling boxes supporting ceiling tiles were installed at various locations to assess potential failure mechanisms of sprinkler heads interacting with the suspended ceiling during earthquake shaking\nThe two levels of the specimen were connected together by a vertical riser\nMain Line, Cross Main, and Vertical Riser: 10.2-cm steel pipes (schedule 10) with groove-fit connections (4 in pipes)\nFlexible couplings were installed within 30.5 cm above and below the simulated floor slab.\npressure = 40 psi\n10 mm hanger rods, 12g wire restrainers\nBranch lines = Schedule 7 Dyna-Flow steel pipes with groove-fit connections (2 in pipes)\nFully unbraced specimen", "comp_detail": "Unbraced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Significant damage occurs to the ceiling tiles due to pounding with the pendant sprinkler heads (100% MCE)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.65, "governing_design_standard": "", "id": "exp1525a", "loading_protocol": "Spectral accelerations SDS=1 g and SD1=0.6 g, and a maximum inter-story drift ratio 3%", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS)", "material": "Steel", "notes": "PFA as damage state intensity", "peak_test_amplitude": "intensity of input motions for both platforms was increased from 25%, 50%, 66.7% (Design DE level), to 100% (MCE level)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerPipingUB_NCS-2015", "reviewer": "NIST", "size_class": "", "specimen": "82", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Pressure = 50 psi\nRiser pipe = 4 in diameter\nBranch pipe= 2 in diameter (update if necessary)\narmovers=1 in diameter\nPlenum depth varied from 12 in to 22 in\nHangers = 10mm (3/8 in) dia threaded rods\nBraces = 1 in schedule 40 pipes oriented at 45 degrees\nWire restrainers(splay wires) = 12 g wires @ 45 degrees\nBraces and Wire restrainers connected to concrete deck through 10 mm (3/8 in) Hilti KB-TZ expansion anchors\nThe gap between the sprinkler hed and ceiling tile was either 2 in or no gap. \nThe ceiling system looks like braced.", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Hanger band slip/drift along pipe", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 2.47, "governing_design_standard": "", "id": "exp1526a", "loading_protocol": "Parameters from the AC 156 [ICC, 2010] including, a story height ratio (z/h) of 0.5 and the design spectral \nresponse acceleration at short periods (SDS) of 2.5 g, were used to develop two targeted acceleration spectrum", "location": "University of Nevada, Reno Network for Earthquake Engineering Simulation\nsite", "material": "Steel", "notes": "1. Maximum Peak Floor Acceleration as Damage Intensity Measure\n2. Maximum inter story drift 2.09%\n3. Median pipe joint rotation = 0.001-0.013 radians\n4. Maximum measured axial load for hangers=1.26 Kips and wire restrainers=0.34 kips", "peak_test_amplitude": "2.5g, PFA", "prior_damage": "", "prior_damage_repaired": "", "reference": "Jenkins-2016", "reviewer": "NIST", "size_class": "", "specimen": "83", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Pressure = 50 psi\nRiser pipe = 4 in diameter\nBranch pipe= 2 in diameter (update if necessary)\narmovers=1 in diameter\nPlenum depth varied from 12 in to 22 in\nHangers = 10mm (3/8 in) dia threaded rods\nBraces = 1 in schedule 40 pipes oriented at 45 degrees\nWire restrainers(splay wires) = 12 g wires @ 45 degrees\nBraces and Wire restrainers connected to concrete deck through 10 mm (3/8 in) Hilti KB-TZ expansion anchors\nThe gap between the sprinkler hed and ceiling tile was either 2 in or no gap. \nThe ceiling system looks like braced.", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Hanger bend or deform", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 2.47, "governing_design_standard": "", "id": "exp1527a", "loading_protocol": "Parameters from the AC 156 [ICC, 2010] including, a story height ratio (z/h) of 0.5 and the design spectral \nresponse acceleration at short periods (SDS) of 2.5 g, were used to develop two targeted acceleration spectrum", "location": "University of Nevada, Reno Network for Earthquake Engineering Simulation\nsite", "material": "Steel", "notes": "1. Maximum Peak Floor Acceleration as Damage Intensity Measure\n2. Maximum inter story drift 2.09%\n3. Median pipe joint rotation = 0.001-0.013 radians\n4. Maximum measured axial load for hangers=1.26 Kips and wire restrainers=0.34 kips", "peak_test_amplitude": "2.5g, PFA", "prior_damage": "", "prior_damage_repaired": "", "reference": "Jenkins-2016", "reviewer": "NIST", "size_class": "", "specimen": "83", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Pressure = 50 psi\nRiser pipe = 4 in diameter\nBranch pipe= 2 in diameter (update if necessary)\narmovers=1 in diameter\nPlenum depth varied from 12 in to 22 in\nHangers = 10mm (3/8 in) dia threaded rods\nBraces = 1 in schedule 40 pipes oriented at 45 degrees\nWire restrainers(splay wires) = 12 g wires @ 45 degrees\nBraces and Wire restrainers connected to concrete deck through 10 mm (3/8 in) Hilti KB-TZ expansion anchors\nThe gap between the sprinkler hed and ceiling tile was either 2 in or no gap. \nThe ceiling system looks like braced.", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Hanger band slip/drift along pipe", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 2.47, "governing_design_standard": "", "id": "exp1528a", "loading_protocol": "Parameters from the AC 156 [ICC, 2010] including, a story height ratio (z/h) of 0.5 and the design spectral \nresponse acceleration at short periods (SDS) of 2.5 g, were used to develop two targeted acceleration spectrum", "location": "University of Nevada, Reno Network for Earthquake Engineering Simulation\nsite", "material": "Steel", "notes": "1. Maximum Peak Floor Acceleration as Damage Intensity Measure\n2. Maximum inter story drift 2.09%\n3. Median pipe joint rotation = 0.001-0.013 radians\n4. Maximum measured axial load for hangers=1.26 Kips and wire restrainers=0.34 kips", "peak_test_amplitude": "2.5g, PFA", "prior_damage": "", "prior_damage_repaired": "", "reference": "Jenkins-2016", "reviewer": "NIST", "size_class": "", "specimen": "83", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Pressure = 50 psi\nRiser pipe = 4 in diameter\nBranch pipe= 2 in diameter (update if necessary)\narmovers=1 in diameter\nPlenum depth varied from 12 in to 22 in\nHangers = 10mm (3/8 in) dia threaded rods\nBraces = 1 in schedule 40 pipes oriented at 45 degrees\nWire restrainers(splay wires) = 12 g wires @ 45 degrees\nBraces and Wire restrainers connected to concrete deck through 10 mm (3/8 in) Hilti KB-TZ expansion anchors\nThe gap between the sprinkler hed and ceiling tile was either 2 in or no gap. \nThe ceiling system looks like braced.", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "damage to deck anchor location", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 2.47, "governing_design_standard": "", "id": "exp1529a", "loading_protocol": "Parameters from the AC 156 [ICC, 2010] including, a story height ratio (z/h) of 0.5 and the design spectral \nresponse acceleration at short periods (SDS) of 2.5 g, were used to develop two targeted acceleration spectrum", "location": "University of Nevada, Reno Network for Earthquake Engineering Simulation\nsite", "material": "Steel", "notes": "1. Maximum Peak Floor Acceleration as Damage Intensity Measure\n2. Maximum inter story drift 2.09%\n3. Median pipe joint rotation = 0.001-0.013 radians\n4. Maximum measured axial load for hangers=1.26 Kips and wire restrainers=0.34 kips", "peak_test_amplitude": "2.5g, PFA", "prior_damage": "", "prior_damage_repaired": "", "reference": "Jenkins-2016", "reviewer": "NIST", "size_class": "", "specimen": "83", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Pressure = 50 psi\nRiser pipe = 4 in diameter\nBranch pipe= 2 in diameter (update if necessary)\narmovers=1 in diameter\nPlenum depth varied from 12 in to 22 in\nHangers = 10mm (3/8 in) dia threaded rods\nBraces = 1 in schedule 40 pipes oriented at 45 degrees\nWire restrainers(splay wires) = 12 g wires @ 45 degrees\nBraces and Wire restrainers connected to concrete deck through 10 mm (3/8 in) Hilti KB-TZ expansion anchors\nThe gap between the sprinkler hed and ceiling tile was either 2 in or no gap. \nThe ceiling system looks like braced.", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Permanent deformation or complete failure of connection at wire restrainers", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 2.47, "governing_design_standard": "", "id": "exp1530a", "loading_protocol": "Parameters from the AC 156 [ICC, 2010] including, a story height ratio (z/h) of 0.5 and the design spectral \nresponse acceleration at short periods (SDS) of 2.5 g, were used to develop two targeted acceleration spectrum", "location": "University of Nevada, Reno Network for Earthquake Engineering Simulation\nsite", "material": "Steel", "notes": "1. Maximum Peak Floor Acceleration as Damage Intensity Measure\n2. Maximum inter story drift 2.09%\n3. Median pipe joint rotation = 0.001-0.013 radians\n4. Maximum measured axial load for hangers=1.26 Kips and wire restrainers=0.34 kips", "peak_test_amplitude": "2.5g, PFA", "prior_damage": "", "prior_damage_repaired": "", "reference": "Jenkins-2016", "reviewer": "NIST", "size_class": "", "specimen": "83", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Pressure = 50 psi\nRiser pipe = 4 in diameter\nBranch pipe= 2 in diameter (update if necessary)\narmovers=1 in diameter\nPlenum depth varied from 12 in to 22 in\nHangers = 10mm (3/8 in) dia threaded rods\nBraces = 1 in schedule 40 pipes oriented at 45 degrees\nWire restrainers(splay wires) = 12 g wires @ 45 degrees\nBraces and Wire restrainers connected to concrete deck through 10 mm (3/8 in) Hilti KB-TZ expansion anchors\nThe gap between the sprinkler hed and ceiling tile was either 2 in or no gap. \nThe ceiling system looks like braced.", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Complete rupture of braces", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 2.47, "governing_design_standard": "", "id": "exp1531a", "loading_protocol": "Parameters from the AC 156 [ICC, 2010] including, a story height ratio (z/h) of 0.5 and the design spectral \nresponse acceleration at short periods (SDS) of 2.5 g, were used to develop two targeted acceleration spectrum", "location": "University of Nevada, Reno Network for Earthquake Engineering Simulation\nsite", "material": "Steel", "notes": "1. Maximum Peak Floor Acceleration as Damage Intensity Measure\n2. Maximum inter story drift 2.09%\n3. Median pipe joint rotation = 0.001-0.013 radians\n4. Maximum measured axial load for hangers=1.26 Kips and wire restrainers=0.34 kips", "peak_test_amplitude": "2.5g, PFA", "prior_damage": "", "prior_damage_repaired": "", "reference": "Jenkins-2016", "reviewer": "NIST", "size_class": "", "specimen": "83", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Pressure = 50 psi\nRiser pipe = 4 in diameter\nBranch pipe= 2 in diameter (update if necessary)\narmovers=1 in diameter\nPlenum depth varied from 12 in to 22 in\nHangers = 10mm (3/8 in) dia threaded rods\nBraces = 1 in schedule 40 pipes oriented at 45 degrees\nWire restrainers(splay wires) = 12 g wires @ 45 degrees\nBraces and Wire restrainers connected to concrete deck through 10 mm (3/8 in) Hilti KB-TZ expansion anchors\nThe gap between the sprinkler hed and ceiling tile was either 2 in or no gap. \nThe ceiling system looks like braced.", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Tearing of ceiling tiles due to interaction between sprinkler heads", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 2.47, "governing_design_standard": "", "id": "exp1532a", "loading_protocol": "Parameters from the AC 156 [ICC, 2010] including, a story height ratio (z/h) of 0.5 and the design spectral \nresponse acceleration at short periods (SDS) of 2.5 g, were used to develop two targeted acceleration spectrum", "location": "University of Nevada, Reno Network for Earthquake Engineering Simulation\nsite", "material": "Steel", "notes": "1. Maximum Peak Floor Acceleration as Damage Intensity Measure\n2. Maximum inter story drift 2.09%\n3. Median pipe joint rotation = 0.001-0.013 radians\n4. Maximum measured axial load for hangers=1.26 Kips and wire restrainers=0.34 kips", "peak_test_amplitude": "2.5g, PFA", "prior_damage": "", "prior_damage_repaired": "", "reference": "Jenkins-2016", "reviewer": "NIST", "size_class": "", "specimen": "83", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Pressure = 50 psi\nRiser pipe = 4 in diameter\nBranch pipe= 2 in diameter (update if necessary)\narmovers=1 in diameter\nPlenum depth varied from 12 in to 22 in\nHangers = 10mm (3/8 in) dia threaded rods\nBraces = 1 in schedule 40 pipes oriented at 45 degrees\nWire restrainers(splay wires) = 12 g wires @ 45 degrees\nBraces and Wire restrainers connected to concrete deck through 10 mm (3/8 in) Hilti KB-TZ expansion anchors\nThe gap between the sprinkler hed and ceiling tile was either 2 in or no gap. \nThe ceiling system looks like braced.", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Loose/fallen sprinkler ring", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 2.47, "governing_design_standard": "", "id": "exp1533a", "loading_protocol": "Parameters from the AC 156 [ICC, 2010] including, a story height ratio (z/h) of 0.5 and the design spectral \nresponse acceleration at short periods (SDS) of 2.5 g, were used to develop two targeted acceleration spectrum", "location": "University of Nevada, Reno Network for Earthquake Engineering Simulation\nsite", "material": "Steel", "notes": "1. Maximum Peak Floor Acceleration as Damage Intensity Measure\n2. Maximum inter story drift 2.09%\n3. Median pipe joint rotation = 0.001-0.013 radians\n4. Maximum measured axial load for hangers=1.26 Kips and wire restrainers=0.34 kips", "peak_test_amplitude": "2.5g, PFA", "prior_damage": "", "prior_damage_repaired": "", "reference": "Jenkins-2016", "reviewer": "NIST", "size_class": "", "specimen": "83", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 5.398, "comp_description": "galvanized steel pipes, Nominal 1\" dia, OD=1.34\", Thickness=0.13\", water pressure 92psi, threaded fittings", "comp_detail": "Threaded joint", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "suddenly lost pressure due to a damaged thread of the fitting, leakage", "ds_rank": null, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.02356, "governing_design_standard": "", "id": "exp1534a", "loading_protocol": "Four point flexural cyclic tests", "location": "Taiwan", "material": "Steel", "notes": "DSI = Leakage rotation\nADSI=Moment at Leakage\nPure shear test, shear failure= 3.405 kips", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Lin-2016", "reviewer": "NIST", "size_class": "1 inch diameter", "specimen": "84", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Force, bending", "alt_edp_unit": "k-in", "alt_edp_value": 54.7, "comp_description": "galvanized steel pipes, Nominal 1\" dia, OD=1.34\", Thickness=0.13\", water pressure 92psi, Flexible coupling fittings", "comp_detail": "Grooved coupling", "component": "D.40.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "leakage", "ds_rank": null, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.32114, "governing_design_standard": "", "id": "exp1535a", "loading_protocol": "Four point flexural cyclic tests", "location": "Taiwan", "material": "Steel", "notes": "DSI = Leakage rotation\nADSI=Moment at Leakage", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Lin-2016", "reviewer": "NIST", "size_class": "1 inch diameter", "specimen": "84", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "galvanized steel pipes, 6\" Main cross pipe, 2\" branch pipe, 1-1/4\" branch pipe, 1\" drop,\nsprinkler head interacting with suspended ceiling panels. the screwed fitting of a 1\u201d drop at the tee branch (OC)", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "the screwed fitting of a 1\u201d drop at the tee branch damaged (100%IM)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.67, "governing_design_standard": "", "id": "exp1536a", "loading_protocol": "Motion to simulate the floor response in the hospital during the Jiashian earthquake", "location": "Taiwan", "material": "Steel", "notes": "DSI = PFA\nPFA assumed to be equal to input motion because of the rigid steel frame\nNatural frequency = 1.95 Hz\nMax 6\" main cross pipe acc=1.157g\nMax 1\" pipe drop acc=2g (max capacity of accelerometer)\nMax 6\" main cross pipe disp = 7.67\"\nMax 1\" pipe drop disp= 3\"", "peak_test_amplitude": "Max acc=0.67g (X-axis), 0.63g(Y-axis) at the steel frame", "prior_damage": "", "prior_damage_repaired": "", "reference": "Lin-2016", "reviewer": "NIST", "size_class": "", "specimen": "84", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "galvanized steel pipes, 6\" Main cross pipe, 2\" branch pipe, 1-1/4\" branch pipe, 1\" drop,\nsprinkler head interacting with suspended ceiling panels. coupling near Tee branch of a 1\u201d drop at the tee branch (CT)", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "the coupling near Tee branch of a 1\u201d drop at the tee branch damaged (100%IM)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.67, "governing_design_standard": "", "id": "exp1537a", "loading_protocol": "Motion to simulate the floor response in the hospital during the Jiashian earthquake", "location": "Taiwan", "material": "Steel", "notes": "DSI = PFA\nPFA assumed to be equal to input motion because of the rigid steel frame", "peak_test_amplitude": "Max acc=0.67g (X-axis), 0.63g(Y-axis) at the steel frame", "prior_damage": "", "prior_damage_repaired": "", "reference": "Lin-2016", "reviewer": "NIST", "size_class": "", "specimen": "84", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "galvanized steel pipes, 6\" Main cross pipe, 2\" branch pipe, 1-1/4\" branch pipe, 1\" drop,\nsprinkler head interacting with suspended ceiling panels. coupling between Tee branch and partition wall of a 1\u201d drop (CB)", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "the coupling between Tee branch and partition wall of a 1\u201d drop at the tee branch damaged (100%IM)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.67, "governing_design_standard": "", "id": "exp1538a", "loading_protocol": "Motion to simulate the floor response in the hospital during the Jiashian earthquake", "location": "Taiwan", "material": "Steel", "notes": "DSI = PFA\nPFA assumed to be equal to input motion because of the rigid steel frame", "peak_test_amplitude": "Max acc=0.67g (X-axis), 0.63g(Y-axis) at the steel frame", "prior_damage": "", "prior_damage_repaired": "", "reference": "Lin-2016", "reviewer": "NIST", "size_class": "", "specimen": "84", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "galvanized steel pipes, 6\" Main cross pipe, 2\" branch pipe, 1-1/4\" branch pipe, 1\" drop,\nsprinkler head interacting with suspended ceiling panels. Flexible hose between Tee branch and partition wall of a 1\u201d drop. (FH)", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Only ceiling boards failed", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.255, "governing_design_standard": "", "id": "exp1539a", "loading_protocol": "Motion to verify whether seismic restraint devices\nsatisfy the requirement of the building code in Taiwan", "location": "Taiwan", "material": "Steel", "notes": "DSI = PFA\nPFA assumed to be equal to input motion because of the rigid steel frame", "peak_test_amplitude": "Max acc=1.56g (X-axis), 1.56g (Y-axis) at the steel frame", "prior_damage": "", "prior_damage_repaired": "", "reference": "Lin-2016", "reviewer": "NIST", "size_class": "", "specimen": "84", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "galvanized steel pipes, 6\" Main cross pipe, 2\" branch pipe, 1-1/4\" branch pipe, 1\" drop,\nsprinkler head interacting with suspended ceiling panels. Flexible hose between Tee branch and partition wall of a 1\u201d drop and double braces on main pipe (DBF)", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Leakage happened at the 1\" drop at tee branch", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.396, "governing_design_standard": "", "id": "exp1540a", "loading_protocol": "Motion to verify whether seismic restraint devices\nsatisfy the requirement of the building code in Taiwan", "location": "Taiwan", "material": "Steel", "notes": "DSI = PFA\nPFA assumed to be equal to input motion because of the rigid steel frame\nNatural frequency = 5.47 Hz\nMax 6\" main cross pipe disp = 2.07\"\nMax 1\" pipe drop disp= 1.28\"", "peak_test_amplitude": "Max acc=1.56g (X-axis), 1.56g (Y-axis) at the steel frame", "prior_damage": "", "prior_damage_repaired": "", "reference": "Lin-2016", "reviewer": "NIST", "size_class": "", "specimen": "84", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Height of the pipe system = 3 m (9.84 ft)\nVertical pipe system with two-90 degree elbows and one Tee joint\nOuter diamater = 100mm (4\")\nPipe connections were located within 305 mm (1 ft ) from the floor and 610 mm (2 ft) from the ceiling.\nthe distance between riser pipe and a 4-way brace is within 7.6 m.\nSpecimen SP01 with Pressure joints (used in Korea)\nPipe material SUS 304 (KS D 3595) with:\nElastic Modulus = 193000 MPa\nPoisson's ratio = 0.29\nYield Strength = 283 MPa\nTensile Strength = 631 MPa\nElongation = 56 %\nWater pressure = 2 Mpa ( 290 psi)\nRISER", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "The visual inspection performed after the test showed no external deformation, water leak, crack, component separation, and damage in the test specimens.", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp1541a", "loading_protocol": "static cyclic loading test was conducted ten times using a sine wave for the allowable side sway as per the ASCE 7\u201316 for all structures,\nLoading control: Displacement control \nLoading cycles: Sinusoidal, 10 cycles\nLoading displacement: \u00b1 60 mm,\nLoading velocity: 20 mm/min", "location": "Republic of Korea", "material": "Steel", "notes": "Interstory drift as DSI", "peak_test_amplitude": "2% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Kim-2021", "reviewer": "NIST", "size_class": "", "specimen": "85", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Height of the pipe system = 3 m (9.84 ft)\nVertical pipe system with two-90 degree elbows and one Tee joint\nOuter diamater = 100mm (4\")\nPipe connections were located within 305 mm (1 ft ) from the floor and 610 mm (2 ft) from the ceiling.\nthe distance between riser pipe and a 4-way brace is within 7.6 m.\nSpecimen SP01 with Pressure joints (used in Korea)\nPipe material SUS 304 (KS D 3595) with:\nElastic Modulus = 193000 MPa\nPoisson's ratio = 0.29\nYield Strength = 283 MPa\nTensile Strength = 631 MPa\nElongation = 56 %\nWater pressure = 2 Mpa ( 290 psi)\nTEE-JOINT", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "The visual inspection performed after the test showed no external deformation, water leak, crack, component separation, and damage in the test specimens.", "ds_rank": null, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.011345, "governing_design_standard": "", "id": "exp1542a", "loading_protocol": "static cyclic loading test was conducted ten times using a sine wave for the allowable side sway as per the ASCE 7\u201316 for all structures,\nLoading control: Displacement control \nLoading cycles: Sinusoidal, 10 cycles\nLoading displacement: \u00b1 60 mm,\nLoading velocity: 20 mm/min", "location": "Republic of Korea", "material": "Steel", "notes": "Joint rotation as DSI", "peak_test_amplitude": "2% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Kim-2021", "reviewer": "NIST", "size_class": "", "specimen": "85", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Height of the pipe system = 3 m (9.84 ft)\nVertical pipe system with two-90 degree elbows and one Tee joint\nOuter diamater = 100mm (4\")\nPipe connections were located within 305 mm (1 ft ) from the floor and 610 mm (2 ft) from the ceiling.\nthe distance between riser pipe and a 4-way brace is within 7.6 m.\nSpecimen SP01 with Pressure joints (used in Korea)\nPipe material SUS 304 (KS D 3595) with:\nElastic Modulus = 193000 MPa\nPoisson's ratio = 0.29\nYield Strength = 283 MPa\nTensile Strength = 631 MPa\nElongation = 56 %\nWater pressure = 2 Mpa ( 290 psi)\nELBOW JOINT1", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "The visual inspection performed after the test showed no external deformation, water leak, crack, component separation, and damage in the test specimens.", "ds_rank": null, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.03543, "governing_design_standard": "", "id": "exp1543a", "loading_protocol": "static cyclic loading test was conducted ten times using a sine wave for the allowable side sway as per the ASCE 7\u201316 for all structures,\nLoading control: Displacement control \nLoading cycles: Sinusoidal, 10 cycles\nLoading displacement: \u00b1 60 mm,\nLoading velocity: 20 mm/min", "location": "Republic of Korea", "material": "Steel", "notes": "Joint rotation as DSI", "peak_test_amplitude": "2% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Kim-2021", "reviewer": "NIST", "size_class": "", "specimen": "85", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Height of the pipe system = 3 m (9.84 ft)\nVertical pipe system with two-90 degree elbows and one Tee joint\nOuter diamater = 100mm (4\")\nPipe connections were located within 305 mm (1 ft ) from the floor and 610 mm (2 ft) from the ceiling.\nthe distance between riser pipe and a 4-way brace is within 7.6 m.\nSpecimen SP01 with Pressure joints (used in Korea)\nPipe material SUS 304 (KS D 3595) with:\nElastic Modulus = 193000 MPa\nPoisson's ratio = 0.29\nYield Strength = 283 MPa\nTensile Strength = 631 MPa\nElongation = 56 %\nWater pressure = 2 Mpa ( 290 psi)\nELBOW JOINT2", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "The visual inspection performed after the test showed no external deformation, water leak, crack, component separation, and damage in the test specimens.", "ds_rank": null, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.012043, "governing_design_standard": "", "id": "exp1544a", "loading_protocol": "static cyclic loading test was conducted ten times using a sine wave for the allowable side sway as per the ASCE 7\u201316 for all structures,\nLoading control: Displacement control \nLoading cycles: Sinusoidal, 10 cycles\nLoading displacement: \u00b1 60 mm,\nLoading velocity: 20 mm/min", "location": "Republic of Korea", "material": "Steel", "notes": "Joint rotation as DSI", "peak_test_amplitude": "2% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Kim-2021", "reviewer": "NIST", "size_class": "", "specimen": "85", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Height of the pipe system = 3 m (9.84 ft)\nVertical pipe system with two-90 degree elbows and one Tee joint\nOuter diamater = 100mm (4\")\nPipe connections were located within 305 mm (1 ft ) from the floor and 610 mm (2 ft) from the ceiling.\nthe distance between riser pipe and a 4-way brace is within 7.6 m.\nSpecimen SP02 with Grooved joints\nPipe material SUS 304 (KS D 3576) with:\nElastic Modulus = 193000 MPa\nPoisson's ratio = 0.29\nYield Strength = 309 MPa\nTensile Strength = 719 MPa\nElongation = 60 %\nWater pressure = 2 Mpa ( 290 psi)\nRISER", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "The visual inspection performed after the test showed no external deformation, water leak, crack, component separation, and damage in the test specimens.", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp1545a", "loading_protocol": "static cyclic loading test was conducted ten times using a sine wave for the allowable side sway as per the ASCE 7\u201316 for all structures,\nLoading control: Displacement control \nLoading cycles: Sinusoidal, 10 cycles\nLoading displacement: \u00b1 60 mm,\nLoading velocity: 20 mm/min", "location": "Republic of Korea", "material": "Steel", "notes": "Interstory drift as DSI", "peak_test_amplitude": "2% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Kim-2021", "reviewer": "NIST", "size_class": "", "specimen": "85", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Height of the pipe system = 3 m (9.84 ft)\nVertical pipe system with two-90 degree elbows and one Tee joint\nOuter diamater = 100mm (4\")\nPipe connections were located within 305 mm (1 ft ) from the floor and 610 mm (2 ft) from the ceiling.\nthe distance between riser pipe and a 4-way brace is within 7.6 m.\nSpecimen SP02 with Grooved joints\nPipe material SUS 304 (KS D 3576) with:\nElastic Modulus = 193000 MPa\nPoisson's ratio = 0.29\nYield Strength = 309 MPa\nTensile Strength = 719 MPa\nElongation = 60 %\nWater pressure = 2 Mpa ( 290 psi)\nTEE JOINT", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "The visual inspection performed after the test showed no external deformation, water leak, crack, component separation, and damage in the test specimens.", "ds_rank": null, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.012217, "governing_design_standard": "", "id": "exp1546a", "loading_protocol": "static cyclic loading test was conducted ten times using a sine wave for the allowable side sway as per the ASCE 7\u201316 for all structures,\nLoading control: Displacement control \nLoading cycles: Sinusoidal, 10 cycles\nLoading displacement: \u00b1 60 mm,\nLoading velocity: 20 mm/min", "location": "Republic of Korea", "material": "Steel", "notes": "Joint rotation as DSI", "peak_test_amplitude": "2% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Kim-2021", "reviewer": "NIST", "size_class": "", "specimen": "85", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Height of the pipe system = 3 m (9.84 ft)\nVertical pipe system with two-90 degree elbows and one Tee joint\nOuter diamater = 100mm (4\")\nPipe connections were located within 305 mm (1 ft ) from the floor and 610 mm (2 ft) from the ceiling.\nthe distance between riser pipe and a 4-way brace is within 7.6 m.\nSpecimen SP02 with Grooved joints\nPipe material SUS 304 (KS D 3576) with:\nElastic Modulus = 193000 MPa\nPoisson's ratio = 0.29\nYield Strength = 309 MPa\nTensile Strength = 719 MPa\nElongation = 60 %\nWater pressure = 2 Mpa ( 290 psi)\nELBOW JOINT1", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "The visual inspection performed after the test showed no external deformation, water leak, crack, component separation, and damage in the test specimens.", "ds_rank": null, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.03194, "governing_design_standard": "", "id": "exp1547a", "loading_protocol": "static cyclic loading test was conducted ten times using a sine wave for the allowable side sway as per the ASCE 7\u201316 for all structures,\nLoading control: Displacement control \nLoading cycles: Sinusoidal, 10 cycles\nLoading displacement: \u00b1 60 mm,\nLoading velocity: 20 mm/min", "location": "Republic of Korea", "material": "Steel", "notes": "Joint rotation as DSI", "peak_test_amplitude": "2% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Kim-2021", "reviewer": "NIST", "size_class": "", "specimen": "85", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Height of the pipe system = 3 m (9.84 ft)\nVertical pipe system with two-90 degree elbows and one Tee joint\nOuter diamater = 100mm (4\")\nPipe connections were located within 305 mm (1 ft ) from the floor and 610 mm (2 ft) from the ceiling.\nthe distance between riser pipe and a 4-way brace is within 7.6 m.\nSpecimen SP02 with Grooved joints\nPipe material SUS 304 (KS D 3576) with:\nElastic Modulus = 193000 MPa\nPoisson's ratio = 0.29\nYield Strength = 309 MPa\nTensile Strength = 719 MPa\nElongation = 60 %\nWater pressure = 2 Mpa ( 290 psi)\nELBOW JOINT2", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "The visual inspection performed after the test showed no external deformation, water leak, crack, component separation, and damage in the test specimens.", "ds_rank": null, "edp_metric": "Joint Rotation", "edp_unit": "Radians", "edp_value": 0.017104, "governing_design_standard": "", "id": "exp1548a", "loading_protocol": "static cyclic loading test was conducted ten times using a sine wave for the allowable side sway as per the ASCE 7\u201316 for all structures,\nLoading control: Displacement control \nLoading cycles: Sinusoidal, 10 cycles\nLoading displacement: \u00b1 60 mm,\nLoading velocity: 20 mm/min", "location": "Republic of Korea", "material": "Steel", "notes": "Joint rotation as DSI", "peak_test_amplitude": "2% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Kim-2021", "reviewer": "NIST", "size_class": "", "specimen": "85", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Pop rivet failure", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1549a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-1 (1-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "grid latch failure", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.99, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1550a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Pop rivet failure", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-1 (1-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Pop rivet failure", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.04, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1551a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-1 (2-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Panel tearing aroung sprinkler heads, grid latch failure", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.24, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1552a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Pop rivet failure", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-1 (2-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "grid buckling, grid connection failure", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.52, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1553a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Panel tearing aroung sprinkler heads, grid latch failure, Pop rivet failure", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-1 (2-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Panel misalignment, falling panels,damage to panels around sprinkler heads, seismic clip damage, grid latch damage, grid connection failure", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.01, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1554a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_TestBed-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "NL-3 (22-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in seismic clips and wall angles", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.76, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1555a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-2 (3-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in grid latches", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.1, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1556a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage in seismic clips and wall angles", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-2 (3-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Falling of panels", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.28, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1557a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage in seismic clips and wall angles, Damage in grid latches", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-2 (3-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage (tearing) in panels around sprinkler heads", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.39, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1558a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage in seismic clips and wall angles, Damage in grid latches, Falling of panels", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-2 (3-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in seismic clips and wall angles", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.72, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1559a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-2 (4-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Falling of panels, Damage (tearing) in panels around sprinkler heads", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.0, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1560a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage in seismic clips and wall angles", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-2 (4-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in grid latches", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.23, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1561a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage in seismic clips and wall angles, Falling of panels, Damage (tearing) in panels around sprinkler heads", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-2 (4-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Misalignment of panels, Failure of grid connections", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.48, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1562a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage in seismic clips and wall angles, Falling of panels, Damage (tearing) in panels around sprinkler heads, Damage in grid latches", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-2 (4-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in seismic clips and wall angles", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.42, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1563a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-3 (5-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage (tearing) in panels around sprinkler heads", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1564a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage in seismic clips and wall angles", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-3 (5-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in grid latches", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.94, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1565a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage in seismic clips and wall angles, Damage (tearing) in panels around sprinkler heads", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-3 (5-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure of grid connections", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.16, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1566a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage in seismic clips and wall angles, Damage (tearing) in panels around sprinkler heads, Damage in grid latches", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-3 (5-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Falling of panels, Damage (tearing) in panels around sprinkler heads, Damage in seismic clips and wall angles, Damage in grid latches", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.04, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1567a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-3 (6-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure of grid connections", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.65, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1568a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Falling of panels, Damage (tearing) in panels around sprinkler heads, Damage in seismic clips and wall angles, Damage in grid latches", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-3 (6-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Misalignment of panels", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 2.27, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1569a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Falling of panels, Damage (tearing) in panels around sprinkler heads, Damage in seismic clips and wall angles, Damage in grid latches, Failure of grid connections", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-3 (6-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure of pop rivets, Failure of grid connections", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.46, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1570a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-5 (7-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in seismic clips and wall angles", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.56, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1571a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-5 (8-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in grid latches", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.89, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1572a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage in seismic clips and wall angles", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-5 (8-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage (tearing) in panels around sprinkler heads", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.58, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1573a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage in seismic clips and wall angles, Damage in grid latches", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-5 (8-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage (tearing) in panels around sprinkler heads, Damage in grid latches", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.18, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1574a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-5 (9-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage (tearing) in panels around sprinkler heads, Damage in grid latches", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.98, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1575a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-5 (10-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Falling of panels, Damage in seismic clips and wall angles", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.55, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1576a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage (tearing) in panels around sprinkler heads, Damage in grid latches", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-5 (10-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage (tearing) in panels around sprinkler heads, Damage in grid latches", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1577a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-6 (11-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage (tearing) in panels around sprinkler heads", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.93, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1578a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-6 (12-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage (tearing) in panels around sprinkler heads", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.09, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1579a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Medium-weight (2 - 4 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-6 (13-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in seismic clips and wall angles", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.74, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1580a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Medium-weight (2 - 4 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-6 (14-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Falling of panels, Damage (tearing) in panels around sprinkler heads, Damage in grid latches, Failure of grid connections", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.54, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1581a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Medium-weight (2 - 4 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage in seismic clips and wall angles", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-6 (14-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Misalignment of panels", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 2.43, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1582a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Medium-weight (2 - 4 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage in seismic clips and wall angles, Falling of panels, Damage (tearing) in panels around sprinkler heads, Damage in grid latches, Failure of grid connections", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "L-6 (14-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure of grid connections, Unseating of grids and damage in wall angles", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.06, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1583a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "NL-1 (15-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in seismic clips and wall angles", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.94, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1584a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "NL-1 (16-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Misalignment of panels, Falling of panels", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.06, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1585a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage in seismic clips and wall angles", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "NL-1 (16-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure of grid connections", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.26, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1586a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage in seismic clips and wall angles, Misalignment of panels, Falling of panels", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "NL-1 (16-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage (tearing) in panels around sprinkler heads", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.05, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1587a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "NL-1 (17-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure of grid connections, Unseating of grids and damage in wall angles", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.28, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1588a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage (tearing) in panels around sprinkler heads", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "NL-1 (17-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Falling of panels, Damage in grid latches", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.41, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1589a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage (tearing) in panels around sprinkler heads, Failure of grid connections, Unseating of grids and damage in wall angles", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "NL-1 (17-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage (tearing) in panels around sprinkler heads, Damage in seismic clips and wall angles", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.96, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1590a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "NL-1 (18-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in grid latches, Failure of grid connections", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.41, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1591a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "Damage (tearing) in panels around sprinkler heads, Damage in seismic clips and wall angles", "prior_damage_repaired": "No", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "NL-1 (18-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage (tearing) in panels around sprinkler heads, Failure of pop rivets, Damage in grid latches, Unseating of grids and damage in wall angles", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.92, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1592a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "NL-2 (19-1)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage (tearing) in panels around sprinkler heads, Failure of pop rivets, Damage in grid latches", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.21, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1593a", "loading_protocol": "", "location": "Nevada", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "Motions generated using an analytical procedure. The AC156 spectrum with the maximum parameters of ARIG-H=2.0g, AFLX-H=4.0g, SDS=2.5g, and z/h=0.5 was considered as the target spectrum for the full-scale motion.", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rahmanishamsi_CPP_DamageStates-2014", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "NL-2 (20-2)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n- Joints at the perimeter : Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Drop of gypsum dust", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0035, "governing_design_standard": "", "id": "exp1594a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n- Joints at the perimeter : Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Detachment of joint tape", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0035, "governing_design_standard": "", "id": "exp1595a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Drop of gypsum dust", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n- Joints at the perimeter : Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Crack in joints", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0048, "governing_design_standard": "", "id": "exp1596a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment of joint tape", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n- Joints at the perimeter : Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Detachment between indoor partition walls and surrounding structural elements (\u22645 mm)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0097, "governing_design_standard": "", "id": "exp1597a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Crack in joints", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n- Joints at the perimeter : Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0134, "governing_design_standard": "", "id": "exp1598a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment between indoor partition walls and surrounding structural elements (\u22645 mm)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n- Joints at the perimeter : Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Corner crushing of panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0139, "governing_design_standard": "", "id": "exp1599a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n- Joints at the perimeter : Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of dowels (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.014, "governing_design_standard": "", "id": "exp1600a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Corner crushing of panels", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n- Joints at the perimeter : Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Detachment between indoor partition walls and surrounding structural elements (>5 mm)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0182, "governing_design_standard": "", "id": "exp1601a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of dowels (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n- Joints at the perimeter : Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of dowels (>5%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0191, "governing_design_standard": "", "id": "exp1602a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment between indoor partition walls and surrounding structural elements (>5 mm)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n- Joints at the perimeter : Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0196, "governing_design_standard": "", "id": "exp1603a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of dowels (>5%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n- Joints at the perimeter : Glass fiber tape with an alkaline\u2010resistant coating fixed with gypsumbased plaster\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Out\u2010of\u2010plane collapse of panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0285, "governing_design_standard": "", "id": "exp1604a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Drop of gypsum dust", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0022, "governing_design_standard": "", "id": "exp1605a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Detachment of joint tape", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0022, "governing_design_standard": "", "id": "exp1606a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Drop of gypsum dust", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0096, "governing_design_standard": "", "id": "exp1607a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment of joint tape", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of dowels (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0098, "governing_design_standard": "", "id": "exp1608a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Detachment between indoor partition walls and surrounding structural elements (\u22645 mm)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0098, "governing_design_standard": "", "id": "exp1609a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of dowels (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Detachment between indoor partition walls and surrounding structural elements (>5 mm)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.014, "governing_design_standard": "", "id": "exp1610a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment between indoor partition walls and surrounding structural elements (\u22645 mm)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.014, "governing_design_standard": "", "id": "exp1611a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment between indoor partition walls and surrounding structural elements (>5 mm)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of dowels (>5%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.014, "governing_design_standard": "", "id": "exp1612a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Corner crushing of panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0201, "governing_design_standard": "", "id": "exp1613a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of dowels (>5%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Out\u2010of\u2010plane collapse of panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0284, "governing_design_standard": "", "id": "exp1614a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Corner crushing of panels", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Drop of gypsum dust", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0028, "governing_design_standard": "", "id": "exp1615a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Detachment of joint tape", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0028, "governing_design_standard": "", "id": "exp1616a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Drop of gypsum dust", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of dowels (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0097, "governing_design_standard": "", "id": "exp1617a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment of joint tape", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Detachment between indoor partition walls and surrounding structural elements (\u22645 mm)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0101, "governing_design_standard": "", "id": "exp1618a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of dowels (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Detachment between indoor partition walls and surrounding structural elements (>5 mm)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0143, "governing_design_standard": "", "id": "exp1619a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment between indoor partition walls and surrounding structural elements (\u22645 mm)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0143, "governing_design_standard": "", "id": "exp1620a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment between indoor partition walls and surrounding structural elements (>5 mm)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0143, "governing_design_standard": "", "id": "exp1621a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of dowels (>5%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0143, "governing_design_standard": "", "id": "exp1622a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Corner crushing of panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp1623a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of dowels (>5%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Wall out\u2010of\u2010plane collapse", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0261, "governing_design_standard": "", "id": "exp1624a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Corner crushing of panels", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 300 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Drop of gypsum dust", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0065, "governing_design_standard": "", "id": "exp1625a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 300 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Detachment of joint tape", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0065, "governing_design_standard": "", "id": "exp1626a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Drop of gypsum dust", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 300 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Detachment between indoor partition walls and surrounding structural elements (\u22645 mm)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0072, "governing_design_standard": "", "id": "exp1627a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment of joint tape", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 300 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0102, "governing_design_standard": "", "id": "exp1628a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment between indoor partition walls and surrounding structural elements (\u22645 mm)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 300 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of dowels (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0102, "governing_design_standard": "", "id": "exp1629a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 300 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Detachment between indoor partition walls and surrounding structural elements (>5 mm)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0145, "governing_design_standard": "", "id": "exp1630a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of dowels (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 300 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0145, "governing_design_standard": "", "id": "exp1631a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment between indoor partition walls and surrounding structural elements (>5 mm)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 300 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of dowels (>5%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0145, "governing_design_standard": "", "id": "exp1632a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 300 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Wall out\u2010of\u2010plane collapse", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0266, "governing_design_standard": "", "id": "exp1633a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of dowels (>5%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick gypsum\u2010fiber boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Drop of gypsum dust", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0051, "governing_design_standard": "", "id": "exp1634a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick gypsum\u2010fiber boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Detachment of joint tape", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0051, "governing_design_standard": "", "id": "exp1635a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Drop of gypsum dust", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick gypsum\u2010fiber boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Detachment between indoor partition walls and surrounding structural elements (\u22645 mm)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0072, "governing_design_standard": "", "id": "exp1636a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment of joint tape", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick gypsum\u2010fiber boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of dowels (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0102, "governing_design_standard": "", "id": "exp1637a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment between indoor partition walls and surrounding structural elements (\u22645 mm)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick gypsum\u2010fiber boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of dowels (>5%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0132, "governing_design_standard": "", "id": "exp1638a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of dowels (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick gypsum\u2010fiber boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0143, "governing_design_standard": "", "id": "exp1639a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of dowels (>5%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick gypsum\u2010fiber boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crack in panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0143, "governing_design_standard": "", "id": "exp1640a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick gypsum\u2010fiber boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Detachment between indoor partition walls and surrounding structural elements (>5 mm)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0143, "governing_design_standard": "", "id": "exp1641a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Crack in panels", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick gypsum\u2010fiber boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0201, "governing_design_standard": "", "id": "exp1642a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment between indoor partition walls and surrounding structural elements (>5 mm)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick gypsum\u2010fiber boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed\n11. Vertical connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Wall out\u2010of\u2010plane collapse", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0201, "governing_design_standard": "", "id": "exp1643a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Fixed", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Drop of gypsum dust", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.011, "governing_design_standard": "", "id": "exp1644a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Fixed", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of dowels (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0152, "governing_design_standard": "", "id": "exp1645a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Drop of gypsum dust", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Fixed", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0193, "governing_design_standard": "", "id": "exp1646a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of dowels (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Fixed", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Corner crushing of panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0209, "governing_design_standard": "", "id": "exp1647a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Fixed", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crack in panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0286, "governing_design_standard": "", "id": "exp1648a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Corner crushing of panels", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Fixed", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0286, "governing_design_standard": "", "id": "exp1649a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Crack in panels", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Fixed", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Out\u2010of\u2010plane collapse of panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0374, "governing_design_standard": "", "id": "exp1650a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Drop of gypsum dust", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0137, "governing_design_standard": "", "id": "exp1651a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp1652a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Drop of gypsum dust", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.021, "governing_design_standard": "", "id": "exp1653a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Corner crushing of panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0282, "governing_design_standard": "", "id": "exp1654a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Out\u2010of\u2010plane collapse of panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0747, "governing_design_standard": "", "id": "exp1655a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Corner crushing of panels", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Drop of gypsum dust", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0136, "governing_design_standard": "", "id": "exp1656a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#8", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0153, "governing_design_standard": "", "id": "exp1657a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Drop of gypsum dust", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#8", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Corner crushing of panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0211, "governing_design_standard": "", "id": "exp1658a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#8", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0211, "governing_design_standard": "", "id": "exp1659a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Corner crushing of panels", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#8", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of dowels (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0375, "governing_design_standard": "", "id": "exp1660a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#8", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of dowels (>5%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0375, "governing_design_standard": "", "id": "exp1661a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of dowels (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#8", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crack in panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0471, "governing_design_standard": "", "id": "exp1662a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of dowels (>5%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#8", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is surrounded by structural elements on all sides\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding\n11. Vertical connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Out\u2010of\u2010plane collapse of panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0563, "governing_design_standard": "", "id": "exp1663a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Crack in panels", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#8", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Drop of gypsum dust", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0051, "governing_design_standard": "", "id": "exp1664a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#9", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Detachment of joint tape", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0051, "governing_design_standard": "", "id": "exp1665a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Drop of gypsum dust", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#9", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local plastic deformations of studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0135, "governing_design_standard": "", "id": "exp1666a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment of joint tape", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#9", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0144, "governing_design_standard": "", "id": "exp1667a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Local plastic deformations of studs", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#9", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0204, "governing_design_standard": "", "id": "exp1668a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#9", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crack in panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0292, "governing_design_standard": "", "id": "exp1669a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#9", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Detachment between indoor partition walls and outdoor fa\u00e7ade walls", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0378, "governing_design_standard": "", "id": "exp1670a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Crack in panels", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#9", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Drop of gypsum dust", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0072, "governing_design_standard": "", "id": "exp1671a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#10", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Detachment of joint tape", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0072, "governing_design_standard": "", "id": "exp1672a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Drop of gypsum dust", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#10", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local plastic deformations of studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0142, "governing_design_standard": "", "id": "exp1673a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment of joint tape", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#10", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0144, "governing_design_standard": "", "id": "exp1674a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Local plastic deformations of studs", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#10", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.021, "governing_design_standard": "", "id": "exp1675a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#10", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Fixed", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Detachment between indoor partition walls and outdoor fa\u00e7ade walls", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0377, "governing_design_standard": "", "id": "exp1676a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#10", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Drop of gypsum dust", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0047, "governing_design_standard": "", "id": "exp1677a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#11", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Detachment of joint tape", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0047, "governing_design_standard": "", "id": "exp1678a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Drop of gypsum dust", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#11", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local plastic deformations of studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0102, "governing_design_standard": "", "id": "exp1679a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment of joint tape", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#11", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Rupture of panel portions (>50 cm2)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0142, "governing_design_standard": "", "id": "exp1680a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Local plastic deformations of studs", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#11", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0151, "governing_design_standard": "", "id": "exp1681a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Rupture of panel portions (>50 cm2)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#11", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp1682a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#11", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Detachment between indoor partition walls and outdoor fa\u00e7ade walls", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0299, "governing_design_standard": "", "id": "exp1683a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#11", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Drop of gypsum dust", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp1684a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#12", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Detachment of joint tape", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp1685a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Drop of gypsum dust", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#12", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0101, "governing_design_standard": "", "id": "exp1686a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Detachment of joint tape", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#12", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local plastic deformations of studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0102, "governing_design_standard": "", "id": "exp1687a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (\u22645%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#12", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. 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The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0147, "governing_design_standard": "", "id": "exp1689a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Rupture of panel portions (>50 cm2)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#12", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The indoor partition wall is connected at its ends with transversal outdoor fa\u00e7ade walls, top and bottom with structure\n2. Wall dimensions: 2400 mm Long, 2700 mm High, and 125 mm Thick\n3. Lightweight steel profiles: \n- Steel grade (DX51D+Z), \n- Studs (75mmx50mmx7.5mmx0.6mm) - (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 outside\u2010to\u2010outside lip size \u00d7 thickness), \n- Tracks 75 \u00d7 40 \u00d7 0.6 mm (outside\u2010to\u2010outside web depth \u00d7 outside\u2010to\u2010outside flange size \u00d7 thickness) unlipped channel sections\n4. Stud spacing: 600 mm\n5. Sheathing panels: Double layer of 12.5\u2010mm\u2010thick standard gypsum boards for each wall face\n6. Frame fixings: Punching\n7. Panel-to-frame fixings: \n- 3.5 \u00d7 25 mm (nominal diameter \u00d7 shank length) bugle head phosphated self\u2010piercing screws spaced at\n700 mm on center for the installation of the internal panel laye, \n- 3.5 \u00d7 35\u2010mm bugle head phosphated self\u2010piercing screws spaced at 250 mm on center for the installation\nof the external panel layer\n8. Joint finishing: \n- Joints in the field: paper tape fixed with gypsum\u2010based plaster\n- Joints at the perimeter : self\u2010adhesive paper tape\n9. Wall\u2010to\u2010surrounding structural element connections: 6 \u00d7 35 mm (drilling hole diameter \u00d7 minimum anchorage length) plastic dowels for fixed connections or 8 \u00d7 80\u2010mm plastic dowels for sliding connections, spaced at 500 mm on center at the wall top and bottom and 600 mm on center at the wall ends\n10. Horizontal connection: Sliding", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Detachment between indoor partition walls and outdoor fa\u00e7ade walls", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0296, "governing_design_standard": "", "id": "exp1690a", "loading_protocol": "FEMA 461: maximum interstory drift of 8.40%", "location": "University of Naples, Italy", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "8.4% drift of specimen", "prior_damage": "Collapse of panel\u2010to\u2010frame fixings (>5%)", "prior_damage_repaired": "No", "reference": "Pali-2018", "reviewer": "NIST", "size_class": "", "specimen": "#12", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed tee systems with heavy-duty main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Failure of pop rivet connections", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.89, "governing_design_standard": "ASTM E580/E580M-11b", "id": "exp1691a", "loading_protocol": "Artificially generated ground motions: Two targeted acceleration spectra were developed. The first target spectrum was designed at the shake-table level and was developed from the AC 156 (ICC 2010) parameters, story height ratio (z=h \u00bc 0.5), and design spectral response acceleration at short periods (SDS \u00bc 2.5 g). The second used algorithms defined by Soroushian et al. 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Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config1. Specimen 1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at bottom track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.002, "governing_design_standard": "", "id": "exp1750a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config1. Specimen 1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage in gypsumboard transverse wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1751a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at bottom track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config1. Specimen 1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1752a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage in gypsumboard transverse wall", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config1. Specimen 1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1753a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Boundary stud detachment from gypsum/bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config1. Specimen 1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crushing partition wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0062, "governing_design_standard": "", "id": "exp1754a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage transverse wall track fasteners/bending flanges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config1. Specimen 1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0081, "governing_design_standard": "", "id": "exp1755a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config1. Specimen 2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at bottom track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0081, "governing_design_standard": "", "id": "exp1756a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config1. Specimen 2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage in gypsumboard transverse wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0028, "governing_design_standard": "", "id": "exp1757a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at bottom track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config1. Specimen 2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0223, "governing_design_standard": "", "id": "exp1758a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage in gypsumboard transverse wall", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config1. Specimen 2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.001, "governing_design_standard": "", "id": "exp1759a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Boundary stud detachment from gypsum/bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config1. Specimen 2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crushing partition wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0173, "governing_design_standard": "", "id": "exp1760a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage transverse wall track fasteners/bending flanges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config1. Specimen 2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0048, "governing_design_standard": "", "id": "exp1761a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config1. Specimen 3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage in gypsumboard transverse wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0166, "governing_design_standard": "", "id": "exp1762a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config1. Specimen 3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crushing partition wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0013, "governing_design_standard": "", "id": "exp1763a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage in gypsumboard transverse wall", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config1. Specimen 3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.013, "governing_design_standard": "", "id": "exp1764a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Crushing partition wall corners", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config1. Specimen 3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0056, "governing_design_standard": "", "id": "exp1765a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage transverse wall track fasteners/bending flanges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config1. Specimen 3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at bottom track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0245, "governing_design_standard": "", "id": "exp1766a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config2. Specimen 4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0027, "governing_design_standard": "", "id": "exp1767a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at bottom track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config2. Specimen 4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at top track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0104, "governing_design_standard": "", "id": "exp1768a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config2. Specimen 4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crushing partition wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0081, "governing_design_standard": "", "id": "exp1769a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at top track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config2. Specimen 4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage in gypsumboard transverse wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1770a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Crushing partition wall corners", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config2. Specimen 4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0199, "governing_design_standard": "", "id": "exp1771a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage in gypsumboard transverse wall", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config2. Specimen 4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0215, "governing_design_standard": "", "id": "exp1772a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Boundary stud detachment from gypsum/bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config2. Specimen 4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No-return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along longitudinal wall corner beads", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0081, "governing_design_standard": "", "id": "exp1773a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config3. Specimen 5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No-return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at top track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0116, "governing_design_standard": "", "id": "exp1774a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along longitudinal wall corner beads", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config3. Specimen 5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No-return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crushing partition wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0184, "governing_design_standard": "", "id": "exp1775a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at top track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config3. Specimen 5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No-return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at bottom track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0266, "governing_design_standard": "", "id": "exp1776a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Crushing partition wall corners", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config3. Specimen 5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No-return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0062, "governing_design_standard": "", "id": "exp1777a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at bottom track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config3. Specimen 5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No-return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Longitudinal wall track fastening failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0081, "governing_design_standard": "", "id": "exp1778a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Boundary stud detachment from gypsum/bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config3. Specimen 5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No-return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along longitudinal wall corner beads", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1779a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config3. Specimen 6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No-return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at top track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0157, "governing_design_standard": "", "id": "exp1780a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along longitudinal wall corner beads", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config3. Specimen 6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No-return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crushing partition wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0215, "governing_design_standard": "", "id": "exp1781a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at top track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config3. Specimen 6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No-return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at bottom track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0266, "governing_design_standard": "", "id": "exp1782a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Crushing partition wall corners", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config3. Specimen 6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No-return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.002, "governing_design_standard": "", "id": "exp1783a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at bottom track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config3. Specimen 6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No-return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Longitudinal wall track fastening failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1784a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Boundary stud detachment from gypsum/bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config3. Specimen 6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No-return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along longitudinal wall corner beads", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0116, "governing_design_standard": "", "id": "exp1785a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config3. Specimen 10", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No-return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at top track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0135, "governing_design_standard": "", "id": "exp1786a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along longitudinal wall corner beads", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config3. Specimen 10", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No-return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Longitudinal wall track fastening failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0135, "governing_design_standard": "", "id": "exp1787a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at top track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config3. Specimen 10", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No-return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crushing partition wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0215, "governing_design_standard": "", "id": "exp1788a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Longitudinal wall track fastening failure", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config3. Specimen 10", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No-return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at bottom track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0232, "governing_design_standard": "", "id": "exp1789a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Crushing partition wall corners", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config3. Specimen 10", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No-return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1790a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at bottom track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config3. Specimen 10", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0081, "governing_design_standard": "", "id": "exp1791a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at bottom track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1792a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at top track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0116, "governing_design_standard": "", "id": "exp1793a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at bottom track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crushing partition wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0062, "governing_design_standard": "", "id": "exp1794a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at top track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1795a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Crushing partition wall corners", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Longitudinal wall track fastening failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1796a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage transverse wall track fasteners/bending flanges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage in gypsumboard transverse wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0199, "governing_design_standard": "", "id": "exp1797a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Longitudinal wall track fastening failure", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0215, "governing_design_standard": "", "id": "exp1798a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage in gypsumboard transverse wall", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1799a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 8", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at top track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1800a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 8", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at bottom track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0062, "governing_design_standard": "", "id": "exp1801a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at top track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 8", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0081, "governing_design_standard": "", "id": "exp1802a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at bottom track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 8", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1803a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Boundary stud detachment from gypsum/bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 8", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Field screw popout/rocking (hinge forming in field stud)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0116, "governing_design_standard": "", "id": "exp1804a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage transverse wall track fasteners/bending flanges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 8", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage in gypsumboard transverse wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0135, "governing_design_standard": "", "id": "exp1805a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Field screw popout/rocking (hinge forming in field stud)", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 8", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crushing partition wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0215, "governing_design_standard": "", "id": "exp1806a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage in gypsumboard transverse wall", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 8", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Damage along gypsumboards edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.03, "governing_design_standard": "", "id": "exp1807a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Crushing partition wall corners", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 8", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1808a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 9", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at bottom track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1809a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 9", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at top track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0062, "governing_design_standard": "", "id": "exp1810a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at bottom track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 9", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crushing partition wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0081, "governing_design_standard": "", "id": "exp1811a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at top track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 9", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Longitudinal wall track fastening failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1812a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Crushing partition wall corners", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 9", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0116, "governing_design_standard": "", "id": "exp1813a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Longitudinal wall track fastening failure", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 9", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 400 or 600 mm (16 or 24 in.) on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0116, "governing_design_standard": "", "id": "exp1814a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Boundary stud detachment from gypsum/bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config4. Specimen 9", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track only\n8. Spacing of steel studs of 24 in.on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Attached mass (Bookshelf): The bottom of the bookshelves placed 4'-6\" from the floor level. Total weight 510 lbs.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along longitudinal wall corner beads", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0135, "governing_design_standard": "", "id": "exp1815a", "loading_protocol": "For the dynamic protocol, the frequency of loading and amplitude is selected to match a desired floor response spectrum consistent with ground spectral coordinates SDS 51g and SD1 50:6g as defined in ASCE/SEI 7-10 (ASCE 2010) and then extrapolated for a generic nonstructural system located at a building roof level", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config5. Specimen 11", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track only\n8. Spacing of steel studs of 24 in.on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Attached mass (Bookshelf): The bottom of the bookshelves placed 4'-6\" from the floor level. Total weight 510 lbs.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0135, "governing_design_standard": "", "id": "exp1816a", "loading_protocol": "For the dynamic protocol, the frequency of loading and amplitude is selected to match a desired floor response spectrum consistent with ground spectral coordinates SDS 51g and SD1 50:6g as defined in ASCE/SEI 7-10 (ASCE 2010) and then extrapolated for a generic nonstructural system located at a building roof level", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along longitudinal wall corner beads", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config5. Specimen 11", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track only\n8. Spacing of steel studs of 24 in.on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Attached mass (Bookshelf): The bottom of the bookshelves placed 4'-6\" from the floor level. Total weight 510 lbs.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along longitudinal wall corner beads", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0215, "governing_design_standard": "", "id": "exp1817a", "loading_protocol": "For the dynamic protocol, the frequency of loading and amplitude is selected to match a desired floor response spectrum consistent with ground spectral coordinates SDS 51g and SD1 50:6g as defined in ASCE/SEI 7-10 (ASCE 2010) and then extrapolated for a generic nonstructural system located at a building roof level", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config5. Specimen 12", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track only\n8. Spacing of steel studs of 24 in.on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Attached mass (Bookshelf): The bottom of the bookshelves placed 4'-6\" from the floor level. Total weight 510 lbs.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1818a", "loading_protocol": "For the dynamic protocol, the frequency of loading and amplitude is selected to match a desired floor response spectrum consistent with ground spectral coordinates SDS 51g and SD1 50:6g as defined in ASCE/SEI 7-10 (ASCE 2010) and then extrapolated for a generic nonstructural system located at a building roof level", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along longitudinal wall corner beads", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config5. Specimen 12", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track only\n8. Spacing of steel studs of 24 in.on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Attached mass (Bookshelf): The bottom of the bookshelves placed 4'-6\" from the floor level. Total weight 510 lbs.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along longitudinal wall corner beads", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1819a", "loading_protocol": "For the dynamic protocol, the frequency of loading and amplitude is selected to match a desired floor response spectrum consistent with ground spectral coordinates SDS 51g and SD1 50:6g as defined in ASCE/SEI 7-10 (ASCE 2010) and then extrapolated for a generic nonstructural system located at a building roof level", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config5. Specimen 13", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track only\n8. Spacing of steel studs of 24 in.on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Attached mass (Bookshelf): The bottom of the bookshelves placed 4'-6\" from the floor level. Total weight 510 lbs.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0062, "governing_design_standard": "", "id": "exp1820a", "loading_protocol": "For the dynamic protocol, the frequency of loading and amplitude is selected to match a desired floor response spectrum consistent with ground spectral coordinates SDS 51g and SD1 50:6g as defined in ASCE/SEI 7-10 (ASCE 2010) and then extrapolated for a generic nonstructural system located at a building roof level", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along longitudinal wall corner beads", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config5. Specimen 13", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Stud to bottom track connection\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track only\n8. Spacing of steel studs of 24 in.on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n14. Equivalent Ceiling: Equivalent to the tributary weight of a rigid ceiling found in a 12'x12' room, approximately. The weight was simulated using a hollow steel section HSS5x3x1/4\" attached at 8' from the floor with a distributed weight of 12.2 plf. connected directly to teh gypsum wallboards", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along longitudinal wall corner beads", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1821a", "loading_protocol": "For the dynamic protocol, the frequency of loading and amplitude is selected to match a desired floor response spectrum consistent with ground spectral coordinates SDS 51g and SD1 50:6g as defined in ASCE/SEI 7-10 (ASCE 2010) and then extrapolated for a generic nonstructural system located at a building roof level", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config6. Specimen 14", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Stud to bottom track connection\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track only\n8. Spacing of steel studs of 24 in.on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n14. Equivalent Ceiling: Equivalent to the tributary weight of a rigid ceiling found in a 12'x12' room, approximately. The weight was simulated using a hollow steel section HSS5x3x1/4\" attached at 8' from the floor with a distributed weight of 12.2 plf. connected directly to teh gypsum wallboards", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1822a", "loading_protocol": "For the dynamic protocol, the frequency of loading and amplitude is selected to match a desired floor response spectrum consistent with ground spectral coordinates SDS 51g and SD1 50:6g as defined in ASCE/SEI 7-10 (ASCE 2010) and then extrapolated for a generic nonstructural system located at a building roof level", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along longitudinal wall corner beads", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config6. Specimen 14", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Stud to bottom track connection\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track only\n8. Spacing of steel studs of 24 in.on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n14. Equivalent Ceiling: Equivalent to the tributary weight of a rigid ceiling found in a 12'x12' room, approximately. The weight was simulated using a hollow steel section HSS5x3x1/4\" attached at 8' from the floor with a distributed weight of 12.2 plf. connected directly to teh gypsum wallboards", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along longitudinal wall corner beads", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0157, "governing_design_standard": "", "id": "exp1823a", "loading_protocol": "For the dynamic protocol, the frequency of loading and amplitude is selected to match a desired floor response spectrum consistent with ground spectral coordinates SDS 51g and SD1 50:6g as defined in ASCE/SEI 7-10 (ASCE 2010) and then extrapolated for a generic nonstructural system located at a building roof level", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config6. Specimen 15", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Stud to bottom track connection\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track only\n8. Spacing of steel studs of 24 in.on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n14. Equivalent Ceiling: Equivalent to the tributary weight of a rigid ceiling found in a 12'x12' room, approximately. The weight was simulated using a hollow steel section HSS5x3x1/4\" attached at 8' from the floor with a distributed weight of 12.2 plf. connected directly to teh gypsum wallboards", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0184, "governing_design_standard": "", "id": "exp1824a", "loading_protocol": "For the dynamic protocol, the frequency of loading and amplitude is selected to match a desired floor response spectrum consistent with ground spectral coordinates SDS 51g and SD1 50:6g as defined in ASCE/SEI 7-10 (ASCE 2010) and then extrapolated for a generic nonstructural system located at a building roof level", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along longitudinal wall corner beads", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config6. Specimen 15", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Stud to bottom track connection\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track only\n8. Spacing of steel studs of 24 in.on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n14. Equivalent Ceiling: Equivalent to the tributary weight of a rigid ceiling found in a 12'x12' room, approximately. The weight was simulated using a hollow steel section HSS5x3x1/4\" attached at 8' from the floor with a distributed weight of 12.2 plf. connected directly to teh gypsum wallboards", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along longitudinal wall corner beads", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0215, "governing_design_standard": "", "id": "exp1825a", "loading_protocol": "For the dynamic protocol, the frequency of loading and amplitude is selected to match a desired floor response spectrum consistent with ground spectral coordinates SDS 51g and SD1 50:6g as defined in ASCE/SEI 7-10 (ASCE 2010) and then extrapolated for a generic nonstructural system located at a building roof level", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config6. Specimen 16", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n2. No return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Stud to bottom track connection\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom track only\n8. Spacing of steel studs of 24 in.on center\n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness.\n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n14. Equivalent Ceiling: Equivalent to the tributary weight of a rigid ceiling found in a 12'x12' room, approximately. The weight was simulated using a hollow steel section HSS5x3x1/4\" attached at 8' from the floor with a distributed weight of 12.2 plf. connected directly to teh gypsum wallboards", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1826a", "loading_protocol": "For the dynamic protocol, the frequency of loading and amplitude is selected to match a desired floor response spectrum consistent with ground spectral coordinates SDS 51g and SD1 50:6g as defined in ASCE/SEI 7-10 (ASCE 2010) and then extrapolated for a generic nonstructural system located at a building roof level", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along longitudinal wall corner beads", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config6. Specimen 16", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 24 in.) on center. \n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Brace buckling/top track bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1827a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config7. Specimen 17", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 24 in.) on center. \n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1828a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Brace buckling/top track bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config7. Specimen 17", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 24 in.) on center. \n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Longitudinal wall track fastening failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1829a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config7. Specimen 17", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 24 in.) on center. \n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure of seismic braces connectors", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1830a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Longitudinal wall track fastening failure", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config7. Specimen 17", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 24 in.) on center. \n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Brace buckling/top track bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0062, "governing_design_standard": "", "id": "exp1831a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config7. Specimen 18", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 24 in.) on center. \n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0081, "governing_design_standard": "", "id": "exp1832a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Brace buckling/top track bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config7. Specimen 18", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 24 in.) on center. \n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure connection between walls", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1833a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config7. Specimen 18", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 24 in.) on center. \n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure of seismic braces connectors", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0199, "governing_design_standard": "", "id": "exp1834a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Failure connection between walls", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config7. Specimen 18", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 24 in.) on center. \n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at top track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1835a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config7. Specimen 19", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 24 in.) on center. \n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1836a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at top track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config7. Specimen 19", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 24 in.) on center. \n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Brace buckling/top track bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0062, "governing_design_standard": "", "id": "exp1837a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage transverse wall track fasteners/bending flanges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config7. Specimen 19", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 24 in.) on center. \n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure connection between walls", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0062, "governing_design_standard": "", "id": "exp1838a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Brace buckling/top track bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config7. Specimen 19", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 24 in.) on center. \n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure of seismic braces connectors", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0081, "governing_design_standard": "", "id": "exp1839a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Failure connection between walls", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config7. Specimen 19", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n3. Spacing of track fasteners to slabs of 24 in. on center.\n4. Presence of transverse (return) walls\n5. studs and gypsum wallboards were not screwed to the top track: slip track\n6. Full height partition wall\n7. Gypsum wallboard connected to bottom and top track\n8. Spacing of steel studs of 24 in.) on center. \n9. In-plane\n10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n12. Finished with metal corner beads and drywall paper joint tape\n13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1840a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Failure of seismic braces connectors", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config7. Specimen 19", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (top track to slip horizontally)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1841a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config8. Specimen 20", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (top track to slip horizontally)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Failure stud connectors at wall intersection", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0135, "governing_design_standard": "", "id": "exp1842a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config8. Specimen 20", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (top track to slip horizontally)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crushing partition wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0135, "governing_design_standard": "", "id": "exp1843a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Failure stud connectors at wall intersection", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config8. Specimen 20", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (top track to slip horizontally)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in gypsumboard transverse wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0199, "governing_design_standard": "", "id": "exp1844a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Crushing partition wall corners", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config8. Specimen 20", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (top track to slip horizontally)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage along gypsumboards edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1845a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage in gypsumboard transverse wall", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config8. Specimen 20", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (top track to slip horizontally)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1846a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage along gypsumboards edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config8. Specimen 20", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (top track to slip horizontally)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1847a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Boundary stud detachment from gypsum/bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config8. Specimen 20", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (top track to slip horizontally)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0081, "governing_design_standard": "", "id": "exp1848a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config8. Specimen 21", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (top track to slip horizontally)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in gypsumboard transverse wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0081, "governing_design_standard": "", "id": "exp1849a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config8. Specimen 21", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (top track to slip horizontally)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0116, "governing_design_standard": "", "id": "exp1850a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage in gypsumboard transverse wall", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config8. Specimen 21", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (top track to slip horizontally)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Failure stud connectors at wall intersection", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0135, "governing_design_standard": "", "id": "exp1851a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Boundary stud detachment from gypsum/bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config8. Specimen 21", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (top track to slip horizontally)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage in gypsumboard transverse wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0199, "governing_design_standard": "", "id": "exp1852a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config8. Specimen 22", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (top track to slip horizontally)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0232, "governing_design_standard": "", "id": "exp1853a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage in gypsumboard transverse wall", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config8. Specimen 22", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (top track to slip horizontally)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.002, "governing_design_standard": "", "id": "exp1854a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config8. Specimen 22", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (top track to slip horizontally)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Longitudinal wall track fastening failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0062, "governing_design_standard": "", "id": "exp1855a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage transverse wall track fasteners/bending flanges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config8. Specimen 22", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (top track to slip horizontally)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1856a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Longitudinal wall track fastening failure", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config8. Specimen 22", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0184, "governing_design_standard": "", "id": "exp1857a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 23", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at top track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0199, "governing_design_standard": "", "id": "exp1858a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 23", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at bottom track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0199, "governing_design_standard": "", "id": "exp1859a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at top track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 23", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crushing partition wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1860a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at bottom track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 23", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Field screw popout/rocking (hinge forming in field stud)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0062, "governing_design_standard": "", "id": "exp1861a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Crushing partition wall corners", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 23", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage along gypsumboards edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1862a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Field screw popout/rocking (hinge forming in field stud)", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 23", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0184, "governing_design_standard": "", "id": "exp1863a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage along gypsumboards edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 23", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Longitudinal wall track fastening failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0199, "governing_design_standard": "", "id": "exp1864a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Boundary stud detachment from gypsum/bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 23", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.002, "governing_design_standard": "", "id": "exp1865a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Longitudinal wall track fastening failure", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 23", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at top track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.002, "governing_design_standard": "", "id": "exp1866a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 24", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage along gypsumboards edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.002, "governing_design_standard": "", "id": "exp1867a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at top track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 24", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1868a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage along gypsumboards edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 24", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Failure stud connectors at wall intersection", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0116, "governing_design_standard": "", "id": "exp1869a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 24", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at bottom track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0135, "governing_design_standard": "", "id": "exp1870a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Failure stud connectors at wall intersection", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 24", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage in gypsumboard transverse wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0157, "governing_design_standard": "", "id": "exp1871a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at bottom track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 24", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Longitudinal wall track fastening failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0184, "governing_design_standard": "", "id": "exp1872a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage in gypsumboard transverse wall", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 24", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crushing partition wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0199, "governing_design_standard": "", "id": "exp1873a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Longitudinal wall track fastening failure", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 24", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0199, "governing_design_standard": "", "id": "exp1874a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Crushing partition wall corners", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 24", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp1875a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage transverse wall track fasteners/bending flanges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 24", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at bottom track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0062, "governing_design_standard": "", "id": "exp1876a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 26", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at top track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1877a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at bottom track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 26", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0135, "governing_design_standard": "", "id": "exp1878a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at top track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 26", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage in gypsumboard transverse wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0199, "governing_design_standard": "", "id": "exp1879a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 26", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0126, "governing_design_standard": "", "id": "exp1880a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage in gypsumboard transverse wall", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 26", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage along gypsumboards edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0305, "governing_design_standard": "", "id": "exp1881a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage transverse wall track fasteners/bending flanges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 26", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Longitudinal wall track fastening failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0093, "governing_design_standard": "", "id": "exp1882a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage along gypsumboards edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 26", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0303, "governing_design_standard": "", "id": "exp1883a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Longitudinal wall track fastening failure", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config9. Specimen 26", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0134, "governing_design_standard": "", "id": "exp1884a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 25", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at top track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0303, "governing_design_standard": "", "id": "exp1885a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 25", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at bottom track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0067, "governing_design_standard": "", "id": "exp1886a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at top track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 25", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Crushing partition wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp1887a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at bottom track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 25", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Damage along gypsumboards edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.028, "governing_design_standard": "", "id": "exp1888a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Crushing partition wall corners", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 25", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Field screw popout/rocking (hinge forming in field stud)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0037, "governing_design_standard": "", "id": "exp1889a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage along gypsumboards edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 25", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Longitudinal wall track fastening failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0103, "governing_design_standard": "", "id": "exp1890a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Field screw popout/rocking (hinge forming in field stud)", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 25", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage in gypsumboard transverse wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0216, "governing_design_standard": "", "id": "exp1891a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Longitudinal wall track fastening failure", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 25", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00542, "governing_design_standard": "", "id": "exp1892a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage in gypsumboard transverse wall", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 25", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0146, "governing_design_standard": "", "id": "exp1893a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 27", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at bottom track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0432, "governing_design_standard": "", "id": "exp1894a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 27", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at top track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0104, "governing_design_standard": "", "id": "exp1895a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at bottom track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 27", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crushing partition wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0049, "governing_design_standard": "", "id": "exp1896a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at top track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 27", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Field screw popout/rocking (hinge forming in field stud)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp1897a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Crushing partition wall corners", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 27", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.001, "governing_design_standard": "", "id": "exp1898a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Field screw popout/rocking (hinge forming in field stud)", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 27", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage along gypsumboards edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0108, "governing_design_standard": "", "id": "exp1899a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Boundary stud detachment from gypsum/bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 27", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage in gypsumboard transverse wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0213, "governing_design_standard": "", "id": "exp1900a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage along gypsumboards edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 27", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure stud connectors at wall intersection", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0213, "governing_design_standard": "", "id": "exp1901a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage in gypsumboard transverse wall", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 27", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0213, "governing_design_standard": "", "id": "exp1902a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Failure stud connectors at wall intersection", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 27", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0298, "governing_design_standard": "", "id": "exp1903a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 28", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at bottom track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0024, "governing_design_standard": "", "id": "exp1904a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 28", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at top track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00254, "governing_design_standard": "", "id": "exp1905a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at bottom track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 28", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Crushing partition wall corners", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00254, "governing_design_standard": "", "id": "exp1906a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at top track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 28", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Field screw popout/rocking (hinge forming in field stud)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00254, "governing_design_standard": "", "id": "exp1907a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Crushing partition wall corners", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 28", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage in gypsumboard transverse wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0076, "governing_design_standard": "", "id": "exp1908a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Field screw popout/rocking (hinge forming in field stud)", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 28", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.002, "governing_design_standard": "", "id": "exp1909a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage in gypsumboard transverse wall", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 28", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Failure stud connectors at wall intersection", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00241, "governing_design_standard": "", "id": "exp1910a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Boundary stud detachment from gypsum/bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 28", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 12 in. on center.\n 4. Stud to bottom track connection\n 5. studs and gypsum wallboards screwed to the top track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to top and bottom track\n 8. Spacing of steel studs of 16 in.on center\n 9. In-plane\n 10. 350S125-30 studs and used tracks of similar thickness. 20G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Institutional construction details (Full connection)\n 14. screw spacing 8\" in the perimenter of the walls", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00374, "governing_design_standard": "", "id": "exp1911a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Failure stud connectors at wall intersection", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config10. Specimen 28", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The C-shapedwall with 1ft-8in length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection. Slip track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00503, "governing_design_standard": "", "id": "exp1912a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config12. Specimen 31", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The C-shapedwall with 1ft-8in length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection. Slip track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0105, "governing_design_standard": "", "id": "exp1913a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config12. Specimen 31", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The C-shapedwall with 1ft-8in length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection. Slip track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Longitudinal wall track fastening failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00227, "governing_design_standard": "", "id": "exp1914a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage transverse wall track fasteners/bending flanges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config12. Specimen 31", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The C-shapedwall with 1ft-8in length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection. Slip track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage in gypsumboard transverse wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00262, "governing_design_standard": "", "id": "exp1915a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Longitudinal wall track fastening failure", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config12. Specimen 31", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The C-shapedwall with 1ft-8in length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection. Slip track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00778, "governing_design_standard": "", "id": "exp1916a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage in gypsumboard transverse wall", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config12. Specimen 31", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The C-shapedwall with 1ft-8in length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection. Slip track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage along gypsumboards edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00778, "governing_design_standard": "", "id": "exp1917a", "loading_protocol": "CFS", "location": "Sliding", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Boundary stud detachment from gypsum/bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config12. Specimen 31", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The C-shapedwall with 1ft-8in length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection. Slip track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along longitudinal wall corner beads", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00939, "governing_design_standard": "", "id": "exp1918a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config12. Specimen 32", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The C-shapedwall with 1ft-8in length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection. Slip track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0024, "governing_design_standard": "", "id": "exp1919a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along longitudinal wall corner beads", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config12. Specimen 32", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The C-shapedwall with 1ft-8in length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection. Slip track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00498, "governing_design_standard": "", "id": "exp1920a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config12. Specimen 32", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The C-shapedwall with 1ft-8in length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection. Slip track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage in gypsumboard transverse wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00527, "governing_design_standard": "", "id": "exp1921a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage transverse wall track fasteners/bending flanges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config12. Specimen 32", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall.\n 2. The C-shapedwall with 1ft-8in length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection. Slip track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00735, "governing_design_standard": "", "id": "exp1922a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage in gypsumboard transverse wall", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config12. Specimen 32", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall. \n 2. Having T walll geometries. \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection. Slip track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Improved junction detail: 0.5\" gaps at the intersection of perpendicular walls, covered with sacrificial cornerbead attached to the walls using joint\n 14. No tracks at the wall intersection. Details proposed for reducing seismic damage", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along longitudinal wall corner beads", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00761, "governing_design_standard": "", "id": "exp1923a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config13. Specimen 33", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall. \n 2. Having T walll geometries. \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection. Slip track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Improved junction detail: 0.5\" gaps at the intersection of perpendicular walls, covered with sacrificial cornerbead attached to the walls using joint\n 14. No tracks at the wall intersection. Details proposed for reducing seismic damage", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00994, "governing_design_standard": "", "id": "exp1924a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along longitudinal wall corner beads", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config13. Specimen 33", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall. \n 2. Having L walll geometries. \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Stud to bottom track connection. Slip track connection\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track only\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Improved junction detail: 0.5\" gaps at the intersection of perpendicular walls, covered with sacrificial cornerbead attached to the walls using joint\n 14. No tracks at the wall intersection. Details proposed for reducing seismic damage", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along longitudinal wall corner beads", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01437, "governing_design_standard": "", "id": "exp1925a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config15. Specimen 35", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall. \n 2. Having T walll geometries. \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Tracks in perpendicular walls as a beam to absorb the lateral forces at increasing. No track to concrete slab connectors are used within a distance of 2 ft from wall intersections. \n 5. studs and gypsum wallboards were not screwed to the top and bottom track\n 6. Full height partition wall\n 7. Gypsum wallboard not connected to bottom and top track\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Improved junction detail: 0.5\" gaps at the intersection of perpendicular walls, covered with sacrificial cornerbead attached to the walls using joint\n 14. No tracks at the wall intersection. Details proposed for reducing seismic damage", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.04063, "governing_design_standard": "", "id": "exp1926a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config14. Specimen 34", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall. \n 2. Having T walll geometries. \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Tracks in perpendicular walls as a beam to absorb the lateral forces at increasing. No track to concrete slab connectors are used within a distance of 2 ft from wall intersections. \n 5. studs and gypsum wallboards were not screwed to the top and bottom track\n 6. Full height partition wall\n 7. Gypsum wallboard not connected to bottom and top track\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Improved junction detail: 0.5\" gaps at the intersection of perpendicular walls, covered with sacrificial cornerbead attached to the walls using joint\n 14. No tracks at the wall intersection. Details proposed for reducing seismic damage", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gypsumboard screw popout/rocking at bottom track", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0022, "governing_design_standard": "", "id": "exp1927a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config14. Specimen 34", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall. \n 2. Having T walll geometries. \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Tracks in perpendicular walls as a beam to absorb the lateral forces at increasing. No track to concrete slab connectors are used within a distance of 2 ft from wall intersections. \n 5. studs and gypsum wallboards were not screwed to the top and bottom track\n 6. Full height partition wall\n 7. Gypsum wallboard not connected to bottom and top track\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Improved junction detail: 0.5\" gaps at the intersection of perpendicular walls, covered with sacrificial cornerbead attached to the walls using joint\n 14. No tracks at the wall intersection. Details proposed for reducing seismic damage", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure stud connectors at wall intersection", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00498, "governing_design_standard": "", "id": "exp1928a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Gypsumboard screw popout/rocking at bottom track", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config14. Specimen 34", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall. \n 2. Having T walll geometries. \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Tracks in perpendicular walls as a beam to absorb the lateral forces at increasing. No track to concrete slab connectors are used within a distance of 2 ft from wall intersections. \n 5. studs and gypsum wallboards were not screwed to the top and bottom track\n 6. Full height partition wall\n 7. Gypsum wallboard not connected to bottom and top track\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Improved junction detail: 0.5\" gaps at the intersection of perpendicular walls, covered with sacrificial cornerbead attached to the walls using joint\n 14. No tracks at the wall intersection. Details proposed for reducing seismic damage", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Unknown", "ds_description": "Damage in gypsumboard transverse wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00498, "governing_design_standard": "", "id": "exp1929a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Failure stud connectors at wall intersection", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config14. Specimen 34", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall. \n 2. Having T walll geometries. \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Tracks in perpendicular walls as a beam to absorb the lateral forces at increasing. No track to concrete slab connectors are used within a distance of 2 ft from wall intersections. \n 5. studs and gypsum wallboards were not screwed to the top and bottom track\n 6. Full height partition wall\n 7. Gypsum wallboard not connected to bottom and top track\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Improved junction detail: 0.5\" gaps at the intersection of perpendicular walls, covered with sacrificial cornerbead attached to the walls using joint\n 14. No tracks at the wall intersection. Details proposed for reducing seismic damage", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00498, "governing_design_standard": "", "id": "exp1930a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage in gypsumboard transverse wall", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config14. Specimen 34", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall. \n 2. Having T walll geometries. \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Tracks in perpendicular walls as a beam to absorb the lateral forces at increasing. No track to concrete slab connectors are used within a distance of 2 ft from wall intersections. \n 5. studs and gypsum wallboards were not screwed to the top and bottom track\n 6. Full height partition wall\n 7. Gypsum wallboard not connected to bottom and top track\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Improved junction detail: 0.5\" gaps at the intersection of perpendicular walls, covered with sacrificial cornerbead attached to the walls using joint\n 14. No tracks at the wall intersection. Details proposed for reducing seismic damage", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01001, "governing_design_standard": "", "id": "exp1931a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage transverse wall track fasteners/bending flanges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config14. Specimen 34", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall. \n 2. Having T walll geometries. \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Tracks in perpendicular walls as a beam to absorb the lateral forces at increasing. No track to concrete slab connectors are used within a distance of 2 ft from wall intersections. \n 5. studs and gypsum wallboards were not screwed to the top and bottom track\n 6. Full height partition wall\n 7. Gypsum wallboard not connected to bottom and top track\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Improved junction detail: 0.5\" gaps at the intersection of perpendicular walls, covered with sacrificial cornerbead attached to the walls using joint\n 14. No tracks at the wall intersection. Details proposed for reducing seismic damage", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Field screw popout/rocking (hinge forming in field stud)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01437, "governing_design_standard": "", "id": "exp1932a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Boundary stud detachment from gypsum/bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config14. Specimen 34", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall. \n 2. Having T walll geometries. \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Tracks in perpendicular walls as a beam to absorb the lateral forces at increasing. No track to concrete slab connectors are used within a distance of 2 ft from wall intersections. \n 5. studs and gypsum wallboards were screwed to the bottom track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Improved junction detail: 0.5\" gaps at the intersection of perpendicular walls, covered with sacrificial cornerbead attached to the walls using joint\n 14. No tracks at the wall intersection. Details proposed for reducing seismic damage", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracks along tape/pulled tape/crushing wall vertical edges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00263, "governing_design_standard": "", "id": "exp1933a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config16. Specimen 36", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall. \n 2. Having T walll geometries. \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Tracks in perpendicular walls as a beam to absorb the lateral forces at increasing. No track to concrete slab connectors are used within a distance of 2 ft from wall intersections. \n 5. studs and gypsum wallboards were screwed to the bottom track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Improved junction detail: 0.5\" gaps at the intersection of perpendicular walls, covered with sacrificial cornerbead attached to the walls using joint\n 14. No tracks at the wall intersection. Details proposed for reducing seismic damage", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage transverse wall track fasteners/bending flanges", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00263, "governing_design_standard": "", "id": "exp1934a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Cracks along tape/pulled tape/crushing wall vertical edges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config16. Specimen 36", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall. \n 2. Having T walll geometries. \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Tracks in perpendicular walls as a beam to absorb the lateral forces at increasing. No track to concrete slab connectors are used within a distance of 2 ft from wall intersections. \n 5. studs and gypsum wallboards were screwed to the bottom track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Improved junction detail: 0.5\" gaps at the intersection of perpendicular walls, covered with sacrificial cornerbead attached to the walls using joint\n 14. No tracks at the wall intersection. Details proposed for reducing seismic damage", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Boundary stud detachment from gypsum/bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00509, "governing_design_standard": "", "id": "exp1935a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage transverse wall track fasteners/bending flanges", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config16. Specimen 36", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall. \n 2. Having T walll geometries. \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Tracks in perpendicular walls as a beam to absorb the lateral forces at increasing. No track to concrete slab connectors are used within a distance of 2 ft from wall intersections. \n 5. studs and gypsum wallboards were screwed to the bottom track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Improved junction detail: 0.5\" gaps at the intersection of perpendicular walls, covered with sacrificial cornerbead attached to the walls using joint\n 14. No tracks at the wall intersection. Details proposed for reducing seismic damage", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Damage in gypsumboard transverse wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00509, "governing_design_standard": "", "id": "exp1936a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Boundary stud detachment from gypsum/bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config16. Specimen 36", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were approximately 3,660 mm (12 ft) long by 3,500 mm (11.5 ft) tall. \n 2. Having T walll geometries. \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Tracks in perpendicular walls as a beam to absorb the lateral forces at increasing. No track to concrete slab connectors are used within a distance of 2 ft from wall intersections. \n 5. studs and gypsum wallboards were screwed to the bottom track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom track\n 8. Spacing of steel studs of 24 in.on center\n 9. In-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel\n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Improved junction detail: 0.5\" gaps at the intersection of perpendicular walls, covered with sacrificial cornerbead attached to the walls using joint\n 14. No tracks at the wall intersection. Details proposed for reducing seismic damage", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure stud connectors at wall intersection", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0079, "governing_design_standard": "", "id": "exp1937a", "loading_protocol": "The quasi-static testing protocol was developed for evaluating the seismic fragility of primarily driftsensitive components. The amplitude modulation is based on a dynamic loading protocol developed for each level of the UB-NCS that can simultaneously match (1) a target floor response spectrum (FRS) and (2) either a target generalized interstory drift (GID) or a maximum interstory drift, Dmax (Retamales et al. 2008, 2011). Maximum amplitude: +-3%", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Damage in gypsumboard transverse wall", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config16. Specimen 36", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Presence of transverse (return) walls\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom and top track\n 8. Spacing of steel studs of 24 in.) on center. \n 9. Out-of-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Brace buckling/top track bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01264, "governing_design_standard": "", "id": "exp1938a", "loading_protocol": "For the dynamic protocol, the frequency of loading and amplitude is selected to match a desired floor response spectrum consistent with ground spectral coordinates SDS 51g and SD1 50:6g as defined in ASCE/SEI 7-10 (ASCE 2010) and then extrapolated for a generic nonstructural system located at a building roof level", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config22. Specimen 48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Presence of transverse (return) walls\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom and top track\n 8. Spacing of steel studs of 24 in.) on center. \n 9. Out-of-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure of seismic braces connectors", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01264, "governing_design_standard": "", "id": "exp1939a", "loading_protocol": "For the dynamic protocol, the frequency of loading and amplitude is selected to match a desired floor response spectrum consistent with ground spectral coordinates SDS 51g and SD1 50:6g as defined in ASCE/SEI 7-10 (ASCE 2010) and then extrapolated for a generic nonstructural system located at a building roof level", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Brace buckling/top track bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config22. Specimen 48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Presence of transverse (return) walls\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom and top track\n 8. Spacing of steel studs of 24 in.) on center. \n 9. Out-of-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Brace buckling/top track bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01493, "governing_design_standard": "", "id": "exp1940a", "loading_protocol": "For the dynamic protocol, the frequency of loading and amplitude is selected to match a desired floor response spectrum consistent with ground spectral coordinates SDS 51g and SD1 50:6g as defined in ASCE/SEI 7-10 (ASCE 2010) and then extrapolated for a generic nonstructural system located at a building roof level", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config22. Specimen 49", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Presence of transverse (return) walls\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom and top track\n 8. Spacing of steel studs of 24 in.) on center. \n 9. Out-of-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure of seismic braces connectors", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00213, "governing_design_standard": "", "id": "exp1941a", "loading_protocol": "For the dynamic protocol, the frequency of loading and amplitude is selected to match a desired floor response spectrum consistent with ground spectral coordinates SDS 51g and SD1 50:6g as defined in ASCE/SEI 7-10 (ASCE 2010) and then extrapolated for a generic nonstructural system located at a building roof level", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Brace buckling/top track bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config22. Specimen 49", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Presence of transverse (return) walls\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom and top track\n 8. Spacing of steel studs of 24 in.) on center. \n 9. Out-of-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Brace buckling/top track bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00484, "governing_design_standard": "", "id": "exp1942a", "loading_protocol": "For the dynamic protocol, the frequency of loading and amplitude is selected to match a desired floor response spectrum consistent with ground spectral coordinates SDS 51g and SD1 50:6g as defined in ASCE/SEI 7-10 (ASCE 2010) and then extrapolated for a generic nonstructural system located at a building roof level", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Failure of seismic braces connectors", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config22. Specimen 50", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The partition wall specimens were partial -height seismically braced following Gypsum Association GA-50 standard. Walls height 8ft.\n 2. The I-shapedwall with 600-mm-length (2-ft-length) return walls at each end \n 3. Spacing of track fasteners to slabs of 24 in. on center.\n 4. Presence of transverse (return) walls\n 5. studs and gypsum wallboards were not screwed to the top track: slip track\n 6. Full height partition wall\n 7. Gypsum wallboard connected to bottom and top track\n 8. Spacing of steel studs of 24 in.) on center. \n 9. Out-of-plane\n 10. 350S125-18 studs and used tracks of similar thickness. 25G steel frame. \n 11. A single ply of 15-mm-thick (5/8-in.-thick) gypsum board was used for the walls with each sheet having a stock size of 1,200 x2,400 mm (4x 8 ft)\n 12. Finished with metal corner beads and drywall paper joint tape\n 13. Stud connected to bottom and top track (Full connection)", "comp_detail": "Partial height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Failure of seismic braces connectors", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00535, "governing_design_standard": "", "id": "exp1943a", "loading_protocol": "For the dynamic protocol, the frequency of loading and amplitude is selected to match a desired floor response spectrum consistent with ground spectral coordinates SDS 51g and SD1 50:6g as defined in ASCE/SEI 7-10 (ASCE 2010) and then extrapolated for a generic nonstructural system located at a building roof level", "location": "Buffalo, NY", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Brace buckling/top track bending", "prior_damage_repaired": "No", "reference": "Davies-2011", "reviewer": "NIST", "size_class": "", "specimen": "Config22. Specimen 50", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. internal partitions built with Siniat products in Europe\n 2. Stud: 50-100-50 mm section with 6 mm lips, 0.6 mm thick, 900 mm spacing\n 3. Plasterboard: layer of BA18S boards 18 mm thick, 900 mm wide\n 4. Track: 30-100-30mm \u201cU\u201d section, 0.6mm thick\n 5. 5000 mm high and 900 mm wide\n 6. six point bending scheme", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local buckling of either the web or the flange or both the web and the flange of the steel stud, clearly denoted by the waves in the stud", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0075, "governing_design_standard": "", "id": "exp1944a", "loading_protocol": "quasi-static test protocol provided by FEMA 461", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS).", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "Drifts in out-of-plane direction", "peak_test_amplitude": "5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Petrone-2016", "reviewer": "NIST", "size_class": "", "specimen": "Specimen no. 1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. internal partitions built with Siniat products in Europe\n 2. Stud: 50-100-50 mm section with 6 mm lips, 0.6 mm thick, 900 mm spacing\n 3. Plasterboard: layer of BA18S boards 18 mm thick, 900 mm wide\n 4. Track: 30-100-30mm \u201cU\u201d section, 0.6mm thick\n 5. 5000 mm high and 900 mm wide\n 6. six point bending scheme", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of the horizontal joints between adjacent panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0075, "governing_design_standard": "", "id": "exp1945a", "loading_protocol": "quasi-static test protocol provided by FEMA 461", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS).", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "Drifts in out-of-plane direction", "peak_test_amplitude": "5% drift of specimen", "prior_damage": "Local buckling of either the web or the flange or both the web and the flange of the steel stud, clearly denoted by the waves in the stud", "prior_damage_repaired": "No", "reference": "Petrone-2016", "reviewer": "NIST", "size_class": "", "specimen": "Specimen no. 1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. internal partitions built with Siniat products in Europe\n 2. Stud: 50-100-50 mm section with 6 mm lips, 0.6 mm thick, 900 mm spacing\n 3. Plasterboard: layer of BA18S boards 18 mm thick, 900 mm wide\n 4. Track: 30-100-30mm \u201cU\u201d section, 0.6mm thick\n 5. 5000 mm high and 900 mm wide\n 6. six point bending scheme", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Pull out of the boards and/or of the studs from the base or top horizontal guide due to the excessive local plastic deformation in the stud; this damage type was the typical cause of the collapse of the whole specimen", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00971, "governing_design_standard": "", "id": "exp1946a", "loading_protocol": "quasi-static test protocol provided by FEMA 461", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS).", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "Drifts in out-of-plane direction", "peak_test_amplitude": "5% drift of specimen", "prior_damage": "Cracking of the horizontal joints between adjacent panels", "prior_damage_repaired": "No", "reference": "Petrone-2016", "reviewer": "NIST", "size_class": "", "specimen": "Specimen no. 1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. internal partitions built with Siniat products in Europe\n 2. Stud:50-150-50 mm section with 6 mm lips, 0.6 mm thick, 600 mm spacing\n 3. Plasterboard: 2 layers of BA13 boards 12.5 mm thick, 1200 mm wide\n 4. Track: 50-150-50mm \u201cU\u201d section, 0.6mm thick\n 5. 5000 mm high and 900 mm wide\n 6. six point bending scheme", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local buckling of either the web or the flange or both the web and the flange of the steel stud, clearly denoted by the waves in the stud", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01003, "governing_design_standard": "", "id": "exp1947a", "loading_protocol": "quasi-static test protocol provided by FEMA 461", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS).", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "Drifts in out-of-plane direction", "peak_test_amplitude": "5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Petrone-2016", "reviewer": "NIST", "size_class": "", "specimen": "Specimen no. 2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. internal partitions built with Siniat products in Europe\n 2. Stud:50-150-50 mm section with 6 mm lips, 0.6 mm thick, 600 mm spacing\n 3. Plasterboard: 2 layers of BA13 boards 12.5 mm thick, 1200 mm wide\n 4. Track: 50-150-50mm \u201cU\u201d section, 0.6mm thick\n 5. 5000 mm high and 900 mm wide\n 6. six point bending scheme", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of the horizontal joints between adjacent panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02201, "governing_design_standard": "", "id": "exp1948a", "loading_protocol": "quasi-static test protocol provided by FEMA 461", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS).", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "Drifts in out-of-plane direction", "peak_test_amplitude": "5% drift of specimen", "prior_damage": "Local buckling of either the web or the flange or both the web and the flange of the steel stud, clearly denoted by the waves in the stud", "prior_damage_repaired": "No", "reference": "Petrone-2016", "reviewer": "NIST", "size_class": "", "specimen": "Specimen no. 2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. internal partitions built with Siniat products in Europe\n 2. Stud:50-150-50 mm section with 6 mm lips, 0.6 mm thick, 600 mm spacing\n 3. Plasterboard: 2 layers of BA13 boards 12.5 mm thick, 1200 mm wide\n 4. Track: 50-150-50mm \u201cU\u201d section, 0.6mm thick\n 5. 5000 mm high and 900 mm wide\n 6. six point bending scheme", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Pull out of the boards and/or of the studs from the base or top horizontal guide due to the excessive local plastic deformation in the stud; this damage type was the typical cause of the collapse of the whole specimen", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00267, "governing_design_standard": "", "id": "exp1949a", "loading_protocol": "quasi-static test protocol provided by FEMA 461", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS).", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "Drifts in out-of-plane direction", "peak_test_amplitude": "5% drift of specimen", "prior_damage": "Cracking of the horizontal joints between adjacent panels", "prior_damage_repaired": "No", "reference": "Petrone-2016", "reviewer": "NIST", "size_class": "", "specimen": "Specimen no. 2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. internal partitions built with Siniat products in Europe\n 2. Stud:50-150-50 mm section with 6 mm lips, back to back, 0.6 mm thick, 600 mm spacing\n 3. Plasterboard: 2 layers of BA13 boards 12.5 mm thick, 1200 mm wide\n 4. Track: 50-150-50mm \u201cU\u201d section, 0.6mm thick\n 5. 5000 mm high and 900 mm wide\n 6. six point bending scheme", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local buckling of either the web or the flange or both the web and the flange of the steel stud, clearly denoted by the waves in the stud", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00508, "governing_design_standard": "", "id": "exp1950a", "loading_protocol": "quasi-static test protocol provided by FEMA 461", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS).", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "Drifts in out-of-plane direction", "peak_test_amplitude": "5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Petrone-2016", "reviewer": "NIST", "size_class": "", "specimen": "Specimen no. 3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. internal partitions built with Siniat products in Europe\n 2. Stud:50-150-50 mm section with 6 mm lips, back to back, 0.6 mm thick, 600 mm spacing\n 3. Plasterboard: 2 layers of BA13 boards 12.5 mm thick, 1200 mm wide\n 4. Track: 50-150-50mm \u201cU\u201d section, 0.6mm thick\n 5. 5000 mm high and 900 mm wide\n 6. six point bending scheme", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of the horizontal joints between adjacent panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00508, "governing_design_standard": "", "id": "exp1951a", "loading_protocol": "quasi-static test protocol provided by FEMA 461", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS).", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "Drifts in out-of-plane direction", "peak_test_amplitude": "5% drift of specimen", "prior_damage": "Local buckling of either the web or the flange or both the web and the flange of the steel stud, clearly denoted by the waves in the stud", "prior_damage_repaired": "No", "reference": "Petrone-2016", "reviewer": "NIST", "size_class": "", "specimen": "Specimen no. 3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. internal partitions built with Siniat products in Europe\n 2. Stud:50-150-50 mm section with 6 mm lips, back to back, 0.6 mm thick, 600 mm spacing\n 3. Plasterboard: 2 layers of BA13 boards 12.5 mm thick, 1200 mm wide\n 4. Track: 50-150-50mm \u201cU\u201d section, 0.6mm thick\n 5. 5000 mm high and 900 mm wide\n 6. six point bending scheme", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Pull out of the boards and/or of the studs from the base or top horizontal guide due to the excessive local plastic deformation in the stud; this damage type was the typical cause of the collapse of the whole specimen", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00746, "governing_design_standard": "", "id": "exp1952a", "loading_protocol": "quasi-static test protocol provided by FEMA 461", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS).", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "Drifts in out-of-plane direction", "peak_test_amplitude": "5% drift of specimen", "prior_damage": "Cracking of the horizontal joints between adjacent panels", "prior_damage_repaired": "No", "reference": "Petrone-2016", "reviewer": "NIST", "size_class": "", "specimen": "Specimen no. 3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. internal partitions built with Siniat products in Europe\n 2. Stud:50-100-50 mm section with 6 mm lips, back to back, 0.6mm thick, 400 mm spacing\n 3. Plasterboard: 2 layers of BA18 boards 18 mm thick, 1200 mm wide\n 4. Track: 30-100-30mm \u201cU\u201d section, 0.6mm thick\n 5. 5000 mm high and 900 mm wide\n 6. six point bending scheme", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of the horizontal joints between adjacent panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01018, "governing_design_standard": "", "id": "exp1953a", "loading_protocol": "quasi-static test protocol provided by FEMA 461", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS).", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "Drifts in out-of-plane direction", "peak_test_amplitude": "5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Petrone-2016", "reviewer": "NIST", "size_class": "", "specimen": "Specimen no. 4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. internal partitions built with Siniat products in Europe\n 2. Stud:50-100-50 mm section with 6 mm lips, back to back, 0.6mm thick, 400 mm spacing\n 3. Plasterboard: 2 layers of BA18 boards 18 mm thick, 1200 mm wide\n 4. Track: 30-100-30mm \u201cU\u201d section, 0.6mm thick\n 5. 5000 mm high and 900 mm wide\n 6. six point bending scheme", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local buckling of either the web or the flange or both the web and the flange of the steel stud, clearly denoted by the waves in the stud", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01508, "governing_design_standard": "", "id": "exp1954a", "loading_protocol": "quasi-static test protocol provided by FEMA 461", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS).", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "Drifts in out-of-plane direction", "peak_test_amplitude": "5% drift of specimen", "prior_damage": "Cracking of the horizontal joints between adjacent panels", "prior_damage_repaired": "No", "reference": "Petrone-2016", "reviewer": "NIST", "size_class": "", "specimen": "Specimen no. 4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. internal partitions built with Siniat products in Europe\n 2. Stud:50-100-50 mm section with 6 mm lips, back to back, 0.6mm thick, 400 mm spacing\n 3. Plasterboard: 2 layers of BA18 boards 18 mm thick, 1200 mm wide\n 4. Track: 30-100-30mm \u201cU\u201d section, 0.6mm thick\n 5. 5000 mm high and 900 mm wide\n 6. six point bending scheme", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Pull out of the boards and/or of the studs from the base or top horizontal guide due to the excessive local plastic deformation in the stud; this damage type was the typical cause of the collapse of the whole specimen", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02017, "governing_design_standard": "", "id": "exp1955a", "loading_protocol": "quasi-static test protocol provided by FEMA 461", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS).", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "Drifts in out-of-plane direction", "peak_test_amplitude": "5% drift of specimen", "prior_damage": "Local buckling of either the web or the flange or both the web and the flange of the steel stud, clearly denoted by the waves in the stud", "prior_damage_repaired": "No", "reference": "Petrone-2016", "reviewer": "NIST", "size_class": "", "specimen": "Specimen no. 4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. I-shaped gypsum wallboard partitions consisting of a main wall of 2.4 m (8 ft) by 2.4 m (8 ft) connected to two return walls of 1.2 m (4 ft) by 2.4 m (8 ft)\n 2. conventional partition\n 3. 20 gage cold-formed steel studs spaced 406.4 mm (16 in.) on center attached to 18 gage steel slotted upper tracks and (non-slotted) lower tracks by 12.7 mm (1/2 in.) wafer head screws.\n 4. Gypsum wallboard panels with a thickness of 15.9 mm (5/8 in.) were attached to the steel frame with 31.8 mm (1-1/4 in.) coarse threaded drywall screws spaced 203.2 mm (8 in.) on center.\n 5. Generic joint compound and 50.8 mm (2 in.) tape were used on the panel joints and corners between the main wall and the return walls.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "small crack appeared at one intersection between the main wall and one of the return walls", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0018, "governing_design_standard": "", "id": "exp1956a", "loading_protocol": "quasi-static test protocol provided by FEMA 461", "location": "laboratory of Stanford University\u2019s John A. Blume Earthquake Engineering Center", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.75% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "ArayaLetelier-2012", "reviewer": "NIST", "size_class": "", "specimen": "Wall Specimen A", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. I-shaped gypsum wallboard partitions consisting of a main wall of 2.4 m (8 ft) by 2.4 m (8 ft) connected to two return walls of 1.2 m (4 ft) by 2.4 m (8 ft)\n 2. conventional partition\n 3. 20 gage cold-formed steel studs spaced 406.4 mm (16 in.) on center attached to 18 gage steel slotted upper tracks and (non-slotted) lower tracks by 12.7 mm (1/2 in.) wafer head screws.\n 4. Gypsum wallboard panels with a thickness of 15.9 mm (5/8 in.) were attached to the steel frame with 31.8 mm (1-1/4 in.) coarse threaded drywall screws spaced 203.2 mm (8 in.) on center.\n 5. Generic joint compound and 50.8 mm (2 in.) tape were used on the panel joints and corners between the main wall and the return walls.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "gypsum wallboard from a return wall cracked severely", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0024, "governing_design_standard": "", "id": "exp1957a", "loading_protocol": "quasi-static test protocol provided by FEMA 461", "location": "laboratory of Stanford University\u2019s John A. Blume Earthquake Engineering Center", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.75% drift of specimen", "prior_damage": "small crack appeared at one intersection between the main wall and one of the return walls", "prior_damage_repaired": "No", "reference": "ArayaLetelier-2012", "reviewer": "NIST", "size_class": "", "specimen": "Wall Specimen A", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. I-shaped gypsum wallboard partitions consisting of a main wall of 2.4 m (8 ft) by 2.4 m (8 ft) connected to two return walls of 1.2 m (4 ft) by 2.4 m (8 ft)\n 2. conventional partition\n 3. 20 gage cold-formed steel studs spaced 406.4 mm (16 in.) on center attached to 18 gage steel slotted upper tracks and (non-slotted) lower tracks by 12.7 mm (1/2 in.) wafer head screws.\n 4. Gypsum wallboard panels with a thickness of 15.9 mm (5/8 in.) were attached to the steel frame with 31.8 mm (1-1/4 in.) coarse threaded drywall screws spaced 203.2 mm (8 in.) on center.\n 5. Generic joint compound and 50.8 mm (2 in.) tape were used on the panel joints and corners between the main wall and the return walls.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "severe crushing of the gypsum boards all over the specimen and buckling of the metal studs in the return walls", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0025, "governing_design_standard": "", "id": "exp1958a", "loading_protocol": "quasi-static test protocol provided by FEMA 461", "location": "laboratory of Stanford University\u2019s John A. Blume Earthquake Engineering Center", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.75% drift of specimen", "prior_damage": "gypsum wallboard from a return wall cracked severely", "prior_damage_repaired": "No", "reference": "ArayaLetelier-2012", "reviewer": "NIST", "size_class": "", "specimen": "Wall Specimen A", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. I-shaped gypsum wallboard partitions consisting of a main wall of 2.4 m (8 ft) by 2.4 m (8 ft) connected to two return walls of 1.2 m (4 ft) by 2.4 m (8 ft)\n 2. Partitions with two new sliding/frictional connections in the main wall (central) and one connection in each return wall, corresponding to one connection every 1.2 m (4 ft).\n 3. 20 gage cold-formed steel studs spaced 406.4 mm (16 in.) on center attached to 18 gage steel slotted upper tracks and (non-slotted) lower tracks by 12.7 mm (1/2 in.) wafer head screws.\n 4. Gypsum wallboard panels with a thickness of 15.9 mm (5/8 in.) were attached to the steel frame with 31.8 mm (1-1/4 in.) coarse threaded drywall screws spaced 203.2 mm (8 in.) on center.\n 5. Generic joint compound and 50.8 mm (2 in.) tape were used on the panel joints and corners between the main wall and the return walls.\n 6. The upper track has large circular holes with diameters equivalent to the track\u2019s width (e.g., 88.9 mm) that are centered around two fasteners that attach the short steel tube to the steel plate. These holes accommodate the relative deformations between the upper end of the partition and the floor above the partition.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "small crack appeared at one intersection between the main wall and one of the return walls", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0075, "governing_design_standard": "", "id": "exp1959a", "loading_protocol": "quasi-static test protocol provided by FEMA 462", "location": "laboratory of Stanford University\u2019s John A. Blume Earthquake Engineering Center", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.75% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "ArayaLetelier-2012", "reviewer": "NIST", "size_class": "", "specimen": "Wall Specimen B", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. I-shaped gypsum wallboard partitions consisting of a main wall of 2.4 m (8 ft) by 2.4 m (8 ft) connected to two return walls of 1.2 m (4 ft) by 2.4 m (8 ft)\n 2. Partitions with two new sliding/frictional connections in the main wall (central) and one connection in each return wall, corresponding to one connection every 1.2 m (4 ft).\n 3. 20 gage cold-formed steel studs spaced 406.4 mm (16 in.) on center attached to 18 gage steel slotted upper tracks and (non-slotted) lower tracks by 12.7 mm (1/2 in.) wafer head screws.\n 4. Gypsum wallboard panels with a thickness of 15.9 mm (5/8 in.) were attached to the steel frame with 31.8 mm (1-1/4 in.) coarse threaded drywall screws spaced 203.2 mm (8 in.) on center.\n 5. Generic joint compound and 50.8 mm (2 in.) tape were used on the panel joints and corners between the main wall and the return walls.\n 6. The upper track has large circular holes with diameters equivalent to the track\u2019s width (e.g., 88.9 mm) that are centered around two fasteners that attach the short steel tube to the steel plate. These holes accommodate the relative deformations between the upper end of the partition and the floor above the partition.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "gypsum wallboard from a return wall cracked severely", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0075, "governing_design_standard": "", "id": "exp1960a", "loading_protocol": "quasi-static test protocol provided by FEMA 462", "location": "laboratory of Stanford University\u2019s John A. Blume Earthquake Engineering Center", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.75% drift of specimen", "prior_damage": "small crack appeared at one intersection between the main wall and one of the return walls", "prior_damage_repaired": "No", "reference": "ArayaLetelier-2012", "reviewer": "NIST", "size_class": "", "specimen": "Wall Specimen B", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. I-shaped gypsum wallboard partitions consisting of a main wall of 2.4 m (8 ft) by 2.4 m (8 ft) connected to two return walls of 1.2 m (4 ft) by 2.4 m (8 ft)\n 2. Partitions with two new sliding/frictional connections in the main wall (central) and one connection in each return wall, corresponding to one connection every 1.2 m (4 ft).\n 3. 20 gage cold-formed steel studs spaced 406.4 mm (16 in.) on center attached to 18 gage steel slotted upper tracks and (non-slotted) lower tracks by 12.7 mm (1/2 in.) wafer head screws.\n 4. Gypsum wallboard panels with a thickness of 15.9 mm (5/8 in.) were attached to the steel frame with 31.8 mm (1-1/4 in.) coarse threaded drywall screws spaced 203.2 mm (8 in.) on center.\n 5. Generic joint compound and 50.8 mm (2 in.) tape were used on the panel joints and corners between the main wall and the return walls.\n 6. The upper track has large circular holes with diameters equivalent to the track\u2019s width (e.g., 88.9 mm) that are centered around two fasteners that attach the short steel tube to the steel plate. These holes accommodate the relative deformations between the upper end of the partition and the floor above the partition.", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "severe crushing of the gypsum boards all over the specimen and buckling of the metal studs in the return walls", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0125, "governing_design_standard": "", "id": "exp1961a", "loading_protocol": "quasi-static test protocol provided by FEMA 462", "location": "laboratory of Stanford University\u2019s John A. Blume Earthquake Engineering Center", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3.75% drift of specimen", "prior_damage": "gypsum wallboard from a return wall cracked severely", "prior_damage_repaired": "No", "reference": "ArayaLetelier-2012", "reviewer": "NIST", "size_class": "", "specimen": "Wall Specimen B", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0194, "governing_design_standard": "", "id": "exp1962a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 1", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0009, "governing_design_standard": "", "id": "exp1963a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 1", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Crushing of Wallboard at Perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0025, "governing_design_standard": "", "id": "exp1964a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 1", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00301, "governing_design_standard": "", "id": "exp1965a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Crushing of Wallboard at Perimeter", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 1", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Joint at Out-of-Plane Wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00301, "governing_design_standard": "", "id": "exp1966a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 1", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00359, "governing_design_standard": "", "id": "exp1967a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 2", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00777, "governing_design_standard": "", "id": "exp1968a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 2", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0171, "governing_design_standard": "", "id": "exp1969a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 2", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Joint at Out-of-Plane Wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00121, "governing_design_standard": "", "id": "exp1970a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 2", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of Wallboard at Perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0013, "governing_design_standard": "", "id": "exp1971a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Joint at Out-of-Plane Wall", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 2", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00268, "governing_design_standard": "", "id": "exp1972a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 3", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00472, "governing_design_standard": "", "id": "exp1973a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 3", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Joint at Out-of-Plane Wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0066, "governing_design_standard": "", "id": "exp1974a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 3", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of Wallboard at Perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00785, "governing_design_standard": "", "id": "exp1975a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Joint at Out-of-Plane Wall", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 3", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02376, "governing_design_standard": "", "id": "exp1976a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Crushing of Wallboard at Perimeter", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 3", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00117, "governing_design_standard": "", "id": "exp1977a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 4", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Crushing of Wallboard at Perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0017, "governing_design_standard": "", "id": "exp1978a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 4", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Opening", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0017, "governing_design_standard": "", "id": "exp1979a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Crushing of Wallboard at Perimeter", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 4", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00341, "governing_design_standard": "", "id": "exp1980a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Opening", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 4", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Butt Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00818, "governing_design_standard": "", "id": "exp1981a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 4", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Joint at Out-of-Plane Wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00826, "governing_design_standard": "", "id": "exp1982a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Vertical Butt Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 4", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Global Buckling of Panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01114, "governing_design_standard": "", "id": "exp1983a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Joint at Out-of-Plane Wall", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 4", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Cracking of Horizontal Wall Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01746, "governing_design_standard": "", "id": "exp1984a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Global Buckling of Panel", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 4", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00085, "governing_design_standard": "", "id": "exp1985a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 5", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00254, "governing_design_standard": "", "id": "exp1986a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 5", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Crushing of Wallboard at Perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00278, "governing_design_standard": "", "id": "exp1987a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 5", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Joint at Out-of-Plane Wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00278, "governing_design_standard": "", "id": "exp1988a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Crushing of Wallboard at Perimeter", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 5", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Opening", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00541, "governing_design_standard": "", "id": "exp1989a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Joint at Out-of-Plane Wall", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 5", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Global Buckling of Panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01169, "governing_design_standard": "", "id": "exp1990a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Opening", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 5", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Top Sill Fastened", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02825, "governing_design_standard": "", "id": "exp1991a", "loading_protocol": "Monotonic. it was desired to know if unloading stiffness could be used as a means of evaluating the remaining strength and stiffness of the wall. To allow for such future study, the applied displacement was reduced at certain points during the test to measure the unloading stiffness. Unloading was performed after photographs were taken at drift levels of 0.75, 1, 1.25, 1.5, 2, and 3% drift.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 8", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Top Sill Fastened", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Opening", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00111, "governing_design_standard": "", "id": "exp1992a", "loading_protocol": "Monotonic. it was desired to know if unloading stiffness could be used as a means of evaluating the remaining strength and stiffness of the wall. To allow for such future study, the applied displacement was reduced at certain points during the test to measure the unloading stiffness. Unloading was performed after photographs were taken at drift levels of 0.75, 1, 1.25, 1.5, 2, and 3% drift.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 8", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Top Sill Fastened", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0015, "governing_design_standard": "", "id": "exp1993a", "loading_protocol": "Monotonic. it was desired to know if unloading stiffness could be used as a means of evaluating the remaining strength and stiffness of the wall. To allow for such future study, the applied displacement was reduced at certain points during the test to measure the unloading stiffness. Unloading was performed after photographs were taken at drift levels of 0.75, 1, 1.25, 1.5, 2, and 3% drift.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Opening", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 8", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Top Sill Fastened", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Butt Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00181, "governing_design_standard": "", "id": "exp1994a", "loading_protocol": "Monotonic. it was desired to know if unloading stiffness could be used as a means of evaluating the remaining strength and stiffness of the wall. To allow for such future study, the applied displacement was reduced at certain points during the test to measure the unloading stiffness. Unloading was performed after photographs were taken at drift levels of 0.75, 1, 1.25, 1.5, 2, and 3% drift.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 8", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Top Sill Fastened", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Panel not at Opening", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00475, "governing_design_standard": "", "id": "exp1995a", "loading_protocol": "Monotonic. it was desired to know if unloading stiffness could be used as a means of evaluating the remaining strength and stiffness of the wall. To allow for such future study, the applied displacement was reduced at certain points during the test to measure the unloading stiffness. Unloading was performed after photographs were taken at drift levels of 0.75, 1, 1.25, 1.5, 2, and 3% drift.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Vertical Butt Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 8", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Top Sill Fastened", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of Wallboard at Perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00999, "governing_design_standard": "", "id": "exp1996a", "loading_protocol": "Monotonic. it was desired to know if unloading stiffness could be used as a means of evaluating the remaining strength and stiffness of the wall. To allow for such future study, the applied displacement was reduced at certain points during the test to measure the unloading stiffness. Unloading was performed after photographs were taken at drift levels of 0.75, 1, 1.25, 1.5, 2, and 3% drift.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Panel not at Opening", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 8", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Top Sill Fastened", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Joint at Out-of-Plane Wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01153, "governing_design_standard": "", "id": "exp1997a", "loading_protocol": "Monotonic. it was desired to know if unloading stiffness could be used as a means of evaluating the remaining strength and stiffness of the wall. To allow for such future study, the applied displacement was reduced at certain points during the test to measure the unloading stiffness. Unloading was performed after photographs were taken at drift levels of 0.75, 1, 1.25, 1.5, 2, and 3% drift.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Crushing of Wallboard at Perimeter", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 8", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Top Sill Fastened", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Global Buckling of Panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0008, "governing_design_standard": "", "id": "exp1998a", "loading_protocol": "Monotonic. it was desired to know if unloading stiffness could be used as a means of evaluating the remaining strength and stiffness of the wall. To allow for such future study, the applied displacement was reduced at certain points during the test to measure the unloading stiffness. Unloading was performed after photographs were taken at drift levels of 0.75, 1, 1.25, 1.5, 2, and 3% drift.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Joint at Out-of-Plane Wall", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 8", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Top Sill Fastened", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00104, "governing_design_standard": "", "id": "exp1999a", "loading_protocol": "Monotonic. it was desired to know if unloading stiffness could be used as a means of evaluating the remaining strength and stiffness of the wall. To allow for such future study, the applied displacement was reduced at certain points during the test to measure the unloading stiffness. Unloading was performed after photographs were taken at drift levels of 0.75, 1, 1.25, 1.5, 2, and 3% drift.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 9", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Top Sill Fastened", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Joint at Out-of-Plane Wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00251, "governing_design_standard": "", "id": "exp2000a", "loading_protocol": "Monotonic. it was desired to know if unloading stiffness could be used as a means of evaluating the remaining strength and stiffness of the wall. To allow for such future study, the applied displacement was reduced at certain points during the test to measure the unloading stiffness. Unloading was performed after photographs were taken at drift levels of 0.75, 1, 1.25, 1.5, 2, and 3% drift.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 9", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Top Sill Fastened", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00261, "governing_design_standard": "", "id": "exp2001a", "loading_protocol": "Monotonic. it was desired to know if unloading stiffness could be used as a means of evaluating the remaining strength and stiffness of the wall. To allow for such future study, the applied displacement was reduced at certain points during the test to measure the unloading stiffness. Unloading was performed after photographs were taken at drift levels of 0.75, 1, 1.25, 1.5, 2, and 3% drift.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Joint at Out-of-Plane Wall", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 9", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Top Sill Fastened", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of Wallboard at Perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00351, "governing_design_standard": "", "id": "exp2002a", "loading_protocol": "Monotonic. it was desired to know if unloading stiffness could be used as a means of evaluating the remaining strength and stiffness of the wall. To allow for such future study, the applied displacement was reduced at certain points during the test to measure the unloading stiffness. Unloading was performed after photographs were taken at drift levels of 0.75, 1, 1.25, 1.5, 2, and 3% drift.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 9", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Top Sill Fastened", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Butt Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0062, "governing_design_standard": "", "id": "exp2003a", "loading_protocol": "Monotonic. it was desired to know if unloading stiffness could be used as a means of evaluating the remaining strength and stiffness of the wall. To allow for such future study, the applied displacement was reduced at certain points during the test to measure the unloading stiffness. Unloading was performed after photographs were taken at drift levels of 0.75, 1, 1.25, 1.5, 2, and 3% drift.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Crushing of Wallboard at Perimeter", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 9", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Top Sill Fastened", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00773, "governing_design_standard": "", "id": "exp2004a", "loading_protocol": "Monotonic. it was desired to know if unloading stiffness could be used as a means of evaluating the remaining strength and stiffness of the wall. To allow for such future study, the applied displacement was reduced at certain points during the test to measure the unloading stiffness. Unloading was performed after photographs were taken at drift levels of 0.75, 1, 1.25, 1.5, 2, and 3% drift.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Vertical Butt Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 9", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Top Sill Fastened", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Horizontal Wall Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01009, "governing_design_standard": "", "id": "exp2005a", "loading_protocol": "Monotonic. it was desired to know if unloading stiffness could be used as a means of evaluating the remaining strength and stiffness of the wall. To allow for such future study, the applied displacement was reduced at certain points during the test to measure the unloading stiffness. Unloading was performed after photographs were taken at drift levels of 0.75, 1, 1.25, 1.5, 2, and 3% drift.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 9", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Top Sill Fastened", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Global Buckling of Panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01695, "governing_design_standard": "", "id": "exp2006a", "loading_protocol": "Monotonic. it was desired to know if unloading stiffness could be used as a means of evaluating the remaining strength and stiffness of the wall. To allow for such future study, the applied displacement was reduced at certain points during the test to measure the unloading stiffness. Unloading was performed after photographs were taken at drift levels of 0.75, 1, 1.25, 1.5, 2, and 3% drift.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Horizontal Wall Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 9", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01975, "governing_design_standard": "", "id": "exp2007a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 10", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Joint at Out-of-Plane Wall", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00113, "governing_design_standard": "", "id": "exp2008a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 10", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00226, "governing_design_standard": "", "id": "exp2009a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Joint at Out-of-Plane Wall", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 10", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Butt Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0025, "governing_design_standard": "", "id": "exp2010a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 10", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00791, "governing_design_standard": "", "id": "exp2011a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Vertical Butt Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 10", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of Wallboard at Perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00049, "governing_design_standard": "", "id": "exp2012a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 10", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Global Buckling of Panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00149, "governing_design_standard": "", "id": "exp2013a", "loading_protocol": "Monotonic. At 4% point, the loading was reversed to a peak drift of 4% in the opposite\n direction.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4% drift of specimen", "prior_damage": "Crushing of Wallboard at Perimeter", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 10", "specimen_inspection_sequence": "", "test_type": "Monotonic, lateral" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00266, "governing_design_standard": "", "id": "exp2014a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00773, "governing_design_standard": "", "id": "exp2015a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Out-of-Plane Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00804, "governing_design_standard": "", "id": "exp2016a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Butt Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02298, "governing_design_standard": "", "id": "exp2017a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Out-of-Plane Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02931, "governing_design_standard": "", "id": "exp2018a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Butt Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of Wallboard at Perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00158, "governing_design_standard": "", "id": "exp2019a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Global Buckling of Panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00207, "governing_design_standard": "", "id": "exp2020a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Crushing of Wallboard at Perimeter", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00255, "governing_design_standard": "", "id": "exp2021a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00269, "governing_design_standard": "", "id": "exp2022a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Butt Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00494, "governing_design_standard": "", "id": "exp2023a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Out-of-Plane Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00802, "governing_design_standard": "", "id": "exp2024a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Butt Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00038, "governing_design_standard": "", "id": "exp2025a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Out-of-Plane Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of Wallboard at Perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0022, "governing_design_standard": "", "id": "exp2026a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Global Buckling of Panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00254, "governing_design_standard": "", "id": "exp2027a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Crushing of Wallboard at Perimeter", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00468, "governing_design_standard": "", "id": "exp2028a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 11", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00518, "governing_design_standard": "", "id": "exp2029a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 11", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Butt Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02268, "governing_design_standard": "", "id": "exp2030a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 11", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02872, "governing_design_standard": "", "id": "exp2031a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Butt Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 11", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Horizontal Wall Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.03082, "governing_design_standard": "", "id": "exp2032a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 11", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Out-of-Plane Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00108, "governing_design_standard": "", "id": "exp2033a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Horizontal Wall Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 11", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of Wallboard at Perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00171, "governing_design_standard": "", "id": "exp2034a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Out-of-Plane Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 11", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge\n 9. Innovative construction method: Type A - to be a cheaper alternative. It used standard wallboard but replaced the standard wallboard screws with screws that had larger heads. Two different screw types were tested, one on the front face and another on the back face. Black-Finish Pan Washer Head (Type A, Phillips Drive, Sharp Point) was one screw tested. These screws were #8 x 1.25 inch long. The other screw tested was Oval Head Phillips with Countersunk Washer (Type A, Sharp Point). These were also #8 x 1.25 inch long.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00419, "governing_design_standard": "", "id": "exp2035a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 12", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge\n 9. Innovative construction method: Type A - to be a cheaper alternative. It used standard wallboard but replaced the standard wallboard screws with screws that had larger heads. Two different screw types were tested, one on the front face and another on the back face. Black-Finish Pan Washer Head (Type A, Phillips Drive, Sharp Point) was one screw tested. These screws were #8 x 1.25 inch long. The other screw tested was Oval Head Phillips with Countersunk Washer (Type A, Sharp Point). These were also #8 x 1.25 inch long.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00552, "governing_design_standard": "", "id": "exp2036a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 12", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge\n 9. Innovative construction method: Type A - to be a cheaper alternative. It used standard wallboard but replaced the standard wallboard screws with screws that had larger heads. Two different screw types were tested, one on the front face and another on the back face. Black-Finish Pan Washer Head (Type A, Phillips Drive, Sharp Point) was one screw tested. These screws were #8 x 1.25 inch long. The other screw tested was Oval Head Phillips with Countersunk Washer (Type A, Sharp Point). These were also #8 x 1.25 inch long.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00729, "governing_design_standard": "", "id": "exp2037a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 12", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge\n 9. Innovative construction method: Type A - to be a cheaper alternative. It used standard wallboard but replaced the standard wallboard screws with screws that had larger heads. Two different screw types were tested, one on the front face and another on the back face. Black-Finish Pan Washer Head (Type A, Phillips Drive, Sharp Point) was one screw tested. These screws were #8 x 1.25 inch long. The other screw tested was Oval Head Phillips with Countersunk Washer (Type A, Sharp Point). These were also #8 x 1.25 inch long.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Butt Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00889, "governing_design_standard": "", "id": "exp2038a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 12", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge\n 9. Innovative construction method: Type A - to be a cheaper alternative. It used standard wallboard but replaced the standard wallboard screws with screws that had larger heads. Two different screw types were tested, one on the front face and another on the back face. Black-Finish Pan Washer Head (Type A, Phillips Drive, Sharp Point) was one screw tested. These screws were #8 x 1.25 inch long. The other screw tested was Oval Head Phillips with Countersunk Washer (Type A, Sharp Point). These were also #8 x 1.25 inch long.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Horizontal Wall Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01032, "governing_design_standard": "", "id": "exp2039a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Butt Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 12", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge\n 9. Innovative construction method: Type A - to be a cheaper alternative. It used standard wallboard but replaced the standard wallboard screws with screws that had larger heads. Two different screw types were tested, one on the front face and another on the back face. Black-Finish Pan Washer Head (Type A, Phillips Drive, Sharp Point) was one screw tested. These screws were #8 x 1.25 inch long. The other screw tested was Oval Head Phillips with Countersunk Washer (Type A, Sharp Point). These were also #8 x 1.25 inch long.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Out-of-Plane Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01032, "governing_design_standard": "", "id": "exp2040a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Horizontal Wall Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 12", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge\n 9. Innovative construction method: Type A - to be a cheaper alternative. It used standard wallboard but replaced the standard wallboard screws with screws that had larger heads. Two different screw types were tested, one on the front face and another on the back face. Black-Finish Pan Washer Head (Type A, Phillips Drive, Sharp Point) was one screw tested. These screws were #8 x 1.25 inch long. The other screw tested was Oval Head Phillips with Countersunk Washer (Type A, Sharp Point). These were also #8 x 1.25 inch long.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of Wallboard at Perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02961, "governing_design_standard": "", "id": "exp2041a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Out-of-Plane Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 12", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge\n 9. Innovative construction method: Type A - to be a cheaper alternative. It used standard wallboard but replaced the standard wallboard screws with screws that had larger heads. Two different screw types were tested, one on the front face and another on the back face. Black-Finish Pan Washer Head (Type A, Phillips Drive, Sharp Point) was one screw tested. These screws were #8 x 1.25 inch long. The other screw tested was Oval Head Phillips with Countersunk Washer (Type A, Sharp Point). These were also #8 x 1.25 inch long.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Global Buckling of Panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02961, "governing_design_standard": "", "id": "exp2042a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Crushing of Wallboard at Perimeter", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 12", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge\n 9. Innovative construction method: Type B - built with a different type of wallboard. This test was\n intended to represent a more expensive, but higher performing wall than Test #12. Industry\n suppliers suggest that the installed cost of this material is within 20% of standard gypsum wallboard. This was the only specimen tested in the project that did not use Standard 1/2-inch\n gypsum wallboard. FIBERROCK Brand Panels \u2013 Abuse Resistant wall material was provided by\n U. S. Gypsum to evaluate if the material would be resistant to damage.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00085, "governing_design_standard": "", "id": "exp2043a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 13", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge\n 9. Innovative construction method: Type B - built with a different type of wallboard. This test was\n intended to represent a more expensive, but higher performing wall than Test #12. Industry\n suppliers suggest that the installed cost of this material is within 20% of standard gypsum wallboard. This was the only specimen tested in the project that did not use Standard 1/2-inch\n gypsum wallboard. FIBERROCK Brand Panels \u2013 Abuse Resistant wall material was provided by\n U. S. Gypsum to evaluate if the material would be resistant to damage.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Butt Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00254, "governing_design_standard": "", "id": "exp2044a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 13", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge\n 9. Innovative construction method: Type B - built with a different type of wallboard. This test was\n intended to represent a more expensive, but higher performing wall than Test #12. Industry\n suppliers suggest that the installed cost of this material is within 20% of standard gypsum wallboard. This was the only specimen tested in the project that did not use Standard 1/2-inch\n gypsum wallboard. FIBERROCK Brand Panels \u2013 Abuse Resistant wall material was provided by\n U. S. Gypsum to evaluate if the material would be resistant to damage.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Out-of-Plane Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00278, "governing_design_standard": "", "id": "exp2045a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Butt Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 13", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge\n 9. Innovative construction method: Type B - built with a different type of wallboard. This test was\n intended to represent a more expensive, but higher performing wall than Test #12. Industry\n suppliers suggest that the installed cost of this material is within 20% of standard gypsum wallboard. This was the only specimen tested in the project that did not use Standard 1/2-inch\n gypsum wallboard. FIBERROCK Brand Panels \u2013 Abuse Resistant wall material was provided by\n U. S. Gypsum to evaluate if the material would be resistant to damage.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Horizontal Wall Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00278, "governing_design_standard": "", "id": "exp2046a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Out-of-Plane Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 13", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge\n 9. Innovative construction method: Type B - built with a different type of wallboard. This test was\n intended to represent a more expensive, but higher performing wall than Test #12. Industry\n suppliers suggest that the installed cost of this material is within 20% of standard gypsum wallboard. This was the only specimen tested in the project that did not use Standard 1/2-inch\n gypsum wallboard. FIBERROCK Brand Panels \u2013 Abuse Resistant wall material was provided by\n U. S. Gypsum to evaluate if the material would be resistant to damage.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00541, "governing_design_standard": "", "id": "exp2047a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Horizontal Wall Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 13", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge\n 9. Innovative construction method: Type B - built with a different type of wallboard. This test was\n intended to represent a more expensive, but higher performing wall than Test #12. Industry\n suppliers suggest that the installed cost of this material is within 20% of standard gypsum wallboard. This was the only specimen tested in the project that did not use Standard 1/2-inch\n gypsum wallboard. FIBERROCK Brand Panels \u2013 Abuse Resistant wall material was provided by\n U. S. Gypsum to evaluate if the material would be resistant to damage.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01169, "governing_design_standard": "", "id": "exp2048a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 13", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door and Window\n 8. Method of construction: Floating Edge\n 9. Innovative construction method: Type B - built with a different type of wallboard. This test was\n intended to represent a more expensive, but higher performing wall than Test #12. Industry\n suppliers suggest that the installed cost of this material is within 20% of standard gypsum wallboard. This was the only specimen tested in the project that did not use Standard 1/2-inch\n gypsum wallboard. FIBERROCK Brand Panels \u2013 Abuse Resistant wall material was provided by\n U. S. Gypsum to evaluate if the material would be resistant to damage.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Global Buckling of Panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02825, "governing_design_standard": "", "id": "exp2049a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 13", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00111, "governing_design_standard": "", "id": "exp2050a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 14", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Out-of-Plane Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0015, "governing_design_standard": "", "id": "exp2051a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 14", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00181, "governing_design_standard": "", "id": "exp2052a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Out-of-Plane Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 14", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00475, "governing_design_standard": "", "id": "exp2053a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 14", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Butt Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00999, "governing_design_standard": "", "id": "exp2054a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 14", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of Wallboard at Perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01153, "governing_design_standard": "", "id": "exp2055a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Butt Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 14", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0008, "governing_design_standard": "", "id": "exp2056a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Crushing of Wallboard at Perimeter", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 14R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Butt Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00104, "governing_design_standard": "", "id": "exp2057a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 14R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Out-of-Plane Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00251, "governing_design_standard": "", "id": "exp2058a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Butt Joint", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 14R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00261, "governing_design_standard": "", "id": "exp2059a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Out-of-Plane Joint", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 14R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Horizontal Wall Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00351, "governing_design_standard": "", "id": "exp2060a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 14R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0062, "governing_design_standard": "", "id": "exp2061a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Horizontal Wall Joint", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 14R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Small replacement panel joints cracked", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00773, "governing_design_standard": "", "id": "exp2062a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Penetration", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 14R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of Wallboard at Perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01009, "governing_design_standard": "", "id": "exp2063a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Small replacement panel joints cracked", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 14R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Wallboard Extremely Loose from Framing", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01695, "governing_design_standard": "", "id": "exp2064a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Crushing of Wallboard at Perimeter", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 14R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Global Buckling of Panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01975, "governing_design_standard": "", "id": "exp2065a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Wallboard Extremely Loose from Framing", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 14R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00113, "governing_design_standard": "", "id": "exp2066a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 15", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00226, "governing_design_standard": "", "id": "exp2067a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 15", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Out-of-Plane Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0025, "governing_design_standard": "", "id": "exp2068a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 15", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00791, "governing_design_standard": "", "id": "exp2069a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Out-of-Plane Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 15", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00049, "governing_design_standard": "", "id": "exp2070a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 15R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00149, "governing_design_standard": "", "id": "exp2071a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 15R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Out-of-Plane Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00266, "governing_design_standard": "", "id": "exp2072a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Penetration", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 15R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00773, "governing_design_standard": "", "id": "exp2073a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Out-of-Plane Joint", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 15R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of Wallboard at Perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00804, "governing_design_standard": "", "id": "exp2074a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 15R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Wallboard Extremely Loose from Framing", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02298, "governing_design_standard": "", "id": "exp2075a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Crushing of Wallboard at Perimeter", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 15R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Free\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Global Buckling of Panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02931, "governing_design_standard": "", "id": "exp2076a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Wallboard Extremely Loose from Framing", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 15R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00158, "governing_design_standard": "", "id": "exp2077a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 16", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00207, "governing_design_standard": "", "id": "exp2078a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 16", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Out-of-Plane Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00255, "governing_design_standard": "", "id": "exp2079a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 16", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00269, "governing_design_standard": "", "id": "exp2080a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Out-of-Plane Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 16", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of Wallboard at Perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00494, "governing_design_standard": "", "id": "exp2081a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 16", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Butt Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00802, "governing_design_standard": "", "id": "exp2082a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Crushing of Wallboard at Perimeter", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 16", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00038, "governing_design_standard": "", "id": "exp2083a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Butt Joint", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 16R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0022, "governing_design_standard": "", "id": "exp2084a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 16R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Butt Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00254, "governing_design_standard": "", "id": "exp2085a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Penetration", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 16R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00468, "governing_design_standard": "", "id": "exp2086a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Butt Joint", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 16R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Out-of-Plane Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00518, "governing_design_standard": "", "id": "exp2087a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 16R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Crushing of Wallboard at Perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02268, "governing_design_standard": "", "id": "exp2088a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Out-of-Plane Joint", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 16R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Wallboard Extremely Loose from Framing", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02872, "governing_design_standard": "", "id": "exp2089a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Crushing of Wallboard at Perimeter", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 16R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Global Buckling of Panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.03082, "governing_design_standard": "", "id": "exp2090a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Wallboard Extremely Loose from Framing", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 16R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Nails @ 8 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door \n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Horizontal Wall Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00108, "governing_design_standard": "", "id": "exp2091a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Global Buckling of Panel", "prior_damage_repaired": "Yes", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 16R", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door with Door Jamb and Trim\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Wallboard at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00171, "governing_design_standard": "", "id": "exp2092a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 17", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door with Door Jamb and Trim\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Out-of-Plane Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00419, "governing_design_standard": "", "id": "exp2093a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Wallboard at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 17", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door with Door Jamb and Trim\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Vertical Butt Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00552, "governing_design_standard": "", "id": "exp2094a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Out-of-Plane Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 17", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door with Door Jamb and Trim\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local Buckling of Panel at Wall Penetration", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00729, "governing_design_standard": "", "id": "exp2095a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Vertical Butt Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 17", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door with Door Jamb and Trim\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Horizontal Wall Joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00889, "governing_design_standard": "", "id": "exp2096a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Local Buckling of Panel at Wall Penetration", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 17", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door with Door Jamb and Trim\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Crushing of Wallboard at Perimeter", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01032, "governing_design_standard": "", "id": "exp2097a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Horizontal Wall Joint", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 17", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door with Door Jamb and Trim\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Cracking of Paint over Fastener Head", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01032, "governing_design_standard": "", "id": "exp2098a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Crushing of Wallboard at Perimeter", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 17", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door with Door Jamb and Trim\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Baseboard falls loose from wall due to outward movement of wallboard.", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02961, "governing_design_standard": "", "id": "exp2099a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Cracking of Paint over Fastener Head", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 17", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door with Door Jamb and Trim\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Wallboard Extremely Loose from Framing", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02961, "governing_design_standard": "", "id": "exp2100a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Baseboard falls loose from wall due to outward movement of wallboard.", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 17", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The walls were all 8 ft. by 16 ft. (2440 mm by 4880 mm) size and framed with 2 in. by 4 in. (50 mm by 100 mm) nominal dimension lumber. All framing lumber was Grade #2 or better, Hem-Fir.\n 2. The frames have double top plates, single bottom plates, 4 in. by 4 in. (100 mm by 100mm) endposts and intermediate single studs at 16 in. (406 mm) on center. \n 3. All frames are sheathed on both sides with Standard grade, 1/2-inch (13 mm) gypsum sheathing wallboard. \n 4. The 4x8 foot (1220 mm by 2440 mm) sheathing panels are applied to the wall horizontally.\n 5. Fastener : Screws @ 16 in\n 6. Constraint at top of wall: Fixed\n 7. Wall opening: Door with Door Jamb and Trim\n 8. Method of construction: Floating Edge", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Global Buckling of Panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02961, "governing_design_standard": "", "id": "exp2101a", "loading_protocol": "The cyclic loading protocol was based upon the drift at the time that the load drops to 80% of the peak load resisted in the standard monotonic test of Test 5.", "location": "US", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.88% drift of specimen", "prior_damage": "Wallboard Extremely Loose from Framing", "prior_damage_repaired": "No", "reference": "McMullin_GypsumWallsCUREE-2002", "reviewer": "NIST", "size_class": "", "specimen": "Test 17", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.details commonly used to construct interior partition walls in NZ buildings\n 2. The specimen tested was oriented oblique to the loading direction and had multiple short wing-walls with one \u2018L\u2019-junction (in the west) and one Y-junction (in the east).\n 3. 90x45 mm timber runners fastened to concrete slabs using anchor bolts HILTI\u00ae HUS3-H8 @ 600 mm c/c in the planar wall, and @430mm c/c in return walls\n 4. timber studs (90 mm x 45 mm) were attached at a regular spacing of 600mm c/c to these runners by driving 3 nails at an angle (2 from one side and 1 from the other).\n 5. The vertical joint at the south of the Y-junction was reinforced with 135o 0.55BMT (Base Metal Thickness) galvanized steel angles screwed to the studs\n 6. A single layer of 13 mm thick gypsum plasterboard was attached to the studs as well as runners using GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) on both sides of the walls.\n 7. The spacing between the screws was kept at 300 mm c/c along the boundaries and in the field of the partition wall\n 8. the joints were plastered with two coats of GIB\u00ae Tradeset 90-minutes premium jointing compound, jointing tape and internal and external corner beads (/L-trims), where necessary.\n 9. A final coat of plaster was applied with GIB\u00ae Trade Finish.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Hairline cracks at joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0015, "governing_design_standard": "", "id": "exp2102a", "loading_protocol": "FEMA 461: maximum interstory drift of 6.21%", "location": "University of Canterbury, New Zealand", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "6.21% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta-2021", "reviewer": "NIST", "size_class": "", "specimen": "TFW", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.details commonly used to construct interior partition walls in NZ buildings\n 2. The specimen tested was oriented oblique to the loading direction and had multiple short wing-walls with one \u2018L\u2019-junction (in the west) and one Y-junction (in the east).\n 3. 90x45 mm timber runners fastened to concrete slabs using anchor bolts HILTI\u00ae HUS3-H8 @ 600 mm c/c in the planar wall, and @430mm c/c in return walls\n 4. timber studs (90 mm x 45 mm) were attached at a regular spacing of 600mm c/c to these runners by driving 3 nails at an angle (2 from one side and 1 from the other).\n 5. The vertical joint at the south of the Y-junction was reinforced with 135o 0.55BMT (Base Metal Thickness) galvanized steel angles screwed to the studs\n 6. A single layer of 13 mm thick gypsum plasterboard was attached to the studs as well as runners using GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) on both sides of the walls.\n 7. The spacing between the screws was kept at 300 mm c/c along the boundaries and in the field of the partition wall\n 8. the joints were plastered with two coats of GIB\u00ae Tradeset 90-minutes premium jointing compound, jointing tape and internal and external corner beads (/L-trims), where necessary.\n 9. A final coat of plaster was applied with GIB\u00ae Trade Finish.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Lengthening in hairline cracks", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0044, "governing_design_standard": "", "id": "exp2103a", "loading_protocol": "FEMA 461: maximum interstory drift of 6.21%", "location": "University of Canterbury, New Zealand", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "6.21% drift of specimen", "prior_damage": "Hairline cracks at joint", "prior_damage_repaired": "No", "reference": "Bhatta-2021", "reviewer": "NIST", "size_class": "", "specimen": "TFW", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.details commonly used to construct interior partition walls in NZ buildings\n 2. The specimen tested was oriented oblique to the loading direction and had multiple short wing-walls with one \u2018L\u2019-junction (in the west) and one Y-junction (in the east).\n 3. 90x45 mm timber runners fastened to concrete slabs using anchor bolts HILTI\u00ae HUS3-H8 @ 600 mm c/c in the planar wall, and @430mm c/c in return walls\n 4. timber studs (90 mm x 45 mm) were attached at a regular spacing of 600mm c/c to these runners by driving 3 nails at an angle (2 from one side and 1 from the other).\n 5. The vertical joint at the south of the Y-junction was reinforced with 135o 0.55BMT (Base Metal Thickness) galvanized steel angles screwed to the studs\n 6. A single layer of 13 mm thick gypsum plasterboard was attached to the studs as well as runners using GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) on both sides of the walls.\n 7. The spacing between the screws was kept at 300 mm c/c along the boundaries and in the field of the partition wall\n 8. the joints were plastered with two coats of GIB\u00ae Tradeset 90-minutes premium jointing compound, jointing tape and internal and external corner beads (/L-trims), where necessary.\n 9. A final coat of plaster was applied with GIB\u00ae Trade Finish.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Screw impressions on walls", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0058, "governing_design_standard": "", "id": "exp2104a", "loading_protocol": "FEMA 461: maximum interstory drift of 6.21%", "location": "University of Canterbury, New Zealand", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "6.21% drift of specimen", "prior_damage": "Lengthening in hairline cracks", "prior_damage_repaired": "No", "reference": "Bhatta-2021", "reviewer": "NIST", "size_class": "", "specimen": "TFW", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.details commonly used to construct interior partition walls in NZ buildings\n 2. The specimen tested was oriented oblique to the loading direction and had multiple short wing-walls with one \u2018L\u2019-junction (in the west) and one Y-junction (in the east).\n 3. 90x45 mm timber runners fastened to concrete slabs using anchor bolts HILTI\u00ae HUS3-H8 @ 600 mm c/c in the planar wall, and @430mm c/c in return walls\n 4. timber studs (90 mm x 45 mm) were attached at a regular spacing of 600mm c/c to these runners by driving 3 nails at an angle (2 from one side and 1 from the other).\n 5. The vertical joint at the south of the Y-junction was reinforced with 135o 0.55BMT (Base Metal Thickness) galvanized steel angles screwed to the studs\n 6. A single layer of 13 mm thick gypsum plasterboard was attached to the studs as well as runners using GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) on both sides of the walls.\n 7. The spacing between the screws was kept at 300 mm c/c along the boundaries and in the field of the partition wall\n 8. the joints were plastered with two coats of GIB\u00ae Tradeset 90-minutes premium jointing compound, jointing tape and internal and external corner beads (/L-trims), where necessary.\n 9. A final coat of plaster was applied with GIB\u00ae Trade Finish.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Distributed screws popping", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0117, "governing_design_standard": "", "id": "exp2105a", "loading_protocol": "FEMA 461: maximum interstory drift of 6.21%", "location": "University of Canterbury, New Zealand", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "6.21% drift of specimen", "prior_damage": "Screw impressions on walls", "prior_damage_repaired": "No", "reference": "Bhatta-2021", "reviewer": "NIST", "size_class": "", "specimen": "TFW", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.details commonly used to construct interior partition walls in NZ buildings\n 2. The specimen tested was oriented oblique to the loading direction and had multiple short wing-walls with one \u2018L\u2019-junction (in the west) and one Y-junction (in the east).\n 3. 90x45 mm timber runners fastened to concrete slabs using anchor bolts HILTI\u00ae HUS3-H8 @ 600 mm c/c in the planar wall, and @430mm c/c in return walls\n 4. timber studs (90 mm x 45 mm) were attached at a regular spacing of 600mm c/c to these runners by driving 3 nails at an angle (2 from one side and 1 from the other).\n 5. The vertical joint at the south of the Y-junction was reinforced with 135o 0.55BMT (Base Metal Thickness) galvanized steel angles screwed to the studs\n 6. A single layer of 13 mm thick gypsum plasterboard was attached to the studs as well as runners using GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) on both sides of the walls.\n 7. The spacing between the screws was kept at 300 mm c/c along the boundaries and in the field of the partition wall\n 8. the joints were plastered with two coats of GIB\u00ae Tradeset 90-minutes premium jointing compound, jointing tape and internal and external corner beads (/L-trims), where necessary.\n 9. A final coat of plaster was applied with GIB\u00ae Trade Finish.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Visible cracks in plasteboards", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0117, "governing_design_standard": "", "id": "exp2106a", "loading_protocol": "FEMA 461: maximum interstory drift of 6.21%", "location": "University of Canterbury, New Zealand", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "6.21% drift of specimen", "prior_damage": "Distributed screws popping", "prior_damage_repaired": "No", "reference": "Bhatta-2021", "reviewer": "NIST", "size_class": "", "specimen": "TFW", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.details commonly used to construct interior partition walls in NZ buildings\n 2. The specimen tested was oriented oblique to the loading direction and had multiple short wing-walls with one \u2018L\u2019-junction (in the west) and one Y-junction (in the east).\n 3. 90x45 mm timber runners fastened to concrete slabs using anchor bolts HILTI\u00ae HUS3-H8 @ 600 mm c/c in the planar wall, and @430mm c/c in return walls\n 4. timber studs (90 mm x 45 mm) were attached at a regular spacing of 600mm c/c to these runners by driving 3 nails at an angle (2 from one side and 1 from the other).\n 5. The vertical joint at the south of the Y-junction was reinforced with 135o 0.55BMT (Base Metal Thickness) galvanized steel angles screwed to the studs\n 6. A single layer of 13 mm thick gypsum plasterboard was attached to the studs as well as runners using GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) on both sides of the walls.\n 7. The spacing between the screws was kept at 300 mm c/c along the boundaries and in the field of the partition wall\n 8. the joints were plastered with two coats of GIB\u00ae Tradeset 90-minutes premium jointing compound, jointing tape and internal and external corner beads (/L-trims), where necessary.\n 9. A final coat of plaster was applied with GIB\u00ae Trade Finish.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Distributed cracks on plasterboard", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0165, "governing_design_standard": "", "id": "exp2107a", "loading_protocol": "FEMA 461: maximum interstory drift of 6.21%", "location": "University of Canterbury, New Zealand", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "6.21% drift of specimen", "prior_damage": "Visible cracks in plasteboards", "prior_damage_repaired": "No", "reference": "Bhatta-2021", "reviewer": "NIST", "size_class": "", "specimen": "TFW", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.details commonly used to construct interior partition walls in NZ buildings\n 2. The specimen tested was oriented oblique to the loading direction and had multiple short wing-walls with one \u2018L\u2019-junction (in the west) and one Y-junction (in the east).\n 3. 90x45 mm timber runners fastened to concrete slabs using anchor bolts HILTI\u00ae HUS3-H8 @ 600 mm c/c in the planar wall, and @430mm c/c in return walls\n 4. timber studs (90 mm x 45 mm) were attached at a regular spacing of 600mm c/c to these runners by driving 3 nails at an angle (2 from one side and 1 from the other).\n 5. The vertical joint at the south of the Y-junction was reinforced with 135o 0.55BMT (Base Metal Thickness) galvanized steel angles screwed to the studs\n 6. A single layer of 13 mm thick gypsum plasterboard was attached to the studs as well as runners using GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) on both sides of the walls.\n 7. The spacing between the screws was kept at 300 mm c/c along the boundaries and in the field of the partition wall\n 8. the joints were plastered with two coats of GIB\u00ae Tradeset 90-minutes premium jointing compound, jointing tape and internal and external corner beads (/L-trims), where necessary.\n 9. A final coat of plaster was applied with GIB\u00ae Trade Finish.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Corner crushing and separation of adjacent plasterboards", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0223, "governing_design_standard": "", "id": "exp2108a", "loading_protocol": "FEMA 461: maximum interstory drift of 6.21%", "location": "University of Canterbury, New Zealand", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "6.21% drift of specimen", "prior_damage": "Distributed cracks on plasterboard", "prior_damage_repaired": "No", "reference": "Bhatta-2021", "reviewer": "NIST", "size_class": "", "specimen": "TFW", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.details commonly used to construct interior partition walls in NZ buildings\n 2. The specimen tested was oriented oblique to the loading direction and had multiple short wing-walls with one \u2018L\u2019-junction (in the west) and one Y-junction (in the east).\n 3. 90x45 mm timber runners fastened to concrete slabs using anchor bolts HILTI\u00ae HUS3-H8 @ 600 mm c/c in the planar wall, and @430mm c/c in return walls\n 4. timber studs (90 mm x 45 mm) were attached at a regular spacing of 600mm c/c to these runners by driving 3 nails at an angle (2 from one side and 1 from the other).\n 5. The vertical joint at the south of the Y-junction was reinforced with 135o 0.55BMT (Base Metal Thickness) galvanized steel angles screwed to the studs\n 6. A single layer of 13 mm thick gypsum plasterboard was attached to the studs as well as runners using GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) on both sides of the walls.\n 7. The spacing between the screws was kept at 300 mm c/c along the boundaries and in the field of the partition wall\n 8. the joints were plastered with two coats of GIB\u00ae Tradeset 90-minutes premium jointing compound, jointing tape and internal and external corner beads (/L-trims), where necessary.\n 9. A final coat of plaster was applied with GIB\u00ae Trade Finish.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Timber frame exposed due to wider separation between plasterboards", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0314, "governing_design_standard": "", "id": "exp2109a", "loading_protocol": "FEMA 461: maximum interstory drift of 6.21%", "location": "University of Canterbury, New Zealand", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "6.21% drift of specimen", "prior_damage": "Corner crushing and separation of adjacent plasterboards", "prior_damage_repaired": "No", "reference": "Bhatta-2021", "reviewer": "NIST", "size_class": "", "specimen": "TFW", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.details commonly used to construct interior partition walls in NZ buildings\n 2. The specimen tested was oriented oblique to the loading direction and had multiple short wing-walls with one \u2018L\u2019-junction (in the west) and one Y-junction (in the east).\n 3. 90x45 mm timber runners fastened to concrete slabs using anchor bolts HILTI\u00ae HUS3-H8 @ 600 mm c/c in the planar wall, and @430mm c/c in return walls\n 4. timber studs (90 mm x 45 mm) were attached at a regular spacing of 600mm c/c to these runners by driving 3 nails at an angle (2 from one side and 1 from the other).\n 5. The vertical joint at the south of the Y-junction was reinforced with 135o 0.55BMT (Base Metal Thickness) galvanized steel angles screwed to the studs\n 6. A single layer of 13 mm thick gypsum plasterboard was attached to the studs as well as runners using GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) on both sides of the walls.\n 7. The spacing between the screws was kept at 300 mm c/c along the boundaries and in the field of the partition wall\n 8. the joints were plastered with two coats of GIB\u00ae Tradeset 90-minutes premium jointing compound, jointing tape and internal and external corner beads (/L-trims), where necessary.\n 9. A final coat of plaster was applied with GIB\u00ae Trade Finish.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Large cracks at corner of plasterboard", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0446, "governing_design_standard": "", "id": "exp2110a", "loading_protocol": "FEMA 461: maximum interstory drift of 6.21%", "location": "University of Canterbury, New Zealand", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "6.21% drift of specimen", "prior_damage": "Timber frame exposed due to wider separation between plasterboards", "prior_damage_repaired": "No", "reference": "Bhatta-2021", "reviewer": "NIST", "size_class": "", "specimen": "TFW", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.details commonly used to construct interior partition walls in NZ buildings\n 2. The specimen tested was oriented oblique to the loading direction and had multiple short wing-walls with one \u2018L\u2019-junction (in the west) and one Y-junction (in the east).\n 3. 90x45 mm timber runners fastened to concrete slabs using anchor bolts HILTI\u00ae HUS3-H8 @ 600 mm c/c in the planar wall, and @430mm c/c in return walls\n 4. timber studs (90 mm x 45 mm) were attached at a regular spacing of 600mm c/c to these runners by driving 3 nails at an angle (2 from one side and 1 from the other).\n 5. The vertical joint at the south of the Y-junction was reinforced with 135o 0.55BMT (Base Metal Thickness) galvanized steel angles screwed to the studs\n 6. A single layer of 13 mm thick gypsum plasterboard was attached to the studs as well as runners using GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) on both sides of the walls.\n 7. The spacing between the screws was kept at 300 mm c/c along the boundaries and in the field of the partition wall\n 8. the joints were plastered with two coats of GIB\u00ae Tradeset 90-minutes premium jointing compound, jointing tape and internal and external corner beads (/L-trims), where necessary.\n 9. A final coat of plaster was applied with GIB\u00ae Trade Finish.", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.B", "design_objective": "", "ds_class": "Consequential", "ds_description": "Detachment of plasterboard from timber frame", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0608, "governing_design_standard": "", "id": "exp2111a", "loading_protocol": "FEMA 461: maximum interstory drift of 6.21%", "location": "University of Canterbury, New Zealand", "material": "Wood stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "6.21% drift of specimen", "prior_damage": "Large cracks at corner of plasterboard", "prior_damage_repaired": "No", "reference": "Bhatta-2021", "reviewer": "NIST", "size_class": "", "specimen": "TFW", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. partition wall specimens (1875 height, 2200 length) comprising DSTs were constructed between parallel concrete slabs. DST is constructed by tek-screwing two different widths of the tracks to provide sufficient slots for the studs and plasterboard to be placed.\n 2. End studs: boxed steel studs with timber planks inserted at their ends. The 64 \u00d7 35 \u00d7 0.5 boxed endstuds with 100 \u00d7 58 \u00d7 32 mm timber planks placed at the ends of the studs\n 3. Joint details: standard way with three layers of plaster (two layers of GIB\u00ae 45 mins Tradeset and final layer of multi GIB\u00ae Trade Finish) and paper tape.\n 4. The top vertical gap provided is 16 mm.\n 5. The studs and plasterboards not fastened to teh steel tracks. \n 6. One layer of plasterboard on each side\n 7. Dual-slot track: Inner: 68 \u00d7 60 \u00d7 1 mm Outer:100 \u00d7 40 \u00d7 1 mm\n 8. Studs @ 1 m crs (at wall ends and junctions only).\n 9. Anchors: HILTI\u00ae HUS3-H8 concrete anchors @ 500mm centres\n 10. Plasterboard screws: GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) @ 150 mm centres.\n 11. Aluminium angle: 63 \u00d7 63 \u00d7 3 mm attached to DST with 4/8g-18 x 12mm button head selfdrilling screws", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "screw impressions", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp2112a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_DualSlotPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "Wall1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. partition wall specimens (1875 height, 2200 length) comprising DSTs were constructed between parallel concrete slabs. DST is constructed by tek-screwing two different widths of the tracks to provide sufficient slots for the studs and plasterboard to be placed.\n 2. End studs: boxed steel studs with timber planks inserted at their ends. The 64 \u00d7 35 \u00d7 0.5 boxed endstuds with 100 \u00d7 58 \u00d7 32 mm timber planks placed at the ends of the studs\n 3. Joint details: standard way with three layers of plaster (two layers of GIB\u00ae 45 mins Tradeset and final layer of multi GIB\u00ae Trade Finish) and paper tape.\n 4. The top vertical gap provided is 16 mm.\n 5. The studs and plasterboards not fastened to teh steel tracks. \n 6. One layer of plasterboard on each side\n 7. Dual-slot track: Inner: 68 \u00d7 60 \u00d7 1 mm Outer:100 \u00d7 40 \u00d7 1 mm\n 8. Studs @ 1 m crs (at wall ends and junctions only).\n 9. Anchors: HILTI\u00ae HUS3-H8 concrete anchors @ 500mm centres\n 10. Plasterboard screws: GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) @ 150 mm centres.\n 11. Aluminium angle: 63 \u00d7 63 \u00d7 3 mm attached to DST with 4/8g-18 x 12mm button head selfdrilling screws", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "localized stud bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2113a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "screw impressions", "prior_damage_repaired": "No", "reference": "Bhatta_DualSlotPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "Wall1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. partition wall specimens (1875 height, 2200 length) comprising DSTs were constructed between parallel concrete slabs. DST is constructed by tek-screwing two different widths of the tracks to provide sufficient slots for the studs and plasterboard to be placed.\n 2. End studs: boxed steel studs with timber planks inserted at their ends. The 64 \u00d7 35 \u00d7 0.5 boxed endstuds with 100 \u00d7 58 \u00d7 32 mm timber planks placed at the ends of the studs\n 3. Joint details: standard way with three layers of plaster (two layers of GIB\u00ae 45 mins Tradeset and final layer of multi GIB\u00ae Trade Finish) and paper tape.\n 4. The top vertical gap provided is 16 mm.\n 5. The studs and plasterboards not fastened to teh steel tracks. \n 6. One layer of plasterboard on each side\n 7. Dual-slot track: Inner: 68 \u00d7 60 \u00d7 1 mm Outer:100 \u00d7 40 \u00d7 1 mm\n 8. Studs @ 1 m crs (at wall ends and junctions only).\n 9. Anchors: HILTI\u00ae HUS3-H8 concrete anchors @ 500mm centres\n 10. Plasterboard screws: GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) @ 150 mm centres.\n 11. Aluminium angle: 63 \u00d7 63 \u00d7 3 mm attached to DST with 4/8g-18 x 12mm button head selfdrilling screws", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Inelastic bending of aluminium angle", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0217, "governing_design_standard": "", "id": "exp2114a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "localized stud bending", "prior_damage_repaired": "No", "reference": "Bhatta_DualSlotPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "Wall1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. partition wall specimens (1875 height, 2200 length) comprising DSTs were constructed between parallel concrete slabs. DST is constructed by tek-screwing two different widths of the tracks to provide sufficient slots for the studs and plasterboard to be placed.\n 2. End studs: standard steel studs\n 3. Joint details: a 3 mm wide vertical joint between the plasterboards in Wall 2 was filled with sealant (Sikaflex\u00ae-400 Fire) to a depth of approximately 3 mm to allow independent rocking of the plasterboards\n 4. The top vertical gap provided is 16 mm.\n 5. The studs and plasterboards not fastened to teh steel tracks. \n 6. One layer of plasterboard on each side\n 7. Dual-slot track: Inner: 68 \u00d7 60 \u00d7 1 mm Outer:100 \u00d7 40 \u00d7 1 mm\n 8. Studs @ 1 m crs (at wall ends and junctions only).\n 9. Anchors: HILTI\u00ae HUS3-H8 concrete anchors @ 500mm centres\n 10. Plasterboard screws: GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) @ 150 mm centres.\n 11. Aluminium angle: 63 \u00d7 63 \u00d7 3 mm attached to DST with 4/8g-18 x 12mm button head selfdrilling screws", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "screw impressions", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp2115a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_DualSlotPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "Wall2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. partition wall specimens (1875 height, 2200 length) comprising DSTs were constructed between parallel concrete slabs. DST is constructed by tek-screwing two different widths of the tracks to provide sufficient slots for the studs and plasterboard to be placed.\n 2. End studs: standard steel studs\n 3. Joint details: a 3 mm wide vertical joint between the plasterboards in Wall 2 was filled with sealant (Sikaflex\u00ae-400 Fire) to a depth of approximately 3 mm to allow independent rocking of the plasterboards\n 4. The top vertical gap provided is 16 mm.\n 5. The studs and plasterboards not fastened to teh steel tracks. \n 6. One layer of plasterboard on each side\n 7. Dual-slot track: Inner: 68 \u00d7 60 \u00d7 1 mm Outer:100 \u00d7 40 \u00d7 1 mm\n 8. Studs @ 1 m crs (at wall ends and junctions only).\n 9. Anchors: HILTI\u00ae HUS3-H8 concrete anchors @ 500mm centres\n 10. Plasterboard screws: GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) @ 150 mm centres.\n 11. Aluminium angle: 63 \u00d7 63 \u00d7 3 mm attached to DST with 4/8g-18 x 12mm button head selfdrilling screws", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "localized stud bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp2116a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "screw impressions", "prior_damage_repaired": "No", "reference": "Bhatta_DualSlotPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "Wall2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. partition wall specimens (1875 height, 2200 length) comprising DSTs were constructed between parallel concrete slabs. DST is constructed by tek-screwing two different widths of the tracks to provide sufficient slots for the studs and plasterboard to be placed.\n 2. End studs: standard steel studs\n 3. Joint details: a 3 mm wide vertical joint between the plasterboards in Wall 2 was filled with sealant (Sikaflex\u00ae-400 Fire) to a depth of approximately 3 mm to allow independent rocking of the plasterboards\n 4. The top vertical gap provided is 16 mm.\n 5. The studs and plasterboards not fastened to teh steel tracks. \n 6. One layer of plasterboard on each side\n 7. Dual-slot track: Inner: 68 \u00d7 60 \u00d7 1 mm Outer:100 \u00d7 40 \u00d7 1 mm\n 8. Studs @ 1 m crs (at wall ends and junctions only).\n 9. Anchors: HILTI\u00ae HUS3-H8 concrete anchors @ 500mm centres\n 10. Plasterboard screws: GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) @ 150 mm centres.\n 11. Aluminium angle: 63 \u00d7 63 \u00d7 3 mm attached to DST with 4/8g-18 x 12mm button head selfdrilling screws", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Sealant tear/debonding", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0217, "governing_design_standard": "", "id": "exp2117a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "localized stud bending", "prior_damage_repaired": "No", "reference": "Bhatta_DualSlotPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "Wall2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. partition wall specimens (1875 height, 2200 length) comprising DSTs were constructed between parallel concrete slabs. DST is constructed by tek-screwing two different widths of the tracks to provide sufficient slots for the studs and plasterboard to be placed.\n 2. End studs: standard steel studs\n 3. Joint details: a 3 mm wide vertical joint between the plasterboards in Wall 2 was filled with sealant (Sikaflex\u00ae-400 Fire) to a depth of approximately 3 mm to allow independent rocking of the plasterboards\n 4. The top vertical gap provided is 16 mm.\n 5. The studs and plasterboards not fastened to teh steel tracks. \n 6. One layer of plasterboard on each side\n 7. Dual-slot track: Inner: 68 \u00d7 60 \u00d7 1 mm Outer:100 \u00d7 40 \u00d7 1 mm\n 8. Studs @ 1 m crs (at wall ends and junctions only).\n 9. Anchors: HILTI\u00ae HUS3-H8 concrete anchors @ 500mm centres\n 10. Plasterboard screws: GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) @ 150 mm centres.\n 11. Aluminium angle: 63 \u00d7 63 \u00d7 3 mm attached to DST with 4/8g-18 x 12mm button head selfdrilling screws", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Corner crushing of plasterboard", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.03, "governing_design_standard": "", "id": "exp2118a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "Sealant tear/debonding", "prior_damage_repaired": "No", "reference": "Bhatta_DualSlotPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "Wall2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. partition wall specimens (1875 height, 2200 length) comprising DSTs were constructed between parallel concrete slabs. DST is constructed by tek-screwing two different widths of the tracks to provide sufficient slots for the studs and plasterboard to be placed.\n 2. End studs: boxed steel studs with timber planks inserted at their ends. The 64 \u00d7 35 \u00d7 0.5 boxed endstuds with 100 \u00d7 58 \u00d7 32 mm timber planks placed at the ends of the studs\n 3. Joint details: one layer of GIB\u00ae 45 mins Tradeset plaster between the plasterboards\n 4. The top vertical gap provided is 16 mm.\n 5. The studs and plasterboards not fastened to teh steel tracks. \n 6. One layer of plasterboard on each side\n 7. Dual-slot track: Inner: 68 \u00d7 60 \u00d7 1 mm Outer:100 \u00d7 40 \u00d7 1 mm\n 8. Studs @ 1 m crs (at wall ends and junctions only).\n 9. Anchors: HILTI\u00ae HUS3-H8 concrete anchors @ 500mm centres\n 10. Plasterboard screws: GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) @ 150 mm centres.\n 11. Aluminium angle: 63 \u00d7 63 \u00d7 3 mm attached to DST with 4/8g-18 x 12mm button head selfdrilling screws", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "screw impressions", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp2119a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_DualSlotPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "Wall3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. partition wall specimens (1875 height, 2200 length) comprising DSTs were constructed between parallel concrete slabs. DST is constructed by tek-screwing two different widths of the tracks to provide sufficient slots for the studs and plasterboard to be placed.\n 2. End studs: boxed steel studs with timber planks inserted at their ends. The 64 \u00d7 35 \u00d7 0.5 boxed endstuds with 100 \u00d7 58 \u00d7 32 mm timber planks placed at the ends of the studs\n 3. Joint details: one layer of GIB\u00ae 45 mins Tradeset plaster between the plasterboards\n 4. The top vertical gap provided is 16 mm.\n 5. The studs and plasterboards not fastened to teh steel tracks. \n 6. One layer of plasterboard on each side\n 7. Dual-slot track: Inner: 68 \u00d7 60 \u00d7 1 mm Outer:100 \u00d7 40 \u00d7 1 mm\n 8. Studs @ 1 m crs (at wall ends and junctions only).\n 9. Anchors: HILTI\u00ae HUS3-H8 concrete anchors @ 500mm centres\n 10. Plasterboard screws: GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) @ 150 mm centres.\n 11. Aluminium angle: 63 \u00d7 63 \u00d7 3 mm attached to DST with 4/8g-18 x 12mm button head selfdrilling screws", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "localized stud bending", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2120a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "screw impressions", "prior_damage_repaired": "No", "reference": "Bhatta_DualSlotPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "Wall3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. partition wall specimens (1875 height, 2200 length) comprising DSTs were constructed between parallel concrete slabs. DST is constructed by tek-screwing two different widths of the tracks to provide sufficient slots for the studs and plasterboard to be placed.\n 2. End studs: boxed steel studs with timber planks inserted at their ends. The 64 \u00d7 35 \u00d7 0.5 boxed endstuds with 100 \u00d7 58 \u00d7 32 mm timber planks placed at the ends of the studs\n 3. Joint details: one layer of GIB\u00ae 45 mins Tradeset plaster between the plasterboards\n 4. The top vertical gap provided is 16 mm.\n 5. The studs and plasterboards not fastened to teh steel tracks. \n 6. One layer of plasterboard on each side\n 7. Dual-slot track: Inner: 68 \u00d7 60 \u00d7 1 mm Outer:100 \u00d7 40 \u00d7 1 mm\n 8. Studs @ 1 m crs (at wall ends and junctions only).\n 9. Anchors: HILTI\u00ae HUS3-H8 concrete anchors @ 500mm centres\n 10. Plasterboard screws: GIB\u00ae grabber self-tapping drill point screws (6g x 25 mm) @ 150 mm centres.\n 11. Aluminium angle: 63 \u00d7 63 \u00d7 3 mm attached to DST with 4/8g-18 x 12mm button head selfdrilling screws", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Inelastic bending of aluminium angle", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0217, "governing_design_standard": "", "id": "exp2121a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "3% drift of specimen", "prior_damage": "localized stud bending", "prior_damage_repaired": "No", "reference": "Bhatta_DualSlotPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "Wall3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. \u201cy\u201d shaped partition wall specimen with the \u201crocking\u201d connections.\n 2. multiple short wing-walls with one \u201cL\u201d-junction (in the west) and one Y-junction (in the east)\n 3. The DSTs (68 \u00d7 60 \u00d7 1 mm track tek-screwed to 100 \u00d7 40 \u00d7 1 mm track) (see Fig. 14) at the top and bottom of the partition wall were anchored to the concrete slabs with HILTI\u00ae HUS3-H8 concrete anchors @ 500 c/c.\n 4. The top vertical gap provided in the DST was 24 mm.\n 5. The studs at the ends of the walls were boxed 64 \u00d7 35 \u00d7 0.5 mm studs with 100 \u00d7 58 \u00d7 32 mm timber planks placed at the ends.\n 6. The other studs were 64 \u00d7 35 \u00d70.5 mm lipped wall studs spaced @ 500 mm c/c.\n 7. The 63 \u00d7 63 \u00d7 3 mm aluminium angles were fixed to the DSTs at the ends and junctions of the walls with four tek-screws\n 8. The aluminium angles were covered by gypsum strips (notched at ends) screwed to the end-studs\n 9. The vertical joint gaps between the plasterboards at the junctions were filled with (HILTI\u00ae-400 Fire) sealant and covered by paper tape mimicking wallpaper for aesthetics.\n 10. partition wall specimens (1875 height, 2200 length)", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "paper-tape strechmarks", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0007, "governing_design_standard": "", "id": "exp2122a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_DualSlotPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "Y-shaped wall", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. \u201cy\u201d shaped partition wall specimen with the \u201crocking\u201d connections.\n 2. multiple short wing-walls with one \u201cL\u201d-junction (in the west) and one Y-junction (in the east)\n 3. The DSTs (68 \u00d7 60 \u00d7 1 mm track tek-screwed to 100 \u00d7 40 \u00d7 1 mm track) (see Fig. 14) at the top and bottom of the partition wall were anchored to the concrete slabs with HILTI\u00ae HUS3-H8 concrete anchors @ 500 c/c.\n 4. The top vertical gap provided in the DST was 24 mm.\n 5. The studs at the ends of the walls were boxed 64 \u00d7 35 \u00d7 0.5 mm studs with 100 \u00d7 58 \u00d7 32 mm timber planks placed at the ends.\n 6. The other studs were 64 \u00d7 35 \u00d70.5 mm lipped wall studs spaced @ 500 mm c/c.\n 7. The 63 \u00d7 63 \u00d7 3 mm aluminium angles were fixed to the DSTs at the ends and junctions of the walls with four tek-screws\n 8. The aluminium angles were covered by gypsum strips (notched at ends) screwed to the end-studs\n 9. The vertical joint gaps between the plasterboards at the junctions were filled with (HILTI\u00ae-400 Fire) sealant and covered by paper tape mimicking wallpaper for aesthetics.\n 10. partition wall specimens (1875 height, 2200 length)", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Sealant debonding/tear", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0027, "governing_design_standard": "", "id": "exp2123a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "paper-tape strechmarks", "prior_damage_repaired": "No", "reference": "Bhatta_DualSlotPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "Y-shaped wall", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. \u201cy\u201d shaped partition wall specimen with the \u201crocking\u201d connections.\n 2. multiple short wing-walls with one \u201cL\u201d-junction (in the west) and one Y-junction (in the east)\n 3. The DSTs (68 \u00d7 60 \u00d7 1 mm track tek-screwed to 100 \u00d7 40 \u00d7 1 mm track) (see Fig. 14) at the top and bottom of the partition wall were anchored to the concrete slabs with HILTI\u00ae HUS3-H8 concrete anchors @ 500 c/c.\n 4. The top vertical gap provided in the DST was 24 mm.\n 5. The studs at the ends of the walls were boxed 64 \u00d7 35 \u00d7 0.5 mm studs with 100 \u00d7 58 \u00d7 32 mm timber planks placed at the ends.\n 6. The other studs were 64 \u00d7 35 \u00d70.5 mm lipped wall studs spaced @ 500 mm c/c.\n 7. The 63 \u00d7 63 \u00d7 3 mm aluminium angles were fixed to the DSTs at the ends and junctions of the walls with four tek-screws\n 8. The aluminium angles were covered by gypsum strips (notched at ends) screwed to the end-studs\n 9. The vertical joint gaps between the plasterboards at the junctions were filled with (HILTI\u00ae-400 Fire) sealant and covered by paper tape mimicking wallpaper for aesthetics.\n 10. partition wall specimens (1875 height, 2200 length)", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Yielding of aluminium angle", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0038, "governing_design_standard": "", "id": "exp2124a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "Sealant debonding/tear", "prior_damage_repaired": "No", "reference": "Bhatta_DualSlotPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "Y-shaped wall", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. \u201cy\u201d shaped partition wall specimen with the \u201crocking\u201d connections.\n 2. multiple short wing-walls with one \u201cL\u201d-junction (in the west) and one Y-junction (in the east)\n 3. The DSTs (68 \u00d7 60 \u00d7 1 mm track tek-screwed to 100 \u00d7 40 \u00d7 1 mm track) (see Fig. 14) at the top and bottom of the partition wall were anchored to the concrete slabs with HILTI\u00ae HUS3-H8 concrete anchors @ 500 c/c.\n 4. The top vertical gap provided in the DST was 24 mm.\n 5. The studs at the ends of the walls were boxed 64 \u00d7 35 \u00d7 0.5 mm studs with 100 \u00d7 58 \u00d7 32 mm timber planks placed at the ends.\n 6. The other studs were 64 \u00d7 35 \u00d70.5 mm lipped wall studs spaced @ 500 mm c/c.\n 7. The 63 \u00d7 63 \u00d7 3 mm aluminium angles were fixed to the DSTs at the ends and junctions of the walls with four tek-screws\n 8. The aluminium angles were covered by gypsum strips (notched at ends) screwed to the end-studs\n 9. The vertical joint gaps between the plasterboards at the junctions were filled with (HILTI\u00ae-400 Fire) sealant and covered by paper tape mimicking wallpaper for aesthetics.\n 10. partition wall specimens (1875 height, 2200 length)", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Screw-impressions", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0053, "governing_design_standard": "", "id": "exp2125a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "Yielding of aluminium angle", "prior_damage_repaired": "No", "reference": "Bhatta_DualSlotPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "Y-shaped wall", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. \u201cy\u201d shaped partition wall specimen with the \u201crocking\u201d connections.\n 2. multiple short wing-walls with one \u201cL\u201d-junction (in the west) and one Y-junction (in the east)\n 3. The DSTs (68 \u00d7 60 \u00d7 1 mm track tek-screwed to 100 \u00d7 40 \u00d7 1 mm track) (see Fig. 14) at the top and bottom of the partition wall were anchored to the concrete slabs with HILTI\u00ae HUS3-H8 concrete anchors @ 500 c/c.\n 4. The top vertical gap provided in the DST was 24 mm.\n 5. The studs at the ends of the walls were boxed 64 \u00d7 35 \u00d7 0.5 mm studs with 100 \u00d7 58 \u00d7 32 mm timber planks placed at the ends.\n 6. The other studs were 64 \u00d7 35 \u00d70.5 mm lipped wall studs spaced @ 500 mm c/c.\n 7. The 63 \u00d7 63 \u00d7 3 mm aluminium angles were fixed to the DSTs at the ends and junctions of the walls with four tek-screws\n 8. The aluminium angles were covered by gypsum strips (notched at ends) screwed to the end-studs\n 9. The vertical joint gaps between the plasterboards at the junctions were filled with (HILTI\u00ae-400 Fire) sealant and covered by paper tape mimicking wallpaper for aesthetics.\n 10. partition wall specimens (1875 height, 2200 length)", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Bending of DST flange", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0083, "governing_design_standard": "", "id": "exp2126a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "Screw-impressions", "prior_damage_repaired": "No", "reference": "Bhatta_DualSlotPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "Y-shaped wall", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. \u201cy\u201d shaped partition wall specimen with the \u201crocking\u201d connections.\n 2. multiple short wing-walls with one \u201cL\u201d-junction (in the west) and one Y-junction (in the east)\n 3. The DSTs (68 \u00d7 60 \u00d7 1 mm track tek-screwed to 100 \u00d7 40 \u00d7 1 mm track) (see Fig. 14) at the top and bottom of the partition wall were anchored to the concrete slabs with HILTI\u00ae HUS3-H8 concrete anchors @ 500 c/c.\n 4. The top vertical gap provided in the DST was 24 mm.\n 5. The studs at the ends of the walls were boxed 64 \u00d7 35 \u00d7 0.5 mm studs with 100 \u00d7 58 \u00d7 32 mm timber planks placed at the ends.\n 6. The other studs were 64 \u00d7 35 \u00d70.5 mm lipped wall studs spaced @ 500 mm c/c.\n 7. The 63 \u00d7 63 \u00d7 3 mm aluminium angles were fixed to the DSTs at the ends and junctions of the walls with four tek-screws\n 8. The aluminium angles were covered by gypsum strips (notched at ends) screwed to the end-studs\n 9. The vertical joint gaps between the plasterboards at the junctions were filled with (HILTI\u00ae-400 Fire) sealant and covered by paper tape mimicking wallpaper for aesthetics.\n 10. partition wall specimens (1875 height, 2200 length)", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Plasterboard cracks", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0165, "governing_design_standard": "", "id": "exp2127a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "Bending of DST flange", "prior_damage_repaired": "No", "reference": "Bhatta_DualSlotPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "Y-shaped wall", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The cold-formed steel framing consisted of dual-slot track (DST) constructed by tek-screwing 64 \u00d7 45 \u00d7 0.5 mm inner track to 92 \u00d7 26 \u00d7 0.5 mm outer track, 64 \u00d7 35 \u00d7 0.5 mm studs @ 600 mm c/c, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks.\n 2. Additional 13 mm thick plasterboard strips were placed between the concrete slabs and DST at the top and bottom of the partition wall.\n 3. The DSTs were then anchored to the concrete slabs with HILTI\u00ae HUS3-H M8 concrete anchors.\n 4. The nogging tracks were screwed to the studs but were discontinuous at the locations of the vertical joints\n 5. GIB\u00ae standard 13 mm thick plasterboard panels were placed in the slot of the DSTs and were screwed only to the studs.\n 6. 50\u00d750\u00d73 mm aluminium angles were placed at the ends of the wall specimen and vertical joints between the plasterboard panels by tek-screwing the angles using 2\u201310 gauge wafer head screws to the\n DST\n 7. A full-scale partition wall specimen was constructed between two parallel concrete slabs supported by steel frames. Height: 3400 mm, Length: 3000mm\n 8. Joint detail: comprised of two GIB\u00ae paper-faced external 90-degree metal trims (L-trims) covering a 6 mm horizontal joint width provided at the junctions of plasterboard panels. These L-trims are bedded in three layers of jointing compound (two layers/coats of GIB\u00ae 45 mins Trade set and one final layer of multi GIB\u00aeTrade finish) applied at the vertical joint", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Plaster cracks between adjacent plasterboard panels", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.002, "governing_design_standard": "", "id": "exp2128a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_ConcealedJoint-2023", "reviewer": "NIST", "size_class": "", "specimen": "Rocking DST detail with sacrificial L-trim joints", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The cold-formed steel framing consisted of dual-slot track (DST) constructed by tek-screwing 64 \u00d7 45 \u00d7 0.5 mm inner track to 92 \u00d7 26 \u00d7 0.5 mm outer track, 64 \u00d7 35 \u00d7 0.5 mm studs @ 600 mm c/c, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks.\n 2. Additional 13 mm thick plasterboard strips were placed between the concrete slabs and DST at the top and bottom of the partition wall.\n 3. The DSTs were then anchored to the concrete slabs with HILTI\u00ae HUS3-H M8 concrete anchors.\n 4. The nogging tracks were screwed to the studs but were discontinuous at the locations of the vertical joints\n 5. GIB\u00ae standard 13 mm thick plasterboard panels were placed in the slot of the DSTs and were screwed only to the studs.\n 6. 50\u00d750\u00d73 mm aluminium angles were placed at the ends of the wall specimen and vertical joints between the plasterboard panels by tek-screwing the angles using 2\u201310 gauge wafer head screws to the\n DST\n 7. A full-scale partition wall specimen was constructed between two parallel concrete slabs supported by steel frames. Height: 3400 mm, Length: 3000mm\n 8. Joint detail: comprised of two GIB\u00ae paper-faced external 90-degree metal trims (L-trims) covering a 6 mm horizontal joint width provided at the junctions of plasterboard panels. These L-trims are bedded in three layers of jointing compound (two layers/coats of GIB\u00ae 45 mins Trade set and one final layer of multi GIB\u00aeTrade finish) applied at the vertical joint", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Screw impressions", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.004, "governing_design_standard": "", "id": "exp2129a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "Plaster cracks between adjacent plasterboard panels", "prior_damage_repaired": "No", "reference": "Bhatta_ConcealedJoint-2023", "reviewer": "NIST", "size_class": "", "specimen": "Rocking DST detail with sacrificial L-trim joints", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The cold-formed steel framing consisted of dual-slot track (DST) constructed by tek-screwing 64 \u00d7 45 \u00d7 0.5 mm inner track to 92 \u00d7 26 \u00d7 0.5 mm outer track, 64 \u00d7 35 \u00d7 0.5 mm studs @ 600 mm c/c, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks.\n 2. Additional 13 mm thick plasterboard strips were placed between the concrete slabs and DST at the top and bottom of the partition wall.\n 3. The DSTs were then anchored to the concrete slabs with HILTI\u00ae HUS3-H M8 concrete anchors.\n 4. The nogging tracks were screwed to the studs but were discontinuous at the locations of the vertical joints\n 5. GIB\u00ae standard 13 mm thick plasterboard panels were placed in the slot of the DSTs and were screwed only to the studs.\n 6. 50\u00d750\u00d73 mm aluminium angles were placed at the ends of the wall specimen and vertical joints between the plasterboard panels by tek-screwing the angles using 2\u201310 gauge wafer head screws to the\n DST\n 7. A full-scale partition wall specimen was constructed between two parallel concrete slabs supported by steel frames. Height: 3400 mm, Length: 3000mm\n 8. Joint detail: comprised of two GIB\u00ae paper-faced external 90-degree metal trims (L-trims) covering a 6 mm horizontal joint width provided at the junctions of plasterboard panels. These L-trims are bedded in three layers of jointing compound (two layers/coats of GIB\u00ae 45 mins Trade set and one final layer of multi GIB\u00aeTrade finish) applied at the vertical joint", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "failure of SLT joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0152, "governing_design_standard": "", "id": "exp2130a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "Screw impressions", "prior_damage_repaired": "No", "reference": "Bhatta_ConcealedJoint-2023", "reviewer": "NIST", "size_class": "", "specimen": "Rocking DST detail with sacrificial L-trim joints", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The cold-formed steel framing consisted of dual-slot track (DST) constructed by tek-screwing 64 \u00d7 45 \u00d7 0.5 mm inner track to 92 \u00d7 26 \u00d7 0.5 mm outer track, 64 \u00d7 35 \u00d7 0.5 mm studs @ 600 mm c/c, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks.\n 2. Additional 13 mm thick plasterboard strips were placed between the concrete slabs and DST at the top and bottom of the partition wall.\n 3. The DSTs were then anchored to the concrete slabs with HILTI\u00ae HUS3-H M8 concrete anchors.\n 4. The nogging tracks were screwed to the studs but were discontinuous at the locations of the vertical joints\n 5. GIB\u00ae standard 13 mm thick plasterboard panels were placed in the slot of the DSTs and were screwed only to the studs.\n 6. 50\u00d750\u00d73 mm aluminium angles were placed at the ends of the wall specimen and vertical joints between the plasterboard panels by tek-screwing the angles using 2\u201310 gauge wafer head screws to the\n DST\n 7. A full-scale partition wall specimen was constructed between two parallel concrete slabs supported by steel frames. Height: 3400 mm, Length: 3000mm\n 8. Joint detail: comprised of two GIB\u00ae paper-faced external 90-degree metal trims (L-trims) covering a 6 mm horizontal joint width provided at the junctions of plasterboard panels. These L-trims are bedded in three layers of jointing compound (two layers/coats of GIB\u00ae 45 mins Trade set and one final layer of multi GIB\u00aeTrade finish) applied at the vertical joint", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "localized bending of tracks", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0152, "governing_design_standard": "", "id": "exp2131a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "failure of SLT joint", "prior_damage_repaired": "No", "reference": "Bhatta_ConcealedJoint-2023", "reviewer": "NIST", "size_class": "", "specimen": "Rocking DST detail with sacrificial L-trim joints", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The cold-formed steel framing consisted of dual-slot track (DST) constructed by tek-screwing 64 \u00d7 45 \u00d7 0.5 mm inner track to 92 \u00d7 26 \u00d7 0.5 mm outer track, 64 \u00d7 35 \u00d7 0.5 mm studs @ 600 mm c/c, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks.\n 2. Additional 13 mm thick plasterboard strips were placed between the concrete slabs and DST at the top and bottom of the partition wall.\n 3. The DSTs were then anchored to the concrete slabs with HILTI\u00ae HUS3-H M8 concrete anchors.\n 4. The nogging tracks were screwed to the studs but were discontinuous at the locations of the vertical joints\n 5. GIB\u00ae standard 13 mm thick plasterboard panels were placed in the slot of the DSTs and were screwed only to the studs.\n 6. 50\u00d750\u00d73 mm aluminium angles were placed at the ends of the wall specimen and vertical joints between the plasterboard panels by tek-screwing the angles using 2\u201310 gauge wafer head screws to the\n DST\n 7. A full-scale partition wall specimen was constructed between two parallel concrete slabs supported by steel frames. Height: 3400 mm, Length: 3000mm\n 8. Joint detail: comprised of two GIB\u00ae paper-faced external 90-degree metal trims (L-trims) covering a 6 mm horizontal joint width provided at the junctions of plasterboard panels. These L-trims are bedded in three layers of jointing compound (two layers/coats of GIB\u00ae 45 mins Trade set and one final layer of multi GIB\u00aeTrade finish) applied at the vertical joint", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "localized bending of studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0152, "governing_design_standard": "", "id": "exp2132a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "localized bending of tracks", "prior_damage_repaired": "No", "reference": "Bhatta_ConcealedJoint-2023", "reviewer": "NIST", "size_class": "", "specimen": "Rocking DST detail with sacrificial L-trim joints", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The cold-formed steel framing consisted of dual-slot track (DST) constructed by tek-screwing 64 \u00d7 45 \u00d7 0.5 mm inner track to 92 \u00d7 26 \u00d7 0.5 mm outer track, 64 \u00d7 35 \u00d7 0.5 mm studs @ 600 mm c/c, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks.\n 2. Additional 13 mm thick plasterboard strips were placed between the concrete slabs and DST at the top and bottom of the partition wall.\n 3. The DSTs were then anchored to the concrete slabs with HILTI\u00ae HUS3-H M8 concrete anchors.\n 4. The nogging tracks were screwed to the studs but were discontinuous at the locations of the vertical joints\n 5. GIB\u00ae standard 13 mm thick plasterboard panels were placed in the slot of the DSTs and were screwed only to the studs.\n 6. 50\u00d750\u00d73 mm aluminium angles were placed at the ends of the wall specimen and vertical joints between the plasterboard panels by tek-screwing the angles using 2\u201310 gauge wafer head screws to the\n DST\n 7. A full-scale partition wall specimen was constructed between two parallel concrete slabs supported by steel frames. Height: 3400 mm, Length: 3000mm\n 8. Joint detail: comprised of two GIB\u00ae paper-faced external 90-degree metal trims (L-trims) covering a 6 mm horizontal joint width provided at the junctions of plasterboard panels. These L-trims are bedded in three layers of jointing compound (two layers/coats of GIB\u00ae 45 mins Trade set and one final layer of multi GIB\u00aeTrade finish) applied at the vertical joint", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Corner crushing", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0152, "governing_design_standard": "", "id": "exp2133a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "localized bending of studs", "prior_damage_repaired": "No", "reference": "Bhatta_ConcealedJoint-2023", "reviewer": "NIST", "size_class": "", "specimen": "Rocking DST detail with sacrificial L-trim joints", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The cold-formed steel framing consisted of dual-slot track (DST) constructed by tek-screwing 64 \u00d7 45 \u00d7 0.5 mm inner track to 92 \u00d7 26 \u00d7 0.5 mm outer track, 64 \u00d7 35 \u00d7 0.5 mm studs @ 600 mm c/c, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks. Boxed-steel studs at the edges and junctions of the wall\n 2. Additional 13 mm thick plasterboard strips were placed between the concrete slabs and DST at the top and bottom of the partition wall.\n 3. The DSTs were then anchored to the concrete slabs with HILTI\u00ae HUS3-H M8 concrete anchors.\n 4. The nogging tracks were screwed to the studs but were discontinuous at the locations of the vertical joints\n 5. GIB\u00ae standard 10 mm thick plasterboard panels were placed in the slot of the DSTs and were screwed only to the studs.\n 6. 150 \u00d7 40 \u00d7 3 aluminium angles placed only at the end-ends by tek-screwing the angles using 2\u201310 gauge wafer head screws to the DST\n 7. A full-scale partition wall specimen was constructed between two parallel concrete slabs supported by steel frames. Height: 3400 mm, Length: 2900mm\n 8. Joint detail: Standard plastering of vertical joints (paper-tape with three layers of bedding compound\n 9. 50 mm gap between the steel columns and wall on either side of the testing frame", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "localized bending of studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0056, "governing_design_standard": "", "id": "exp2134a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_ConcealedJoint-2023", "reviewer": "NIST", "size_class": "", "specimen": "Rocking DST detail with boxed-studs", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The cold-formed steel framing consisted of dual-slot track (DST) constructed by tek-screwing 64 \u00d7 45 \u00d7 0.5 mm inner track to 92 \u00d7 26 \u00d7 0.5 mm outer track, 64 \u00d7 35 \u00d7 0.5 mm studs @ 600 mm c/c, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks. Boxed-steel studs at the edges and junctions of the wall\n 2. Additional 13 mm thick plasterboard strips were placed between the concrete slabs and DST at the top and bottom of the partition wall.\n 3. The DSTs were then anchored to the concrete slabs with HILTI\u00ae HUS3-H M8 concrete anchors.\n 4. The nogging tracks were screwed to the studs but were discontinuous at the locations of the vertical joints\n 5. GIB\u00ae standard 10 mm thick plasterboard panels were placed in the slot of the DSTs and were screwed only to the studs.\n 6. 150 \u00d7 40 \u00d7 3 aluminium angles placed only at the end-ends by tek-screwing the angles using 2\u201310 gauge wafer head screws to the DST\n 7. A full-scale partition wall specimen was constructed between two parallel concrete slabs supported by steel frames. Height: 3400 mm, Length: 2900mm\n 8. Joint detail: Standard plastering of vertical joints (paper-tape with three layers of bedding compound\n 9. 50 mm gap between the steel columns and wall on either side of the testing frame", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Screw impressions", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0109, "governing_design_standard": "", "id": "exp2135a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "localized bending of studs", "prior_damage_repaired": "No", "reference": "Bhatta_ConcealedJoint-2023", "reviewer": "NIST", "size_class": "", "specimen": "Rocking DST detail with boxed-studs", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The cold-formed steel framing consisted of dual-slot track (DST) constructed by tek-screwing 64 \u00d7 45 \u00d7 0.5 mm inner track to 92 \u00d7 26 \u00d7 0.5 mm outer track, 64 \u00d7 35 \u00d7 0.5 mm studs @ 600 mm c/c, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks. Boxed-steel studs at the edges and junctions of the wall\n 2. Additional 13 mm thick plasterboard strips were placed between the concrete slabs and DST at the top and bottom of the partition wall.\n 3. The DSTs were then anchored to the concrete slabs with HILTI\u00ae HUS3-H M8 concrete anchors.\n 4. The nogging tracks were screwed to the studs but were discontinuous at the locations of the vertical joints\n 5. GIB\u00ae standard 10 mm thick plasterboard panels were placed in the slot of the DSTs and were screwed only to the studs.\n 6. 150 \u00d7 40 \u00d7 3 aluminium angles placed only at the end-ends by tek-screwing the angles using 2\u201310 gauge wafer head screws to the DST\n 7. A full-scale partition wall specimen was constructed between two parallel concrete slabs supported by steel frames. Height: 3400 mm, Length: 2900mm\n 8. Joint detail: Standard plastering of vertical joints (paper-tape with three layers of bedding compound\n 9. 50 mm gap between the steel columns and wall on either side of the testing frame", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "severe bending of studs", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0213, "governing_design_standard": "", "id": "exp2136a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "Screw impressions", "prior_damage_repaired": "No", "reference": "Bhatta_ConcealedJoint-2023", "reviewer": "NIST", "size_class": "", "specimen": "Rocking DST detail with boxed-studs", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. The cold-formed steel framing consisted of dual-slot track (DST) constructed by tek-screwing 64 \u00d7 45 \u00d7 0.5 mm inner track to 92 \u00d7 26 \u00d7 0.5 mm outer track, 64 \u00d7 35 \u00d7 0.5 mm studs @ 600 mm c/c, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks. Boxed-steel studs at the edges and junctions of the wall\n 2. Additional 13 mm thick plasterboard strips were placed between the concrete slabs and DST at the top and bottom of the partition wall.\n 3. The DSTs were then anchored to the concrete slabs with HILTI\u00ae HUS3-H M8 concrete anchors.\n 4. The nogging tracks were screwed to the studs but were discontinuous at the locations of the vertical joints\n 5. GIB\u00ae standard 10 mm thick plasterboard panels were placed in the slot of the DSTs and were screwed only to the studs.\n 6. 150 \u00d7 40 \u00d7 3 aluminium angles placed only at the end-ends by tek-screwing the angles using 2\u201310 gauge wafer head screws to the DST\n 7. A full-scale partition wall specimen was constructed between two parallel concrete slabs supported by steel frames. Height: 3400 mm, Length: 2900mm\n 8. Joint detail: Standard plastering of vertical joints (paper-tape with three layers of bedding compound\n 9. 50 mm gap between the steel columns and wall on either side of the testing frame", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Corner crushing", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0213, "governing_design_standard": "", "id": "exp2137a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "severe bending of studs", "prior_damage_repaired": "No", "reference": "Bhatta_ConcealedJoint-2023", "reviewer": "NIST", "size_class": "", "specimen": "Rocking DST detail with boxed-studs", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. L-shaped Full-scale partition wall specimens with slotted head-tracks: Height 1875mm, Length (1813 mm x 926 mm)\n 2. The cold-formed steel framing consisted of 64 \u00d7 32 \u00d7 0.5 mm tracks, 64 \u00d7 35 \u00d7 0.5 mm studs, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks from STUDCO\n 3. The off-cuts from the studs were used as braces.\n 4. The 150 mm x 12 mm slots in the head tracks. The concrete anchor with a long shank (Pring 2020) that passes through the slot into the concrete\n 5. The spacing between the top anchors provided track flexibility to \u201cbow\u201d in and out during the out-ofplane lateral drifts\n 6. The \u201cL\u201d junction comprised one stud from the in-plane wall (L1) and three studs from the transverse wall (L2), where two studs faced each other, forming a box.\n 7. The internal frame was sheathed with 13 mm GIB\u00ae standard plasterboards/panels\n 8. The plasterboards were connected to the internal steel frame using 25 mm \u00d7 6 g GIB\u00ae Drywall Self Tapping Screws at 300 mm c/c except at the boundaries where the spacing was kept at 150 mm c/c.\n 9.The joints were then plastered with two coats of GIB\u00ae Tradeset 90-minute premium jointing compound, jointing tape, and internal and external corner beads (/L-trims).\n 10. steel frame and gypsum plasterboard connected to steel tracks", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Slight damage to gypsum plasterboards and fire seal", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0078, "governing_design_standard": "", "id": "exp2138a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_SlottedBracketPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "\u201cL\u201d shaped wall", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. L-shaped Full-scale partition wall specimens with slotted head-tracks: Height 1875mm, Length (1813 mm x 926 mm)\n 2. The cold-formed steel framing consisted of 64 \u00d7 32 \u00d7 0.5 mm tracks, 64 \u00d7 35 \u00d7 0.5 mm studs, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks from STUDCO\n 3. The off-cuts from the studs were used as braces.\n 4. The 150 mm x 12 mm slots in the head tracks. The concrete anchor with a long shank (Pring 2020) that passes through the slot into the concrete\n 5. The spacing between the top anchors provided track flexibility to \u201cbow\u201d in and out during the out-ofplane lateral drifts\n 6. The \u201cL\u201d junction comprised one stud from the in-plane wall (L1) and three studs from the transverse wall (L2), where two studs faced each other, forming a box.\n 7. The internal frame was sheathed with 13 mm GIB\u00ae standard plasterboards/panels\n 8. The plasterboards were connected to the internal steel frame using 25 mm \u00d7 6 g GIB\u00ae Drywall Self Tapping Screws at 300 mm c/c except at the boundaries where the spacing was kept at 150 mm c/c.\n 9.The joints were then plastered with two coats of GIB\u00ae Tradeset 90-minute premium jointing compound, jointing tape, and internal and external corner beads (/L-trims).\n 10. steel frame and gypsum plasterboard connected to steel tracks", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Plasterboard damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0418, "governing_design_standard": "", "id": "exp2139a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "Slight damage to gypsum plasterboards and fire seal", "prior_damage_repaired": "No", "reference": "Bhatta_SlottedBracketPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "\u201cL\u201d shaped wall", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. L-shaped Full-scale partition wall specimens with slotted head-tracks: Height 1875mm, Length (1813 mm x 926 mm)\n 2. The cold-formed steel framing consisted of 64 \u00d7 32 \u00d7 0.5 mm tracks, 64 \u00d7 35 \u00d7 0.5 mm studs, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks from STUDCO\n 3. The off-cuts from the studs were used as braces.\n 4. The 150 mm x 12 mm slots in the head tracks. The concrete anchor with a long shank (Pring 2020) that passes through the slot into the concrete\n 5. The spacing between the top anchors provided track flexibility to \u201cbow\u201d in and out during the out-ofplane lateral drifts\n 6. The \u201cL\u201d junction comprised one stud from the in-plane wall (L1) and three studs from the transverse wall (L2), where two studs faced each other, forming a box.\n 7. The internal frame was sheathed with 13 mm GIB\u00ae standard plasterboards/panels\n 8. The plasterboards were connected to the internal steel frame using 25 mm \u00d7 6 g GIB\u00ae Drywall Self Tapping Screws at 300 mm c/c except at the boundaries where the spacing was kept at 150 mm c/c.\n 9.The joints were then plastered with two coats of GIB\u00ae Tradeset 90-minute premium jointing compound, jointing tape, and internal and external corner beads (/L-trims).\n 10. steel frame and gypsum plasterboard connected to steel tracks", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Frame damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0418, "governing_design_standard": "", "id": "exp2140a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "Plasterboard damage", "prior_damage_repaired": "No", "reference": "Bhatta_SlottedBracketPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "\u201cL\u201d shaped wall", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. T-shaped Full-scale partition wall specimens with slotted head-tracks: Height 1875mm, Length (1813 mm x 988 mm)\n 2. The cold-formed steel framing consisted of 64 \u00d7 32 \u00d7 0.5 mm tracks, 64 \u00d7 35 \u00d7 0.5 mm studs, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks from STUDCO\n 3. The off-cuts from the studs were used as braces.\n 4. The 150 mm x 12 mm slots in the head tracks. The concrete anchor with a long shank (Pring 2020) that passes through the slot into the concrete\n 5. The spacing between the top anchors provided track flexibility to \u201cbow\u201d in and out during the out-ofplane lateral drifts\n 6. The \u201cT\u201d junction comprised one stud from the in-plane walland two studs from the transverse walls. It also comprised of timber stud. However, timber screws were missed connecting the timber stud to the steel studs. \n 7. The internal frame was sheathed with 13 mm GIB\u00ae standard plasterboards/panels\n 8. The plasterboards were connected to the internal steel frame using 25 mm \u00d7 6 g GIB\u00ae Drywall Self Tapping Screws at 300 mm c/c except at the boundaries where the spacing was kept at 150 mm c/c.\n 9.The joints were then plastered with two coats of GIB\u00ae Tradeset 90-minute premium jointing compound, jointing tape, and internal and external corner beads (/L-trims).\n 10. steel frame and gypsum plasterboard connected to steel tracks", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Slight damage to gypsum plasterboards and fire seal", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.002, "governing_design_standard": "", "id": "exp2141a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_SlottedBracketPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "\u201cT\u201d shaped wall", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. T-shaped Full-scale partition wall specimens with slotted head-tracks: Height 1875mm, Length (1813 mm x 988 mm)\n 2. The cold-formed steel framing consisted of 64 \u00d7 32 \u00d7 0.5 mm tracks, 64 \u00d7 35 \u00d7 0.5 mm studs, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks from STUDCO\n 3. The off-cuts from the studs were used as braces.\n 4. The 150 mm x 12 mm slots in the head tracks. The concrete anchor with a long shank (Pring 2020) that passes through the slot into the concrete\n 5. The spacing between the top anchors provided track flexibility to \u201cbow\u201d in and out during the out-ofplane lateral drifts\n 6. The \u201cT\u201d junction comprised one stud from the in-plane walland two studs from the transverse walls. It also comprised of timber stud. However, timber screws were missed connecting the timber stud to the steel studs. \n 7. The internal frame was sheathed with 13 mm GIB\u00ae standard plasterboards/panels\n 8. The plasterboards were connected to the internal steel frame using 25 mm \u00d7 6 g GIB\u00ae Drywall Self Tapping Screws at 300 mm c/c except at the boundaries where the spacing was kept at 150 mm c/c.\n 9.The joints were then plastered with two coats of GIB\u00ae Tradeset 90-minute premium jointing compound, jointing tape, and internal and external corner beads (/L-trims).\n 10. steel frame and gypsum plasterboard connected to steel tracks", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Plasterboard damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.019, "governing_design_standard": "", "id": "exp2142a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "Slight damage to gypsum plasterboards and fire seal", "prior_damage_repaired": "No", "reference": "Bhatta_SlottedBracketPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "\u201cT\u201d shaped wall", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. T-shaped Full-scale partition wall specimens with slotted head-tracks: Height 1875mm, Length (1813 mm x 988 mm)\n 2. The cold-formed steel framing consisted of 64 \u00d7 32 \u00d7 0.5 mm tracks, 64 \u00d7 35 \u00d7 0.5 mm studs, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks from STUDCO\n 3. The off-cuts from the studs were used as braces.\n 4. The 150 mm x 12 mm slots in the head tracks. The concrete anchor with a long shank (Pring 2020) that passes through the slot into the concrete\n 5. The spacing between the top anchors provided track flexibility to \u201cbow\u201d in and out during the out-ofplane lateral drifts\n 6. The \u201cT\u201d junction comprised one stud from the in-plane walland two studs from the transverse walls. It also comprised of timber stud. However, timber screws were missed connecting the timber stud to the steel studs. \n 7. The internal frame was sheathed with 13 mm GIB\u00ae standard plasterboards/panels\n 8. The plasterboards were connected to the internal steel frame using 25 mm \u00d7 6 g GIB\u00ae Drywall Self Tapping Screws at 300 mm c/c except at the boundaries where the spacing was kept at 150 mm c/c.\n 9.The joints were then plastered with two coats of GIB\u00ae Tradeset 90-minute premium jointing compound, jointing tape, and internal and external corner beads (/L-trims).\n 10. steel frame and gypsum plasterboard connected to steel tracks", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Frame damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.019, "governing_design_standard": "", "id": "exp2143a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "Plasterboard damage", "prior_damage_repaired": "No", "reference": "Bhatta_SlottedBracketPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "\u201cT\u201d shaped wall", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. T-shaped Full-scale partition wall specimens with slotted head-tracks: Height 1875mm, Length (940 mm x 1626 mm)\n 2. The cold-formed steel framing consisted of 64 \u00d7 32 \u00d7 0.5 mm tracks, 64 \u00d7 35 \u00d7 0.5 mm studs, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks from STUDCO\n 3. The off-cuts from the studs were used as braces.\n 4. The 150 mm x 12 mm slots in the head tracks. The concrete anchor with a long shank (Pring 2020) that passes through the slot into the concrete\n 5. The spacing between the top anchors provided track flexibility to \u201cbow\u201d in and out during the out-ofplane lateral drifts\n 6. The \u201cT\u201d junction comprised one stud from the in-plane walland two studs from the transverse walls. It also comprised of timber stud. \n 7. The internal frame was sheathed with 13 mm GIB\u00ae standard plasterboards/panels\n 8. The plasterboards were connected to the internal steel frame using 25 mm \u00d7 6 g GIB\u00ae Drywall Self Tapping Screws at 300 mm c/c except at the boundaries where the spacing was kept at 150 mm c/c.\n 9.The joints were then plastered with two coats of GIB\u00ae Tradeset 90-minute premium jointing compound, jointing tape, and internal and external corner beads (/L-trims).\n 10. steel frame and gypsum plasterboard connected to steel tracks", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Paper tape stretchmarks at lining junctions", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.029, "governing_design_standard": "", "id": "exp2144a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_SlottedBracketPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "\u201cT\u201d shaped wall 2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. T-shaped Full-scale partition wall specimens with slotted head-tracks: Height 1875mm, Length (940 mm x 1626 mm)\n 2. The cold-formed steel framing consisted of 64 \u00d7 32 \u00d7 0.5 mm tracks, 64 \u00d7 35 \u00d7 0.5 mm studs, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks from STUDCO\n 3. The off-cuts from the studs were used as braces.\n 4. The 150 mm x 12 mm slots in the head tracks. The concrete anchor with a long shank (Pring 2020) that passes through the slot into the concrete\n 5. The spacing between the top anchors provided track flexibility to \u201cbow\u201d in and out during the out-ofplane lateral drifts\n 6. The \u201cT\u201d junction comprised one stud from the in-plane walland two studs from the transverse walls. It also comprised of timber stud. \n 7. The internal frame was sheathed with 13 mm GIB\u00ae standard plasterboards/panels\n 8. The plasterboards were connected to the internal steel frame using 25 mm \u00d7 6 g GIB\u00ae Drywall Self Tapping Screws at 300 mm c/c except at the boundaries where the spacing was kept at 150 mm c/c.\n 9.The joints were then plastered with two coats of GIB\u00ae Tradeset 90-minute premium jointing compound, jointing tape, and internal and external corner beads (/L-trims).\n 10. steel frame and gypsum plasterboard connected to steel tracks", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Slight damage to gypsum plasterboards and fire seal", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0294, "governing_design_standard": "", "id": "exp2145a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "Paper tape stretchmarks at lining junctions", "prior_damage_repaired": "No", "reference": "Bhatta_SlottedBracketPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "\u201cT\u201d shaped wall 2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. T-shaped Full-scale partition wall specimens with slotted head-tracks: Height 1875mm, Length (940 mm x 1626 mm)\n 2. The cold-formed steel framing consisted of 64 \u00d7 32 \u00d7 0.5 mm tracks, 64 \u00d7 35 \u00d7 0.5 mm studs, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks from STUDCO\n 3. The off-cuts from the studs were used as braces.\n 4. The 150 mm x 12 mm slots in the head tracks. The concrete anchor with a long shank (Pring 2020) that passes through the slot into the concrete\n 5. The spacing between the top anchors provided track flexibility to \u201cbow\u201d in and out during the out-ofplane lateral drifts\n 6. The \u201cT\u201d junction comprised one stud from the in-plane walland two studs from the transverse walls. It also comprised of timber stud. \n 7. The internal frame was sheathed with 13 mm GIB\u00ae standard plasterboards/panels\n 8. The plasterboards were connected to the internal steel frame using 25 mm \u00d7 6 g GIB\u00ae Drywall Self Tapping Screws at 300 mm c/c except at the boundaries where the spacing was kept at 150 mm c/c.\n 9.The joints were then plastered with two coats of GIB\u00ae Tradeset 90-minute premium jointing compound, jointing tape, and internal and external corner beads (/L-trims).\n 10. steel frame and gypsum plasterboard connected to steel tracks", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Plasterboard damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0366, "governing_design_standard": "", "id": "exp2146a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "Slight damage to gypsum plasterboards and fire seal", "prior_damage_repaired": "No", "reference": "Bhatta_SlottedBracketPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "\u201cT\u201d shaped wall 2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. T-shaped Full-scale partition wall specimens with slotted head-tracks: Height 1875mm, Length (940 mm x 1626 mm)\n 2. The cold-formed steel framing consisted of 64 \u00d7 32 \u00d7 0.5 mm tracks, 64 \u00d7 35 \u00d7 0.5 mm studs, and 64 \u00d7 32 \u00d7 0.75 mm nogging tracks from STUDCO\n 3. The off-cuts from the studs were used as braces.\n 4. The 150 mm x 12 mm slots in the head tracks. The concrete anchor with a long shank (Pring 2020) that passes through the slot into the concrete\n 5. The spacing between the top anchors provided track flexibility to \u201cbow\u201d in and out during the out-ofplane lateral drifts\n 6. The \u201cT\u201d junction comprised one stud from the in-plane walland two studs from the transverse walls. It also comprised of timber stud. \n 7. The internal frame was sheathed with 13 mm GIB\u00ae standard plasterboards/panels\n 8. The plasterboards were connected to the internal steel frame using 25 mm \u00d7 6 g GIB\u00ae Drywall Self Tapping Screws at 300 mm c/c except at the boundaries where the spacing was kept at 150 mm c/c.\n 9.The joints were then plastered with two coats of GIB\u00ae Tradeset 90-minute premium jointing compound, jointing tape, and internal and external corner beads (/L-trims).\n 10. steel frame and gypsum plasterboard connected to steel tracks", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Frame damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0366, "governing_design_standard": "", "id": "exp2147a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "Plasterboard damage", "prior_damage_repaired": "No", "reference": "Bhatta_SlottedBracketPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "\u201cT\u201d shaped wall 2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Y-shaped Full-scale partition wall specimens with slotted head-tracks and Flexibrackets: Height 1875mm, Length of wing walls (1474 mmx 536 mm x 601mm)\n 2. \u201cL\u201d junction (in the west end) and a Y-junction (in the east end).\n 3. The steel framing consisted of 64 \u00d7 32 \u00d7 0.5 mm tracks, 64 \u00d7 35 \u00d7 0.5 mm studs, and braces, 64 \u00d7 32 \u00d7 0.5 mm nogging tracks from FRAMECAD\u00ae\n 4. All the frame members were connected using tek screws at the provided holes\n 5. The 150 mm x12 mm slots in the head tracks of the return walls (Y2 and Y3) and the inclined wall (Y4) were cut manually at the ends\n 6. The bottom track was anchored to the concrete slab using the HUS3 anchors.\n 7. the top track was bolted (finger-tight) to the Flexibrackets at the slots. Then, the brackets were anchored to the concrete slab above. The Flexibracket (Pring 2021) has a C-shape, with 180\u00b0 curved ends. It is made of Simona\u00ae SIMOLIFE PE flex low-density polyethylene (LDPE) plastic.", "comp_detail": "Full height - Rocking", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0418, "governing_design_standard": "", "id": "exp2148a", "loading_protocol": "FEMA 461", "location": "University of Canterbury, New Zealand", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_SlottedBracketPartition-2023", "reviewer": "NIST", "size_class": "", "specimen": "\u201cY\u201d shaped wall", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 20mm, number of connection =2, exposed length of the rods was 250 mm, Fixed-fixed ends, Steel Grade= 4.6", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "visible cracks parallel to the threads of the threaded rods were observed in\nbetween the threads", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp2168a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-LTR1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 20mm, number of connection =2, exposed length of the rods was 250 mm, Fixed-fixed ends, Steel Grade= 4.6", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "cracking perpendicular to the threads", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp2169a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "visible cracks parallel to the threads of the threaded rods were observed in\nbetween the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-LTR1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 20mm, number of connection =2, exposed length of the rods was 250 mm, Fixed-fixed ends, Steel Grade= 4.6", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "threaded rod failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp2170a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracking perpendicular to the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-LTR1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 20mm, number of connection =2, exposed length of the rods was 250 mm, Fixed-fixed ends, Steel Grade= 4.6", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "threaded rod failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2171a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracking perpendicular to the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-LTR1(2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 20mm, number of connection =2, exposed length of the rods was 250 mm, Fixed-fixed ends, Steel Grade= 4.6", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "threaded rod failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp2172a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracking perpendicular to the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-LTR1(3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 20mm, number of connection =2, exposed length of the rods was 250 mm, Fixed-fixed ends, Steel Grade= 8.8", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "threaded rod failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp2173a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracking perpendicular to the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-LTR2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 20mm, number of connection =2, exposed length of the rods was 250 mm, Fixed-fixed ends, Steel Grade= 8.8", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "threaded rod failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp2174a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracking perpendicular to the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-LTR2(2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 20mm, number of connection =2, exposed length of the rods was 250 mm, Fixed-fixed ends, Steel Grade= 8.8", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "threaded rod failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp2175a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracking perpendicular to the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-LTR2(3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 20mm, number of connection =2, exposed length of the rods was 250 mm, Fixed-pin ends, Steel Grade= 4.6", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "threaded rod failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp2176a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracking perpendicular to the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-LTR3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 20mm, number of connection =2, exposed length of the rods was 250 mm, Fixed-pin ends, Steel Grade= 4.6", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "threaded rod failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp2177a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracking perpendicular to the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-LTR3(2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 20mm, number of connection =2, exposed length of the rods was 250 mm, Fixed-pin ends, Steel Grade= 4.6", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "threaded rod failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp2178a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracking perpendicular to the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-LTR3(3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 20mm, number of connection =2 at column, exposed length of the rods was 250 mm, Fixed-fixed ends, Steel Grade= 4.6", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "threaded rod failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2179a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracking perpendicular to the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-LTR4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 20mm, number of connection =2 at column, exposed length of the rods was 250 mm, Fixed-fixed ends, Steel Grade= 4.6", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "threaded rod failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2180a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracking perpendicular to the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-LTR4(2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 20mm, number of connection =2 at column, exposed length of the rods was 250 mm, Fixed-fixed ends, Steel Grade= 4.6", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "threaded rod failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2181a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracking perpendicular to the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-LTR4(3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 12mm, number of connection =4, exposed length of the rods was 250 mm, Fixed-fixed ends, Steel Grade= 4.6", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "threaded rod failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0275, "governing_design_standard": "", "id": "exp2182a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracking perpendicular to the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-LTR5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 12mm, number of connection =4, exposed length of the rods was 250 mm, Fixed-fixed ends, Steel Grade= 4.6", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "threaded rod failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0275, "governing_design_standard": "", "id": "exp2183a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracking perpendicular to the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-LTR5(2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 12mm, number of connection =4, exposed length of the rods was 250 mm, Fixed-fixed ends, Steel Grade= 4.6", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "threaded rod failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0275, "governing_design_standard": "", "id": "exp2184a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracking perpendicular to the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-LTR5(3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 20mm, number of connection =4, exposed length of the rods was 250 mm, Fixed-fixed ends, Steel Grade= 4.6", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "threaded rod failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2185a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracking perpendicular to the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-LTR1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 20mm, number of connection =4, exposed length of the rods was 250 mm, Fixed-fixed ends, Steel Grade= 4.6", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "threaded rod failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2186a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracking perpendicular to the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-LTR1(2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. long threaded rod connections: rod size = 20mm, number of connection =4, exposed length of the rods was 250 mm, Fixed-fixed ends, Steel Grade= 4.6", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "threaded rod failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp2187a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracking perpendicular to the threads", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-LTR1(3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. Slotted connections tested consisted of two mild steel rods of 20 mm diameter connecting the panels to the underside of the beam through a horizontally slotted steel angle.slotted connections were formed from 150x150x10 equal angle steel sections with a horizontal slot cut out of one side.\n8. The length of the rods was 120 mm and was able to slide horizontally through the slot in the angle. A large washer was used on either side to ensure the rod could not pull through the slot.\n9.Slot length=300mm, Number of connections = 2, no spacer used.", "comp_detail": "Horizontal Sliding/Swaying - Horizontal slots in structure", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.035, "governing_design_standard": "", "id": "exp2188a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-SL1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. Slotted connections tested consisted of two mild steel rods of 20 mm diameter connecting the panels to the underside of the beam through a horizontally slotted steel angle.slotted connections were formed from 150x150x10 equal angle steel sections with a horizontal slot cut out of one side.\n8. The length of the rods was 120 mm and was able to slide horizontally through the slot in the angle. A large washer was used on either side to ensure the rod could not pull through the slot.\n9.Slot length=300mm, Number of connections = 2, no spacer used.", "comp_detail": "Horizontal Sliding/Swaying - Horizontal slots in structure", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "one of the bolts became stuck and resulted in cracking in the panel and damage to the connection. The outside washer of the bolt became bent and was\ndrawn into the slot, also bending the slotted angle and bolt", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.035, "governing_design_standard": "", "id": "exp2189a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "Damage occurred at some intensity prior to max test amplitude of 3.5% drift", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-SL1(2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. Slotted connections tested consisted of two mild steel rods of 20 mm diameter connecting the panels to the underside of the beam through a horizontally slotted steel angle.slotted connections were formed from 150x150x10 equal angle steel sections with a horizontal slot cut out of one side.\n8. The length of the rods was 120 mm and was able to slide horizontally through the slot in the angle. A large washer was used on either side to ensure the rod could not pull through the slot.\n9.Slot length=300mm, Number of connections = 2, no spacer used.", "comp_detail": "Horizontal Sliding/Swaying - Horizontal slots in structure", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.035, "governing_design_standard": "", "id": "exp2190a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-SL1(3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. Slotted connections tested consisted of two mild steel rods of 20 mm diameter connecting the panels to the underside of the beam through a horizontally slotted steel angle.slotted connections were formed from 150x150x10 equal angle steel sections with a horizontal slot cut out of one side.\n8. The length of the rods was 120 mm and was able to slide horizontally through the slot in the angle. A large washer was used on either side to ensure the rod could not pull through the slot.\n9.Slot length=300mm, Number of connections = 2, tube spacer used.", "comp_detail": "Horizontal Sliding/Swaying - Horizontal slots in structure", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.035, "governing_design_standard": "", "id": "exp2191a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-SL2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. Slotted connections tested consisted of two mild steel rods of 20 mm diameter connecting the panels to the underside of the beam through a horizontally slotted steel angle.slotted connections were formed from 150x150x10 equal angle steel sections with a horizontal slot cut out of one side.\n8. The length of the rods was 120 mm and was able to slide horizontally through the slot in the angle. A large washer was used on either side to ensure the rod could not pull through the slot.\n9.Slot length=300mm, Number of connections = 2, tube spacer used.", "comp_detail": "Horizontal Sliding/Swaying - Horizontal slots in structure", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.035, "governing_design_standard": "", "id": "exp2192a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-SL2 (2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. Slotted connections tested consisted of two mild steel rods of 20 mm diameter connecting the panels to the underside of the beam through a horizontally slotted steel angle.slotted connections were formed from 150x150x10 equal angle steel sections with a horizontal slot cut out of one side.\n8. The length of the rods was 120 mm and was able to slide horizontally through the slot in the angle. A large washer was used on either side to ensure the rod could not pull through the slot.\n9.Slot length=300mm, Number of connections = 2, tube spacer used.", "comp_detail": "Horizontal Sliding/Swaying - Horizontal slots in structure", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.035, "governing_design_standard": "", "id": "exp2193a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-SL2 (3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. Slotted connections tested consisted of two mild steel rods of 20 mm diameter connecting the panels to the underside of the beam through a horizontally slotted steel angle.slotted connections were formed from 150x150x10 equal angle steel sections with a horizontal slot cut out of one side.\n8. The length of the rods was 120 mm and was able to slide horizontally through the slot in the angle. A large washer was used on either side to ensure the rod could not pull through the slot.\n9.Slot length=150mm, Number of connections = 2, no tube spacer used.\n10. Slot capacity =+-150%", "comp_detail": "Horizontal Sliding/Swaying - Horizontal slots in structure", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "cracks developing in the panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2194a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-SL3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. Slotted connections tested consisted of two mild steel rods of 20 mm diameter connecting the panels to the underside of the beam through a horizontally slotted steel angle.slotted connections were formed from 150x150x10 equal angle steel sections with a horizontal slot cut out of one side.\n8. The length of the rods was 120 mm and was able to slide horizontally through the slot in the angle. A large washer was used on either side to ensure the rod could not pull through the slot.\n9.Slot length=150mm, Number of connections = 2, no tube spacer used.\n10. Slot capacity =+-150%", "comp_detail": "Horizontal Sliding/Swaying - Horizontal slots in structure", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "cracks developing in the panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2195a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-SL3(2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. Slotted connections tested consisted of two mild steel rods of 20 mm diameter connecting the panels to the underside of the beam through a horizontally slotted steel angle.slotted connections were formed from 150x150x10 equal angle steel sections with a horizontal slot cut out of one side.\n8. The length of the rods was 120 mm and was able to slide horizontally through the slot in the angle. A large washer was used on either side to ensure the rod could not pull through the slot.\n9.Slot length=150mm, Number of connections = 2, no tube spacer used.\n10. Slot capacity =+-150%", "comp_detail": "Horizontal Sliding/Swaying - Horizontal slots in structure", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "cracks developing in the panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2196a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-SL3(3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. Slotted connections tested consisted of two mild steel rods of 20 mm diameter connecting the panels to the underside of the beam through a horizontally slotted steel angle.slotted connections were formed from 150x150x10 equal angle steel sections with a horizontal slot cut out of one side.\n8. The length of the rods was 120 mm and was able to slide horizontally through the slot in the angle. A large washer was used on either side to ensure the rod could not pull through the slot.\n9.Slot length=150mm, Number of connections = 2, tube spacer used.\n10. Slot capacity =+-150%", "comp_detail": "Horizontal Sliding/Swaying - Horizontal slots in structure", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "cracks developing in the panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2197a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-SL4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. Slotted connections tested consisted of two mild steel rods of 20 mm diameter connecting the panels to the underside of the beam through a horizontally slotted steel angle.slotted connections were formed from 150x150x10 equal angle steel sections with a horizontal slot cut out of one side.\n8. The length of the rods was 120 mm and was able to slide horizontally through the slot in the angle. A large washer was used on either side to ensure the rod could not pull through the slot.\n9.Slot length=150mm, Number of connections = 2, tube spacer used.\n10. Slot capacity =+-150%", "comp_detail": "Horizontal Sliding/Swaying - Horizontal slots in structure", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "cracks developing in the panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2198a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-SL4(2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. Slotted connections tested consisted of two mild steel rods of 20 mm diameter connecting the panels to the underside of the beam through a horizontally slotted steel angle.slotted connections were formed from 150x150x10 equal angle steel sections with a horizontal slot cut out of one side.\n8. The length of the rods was 120 mm and was able to slide horizontally through the slot in the angle. A large washer was used on either side to ensure the rod could not pull through the slot.\n9.Slot length=150mm, Number of connections = 2, tube spacer used.\n10. Slot capacity =+-150%", "comp_detail": "Horizontal Sliding/Swaying - Horizontal slots in structure", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "cracks developing in the panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2199a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-SL4(3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. Slotted connections tested consisted of two mild steel rods of 20 mm diameter connecting the panels to the underside of the beam through a horizontally slotted steel angle.slotted connections were formed from 150x150x10 equal angle steel sections with a horizontal slot cut out of one side.\n8. The length of the rods was 120 mm and was able to slide horizontally through the slot in the angle. A large washer was used on either side to ensure the rod could not pull through the slot.\n9.Slot length=300mm, Number of connections = 4, tube spacer used.\n10. A variation of the connection was proposed by placing a tubular spacer between the washers and tightening the two washers against the tube.", "comp_detail": "Horizontal Sliding/Swaying - Horizontal slots in structure", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.035, "governing_design_standard": "", "id": "exp2200a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-SL1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=2x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Localised cracking in the threaded rods", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp2201a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-STR1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=2x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Complete rod failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp2202a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Localised cracking in the threaded rods", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-STR1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=2x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Localised cracking in the threaded rods", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp2203a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-STR1(2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=2x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Complete rod failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2204a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Localised cracking in the threaded rods", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-STR1(2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=2x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Localised cracking in the threaded rods", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp2205a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-STR1(3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=2x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Complete rod failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2206a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Localised cracking in the threaded rods", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-STR1(3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Localised cracking in the threaded rods", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp2207a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-STR2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Complete rod failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2208a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Localised cracking in the threaded rods", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-STR2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Localised cracking in the threaded rods", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp2209a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-STR2(2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Complete rod failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2210a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Localised cracking in the threaded rods", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-STR2(2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Localised cracking in the threaded rods", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp2211a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-STR2(3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Complete rod failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp2212a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Localised cracking in the threaded rods", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-STR2(3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Localised cracking in the threaded rods", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp2213a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-STR1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Hairline cracks in panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp2214a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Localised cracking in the threaded rods", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-STR1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "cracks in panel max 0.3mm width", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0075, "governing_design_standard": "", "id": "exp2215a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Hairline cracks in panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-STR1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "cracks in panel max 1.5mm width", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2216a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in panel max 0.3mm width", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-STR1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Complete rod failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2217a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in panel max 1.5mm width", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-STR1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Localised cracking in the threaded rods", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp2218a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-STR1(2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Hairline cracks in panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp2219a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Localised cracking in the threaded rods", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-STR1(2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "cracks in panel max 0.3mm width", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0075, "governing_design_standard": "", "id": "exp2220a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Hairline cracks in panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-STR1(2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "cracks in panel max 1.5mm width", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2221a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in panel max 0.3mm width", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-STR1(2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Complete rod failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2222a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in panel max 1.5mm width", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-STR1(2)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "Localised cracking in the threaded rods", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp2223a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-STR1(3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Hairline cracks in panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.005, "governing_design_standard": "", "id": "exp2224a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Localised cracking in the threaded rods", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-STR1(3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "cracks in panel max 0.3mm width", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0075, "governing_design_standard": "", "id": "exp2225a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "Hairline cracks in panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-STR1(3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "cracks in panel max 1.5mm width", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2226a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in panel max 0.3mm width", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-STR1(3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. Two half-bay, single storey (L=1875mm, H=2975mm, 120 mm thick; window size=L=915mm, H=1615mm).\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. Metal angles were used as the bearing connections and were bolted into place using two M20 ferrule anchors cast into the panel and frame.\n6. The panel connections were designed according to the requirements for parts and\ncomponents of NZS 1170.5 (2004).\n7. short threaded rod connections: two mild steel rods of 20 mm diameter connecting the cladding panel to the underside of the beam. The exposed length of the rods was 50 mm.\n13. short threaded rod connections: Rod size=4x 20mm, Number of locations=2, Mild steel; Fixed-fixed ends", "comp_detail": "Horizontal Sliding/Swaying - Threaded rod", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Complete rod failure", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2227a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in panel max 1.5mm width", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-STR1(3)", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Configuration 1 corresponds to the RHS housing being fixed to the panel with the slot\nfacing outwards with the movement occurring between this outside face of the housing and\nthe metal angle on the underside of the beam.\n1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. The precast concrete panels were attached to the frame using two different connection\ntypes: bearing connections and UFP connections. The bearing connections located at the\nbase of the panels, and the UFP connections were located at the top of the panel.\n6. The UFP connections were bolted to the underside of the top beams using 300 mm long\nt-channels that were cast into the concrete.\n7. The connection to the panels made use of the 10 mm thick steel plates secured to the panel with four cast-in ferrule anchors. \n8. Including housed and unhoused UFPs as well as the UFPs in different orientations.\n9. No of connections = 2 (2UFPs), UnHoused\n10 UFP is 8 mm thick, 120 mm wide Grade 300 steel plate. The fabricator of the UFPs was a local spring maker who heated the plates prior to bending. Each UFP was bent around a fixed diameter of 120 mm.", "comp_detail": "Horizontal Sliding/Swaying - U-shaped flexural plate (UFP)", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "out-of-plane movement\nof the panel being unacceptable", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2229a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "1.5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-UFP1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Configuration 1 corresponds to the RHS housing being fixed to the panel with the slot\nfacing outwards with the movement occurring between this outside face of the housing and\nthe metal angle on the underside of the beam.\n1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. The precast concrete panels were attached to the frame using two different connection\ntypes: bearing connections and UFP connections. The bearing connections located at the\nbase of the panels, and the UFP connections were located at the top of the panel.\n6. The UFP connections were bolted to the underside of the top beams using 300 mm long\nt-channels that were cast into the concrete.\n7. The connection to the panels made use of the 10 mm thick steel plates secured to the panel with four cast-in ferrule anchors. \n8. Including housed and unhoused UFPs as well as the UFPs in different orientations.\n9. No of connections = 2 (2UFPs+Slotted), UnHoused\n10. slotted connections were attached to the top of the panel to provide out-of-plane restraint\n11. UFP is 8 mm thick, 120 mm wide Grade 300 steel plate. The fabricator of the UFPs was a local spring maker who heated the plates prior to bending. Each UFP was bent around a fixed diameter of 120 mm.", "comp_detail": "Horizontal Sliding/Swaying - U-shaped flexural plate (UFP)", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp2230a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "1.5% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-UFP2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Configuration 1 corresponds to the RHS housing being fixed to the panel with the slot\nfacing outwards with the movement occurring between this outside face of the housing and\nthe metal angle on the underside of the beam.\n1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. The precast concrete panels were attached to the frame using two different connection\ntypes: bearing connections and UFP connections. The bearing connections located at the\nbase of the panels, and the UFP connections were located at the top of the panel.\n6. The UFP connections were bolted to the underside of the top beams using 300 mm long\nt-channels that were cast into the concrete.\n7. The connection to the panels made use of the 10 mm thick steel plates secured to the panel with four cast-in ferrule anchors. \n8. Including housed and unhoused UFPs as well as the UFPs in different orientations.\n9. No of connections = 2 (2UFPs), Housed\n10. slotted connections were attached to the top of the panel to provide out-of-plane restraint\n11. UFP is 8 mm thick, 120 mm wide Grade 300 steel plate. The fabricator of the UFPs was a local spring maker who heated the plates prior to bending. Each UFP was bent around a fixed diameter of 120 mm.", "comp_detail": "Horizontal Sliding/Swaying - U-shaped flexural plate (UFP)", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.035, "governing_design_standard": "", "id": "exp2231a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-UFP3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Configuration 1 corresponds to the RHS housing being fixed to the panel with the slot\nfacing outwards with the movement occurring between this outside face of the housing and\nthe metal angle on the underside of the beam.\n1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. The precast concrete panels were attached to the frame using two different connection\ntypes: bearing connections and UFP connections. The bearing connections located at the\nbase of the panels, and the UFP connections were located at the top of the panel.\n6. The UFP connections were bolted to the underside of the top beams using 300 mm long\nt-channels that were cast into the concrete.\n7. The connection to the panels made use of the 10 mm thick steel plates secured to the panel with four cast-in ferrule anchors. \n8. Including housed and unhoused UFPs as well as the UFPs in different orientations.\n9. No of connections = 4 (4UFPs), Housed\n10. slotted connections were attached to the top of the panel to provide out-of-plane restraint\n11. UFP is 8 mm thick, 120 mm wide Grade 300 steel plate. The fabricator of the UFPs was a local spring maker who heated the plates prior to bending. Each UFP was bent around a fixed diameter of 120 mm.", "comp_detail": "Horizontal Sliding/Swaying - U-shaped flexural plate (UFP)", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.035, "governing_design_standard": "", "id": "exp2232a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-UFP4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Configuration 2 is similar to Configuration 1; however, the housing is flipped so that the sliding movement occurs between the housing and the panel.\n1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. The precast concrete panels were attached to the frame using two different connection\ntypes: bearing connections and UFP connections. The bearing connections located at the\nbase of the panels, and the UFP connections were located at the top of the panel.\n6. The UFP connections were bolted to the underside of the top beams using 300 mm long\nt-channels that were cast into the concrete.\n7. The connection to the panels made use of the 10 mm thick steel plates secured to the panel with four cast-in ferrule anchors. \n8. Including housed and unhoused UFPs as well as the UFPs in different orientations.\n9. No of connections = 2 (2UFPs), Housed\n10. slotted connections were attached to the top of the panel to provide out-of-plane restraint.\n11. UFP is 8 mm thick, 120 mm wide Grade 300 steel plate. The fabricator of the UFPs was a local spring maker who heated the plates prior to bending. Each UFP was bent around a fixed diameter of 120 mm.", "comp_detail": "Horizontal Sliding/Swaying - U-shaped flexural plate (UFP)", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.035, "governing_design_standard": "", "id": "exp2233a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-UFP5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Configuration 3 corresponds to the RHS housing being fixed to the underside of the beam with the slot facing outwards and the movement occurring between this outside face of the housing and the L-shaped metal angle connected to the panel.\n1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. The precast concrete panels were attached to the frame using two different connection\ntypes: bearing connections and UFP connections. The bearing connections located at the\nbase of the panels, and the UFP connections were located at the top of the panel.\n6. The UFP connections were bolted to the underside of the top beams using 300 mm long\nt-channels that were cast into the concrete.\n7. The connection to the panels made use of the 10 mm thick steel plates secured to the panel with four cast-in ferrule anchors. \n8. Including housed and unhoused UFPs as well as the UFPs in different orientations.\n9. No of connections = 2 (2UFPs), Housed\n10. slotted connections were attached to the top of the panel to provide out-of-plane restraint\n11. UFP is 8 mm thick, 120 mm wide Grade 300 steel plate. The fabricator of the UFPs was a local spring maker who heated the plates prior to bending. Each UFP was bent around a fixed diameter of 120 mm.", "comp_detail": "Horizontal Sliding/Swaying - U-shaped flexural plate (UFP)", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.035, "governing_design_standard": "", "id": "exp2234a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-UFP6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Configuration 4 is similar to Configuration 3; however, the housing is flipped so that the sliding movement occurs between the housing and the underside of the beam.\n1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. The precast concrete panels were attached to the frame using two different connection\ntypes: bearing connections and UFP connections. The bearing connections located at the\nbase of the panels, and the UFP connections were located at the top of the panel.\n6. The UFP connections were bolted to the underside of the top beams using 300 mm long\nt-channels that were cast into the concrete.\n7. The connection to the panels made use of the 10 mm thick steel plates secured to the panel with four cast-in ferrule anchors. \n8. Including housed and unhoused UFPs as well as the UFPs in different orientations.\n9. No of connections = 2 (2UFPs), Housed\n10. slotted connections were attached to the top of the panel to provide out-of-plane restraint\n11. UFP is 8 mm thick, 120 mm wide Grade 300 steel plate. The fabricator of the UFPs was a local spring maker who heated the plates prior to bending. Each UFP was bent around a fixed diameter of 120 mm.", "comp_detail": "Horizontal Sliding/Swaying - U-shaped flexural plate (UFP)", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.035, "governing_design_standard": "", "id": "exp2235a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "MP-UFP7", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Configuration 1 corresponds to the RHS housing being fixed to the panel with the slot facing outwards with the movement occurring between this outside face of the housing and the metal angle on the underside of the beam.\n1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. The precast concrete panels were attached to the frame using two different connection\ntypes: bearing connections and UFP connections. The bearing connections located at the\nbase of the panels, and the UFP connections were located at the top of the panel.\n6. The UFP connections were bolted to the underside of the top beams using 300 mm long\nt-channels that were cast into the concrete.\n7. The connection to the panels made use of the 10 mm thick steel plates secured to the panel with four cast-in ferrule anchors. \n8. Including housed and unhoused UFPs as well as the UFPs in different orientations.\n9. No of connections = 2 (2UFPs), Housed\n10. slotted connections were attached to the top of the panel to provide out-of-plane restraint\n11. UFP is 8 mm thick, 120 mm wide Grade 300 steel plate. The fabricator of the UFPs was a local spring maker who heated the plates prior to bending. Each UFP was bent around a fixed diameter of 120 mm.", "comp_detail": "Horizontal Sliding/Swaying - U-shaped flexural plate (UFP)", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.035, "governing_design_standard": "", "id": "exp2236a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.5% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-UFP1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Configuration 1 corresponds to the RHS housing being fixed to the panel with the slot facing outwards with the movement occurring between this outside face of the housing and the metal angle on the underside of the beam.\n1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. The precast concrete panels were attached to the frame using two different connection\ntypes: bearing connections and UFP connections. The bearing connections located at the\nbase of the panels, and the UFP connections were located at the top of the panel.\n6. The UFP connections were bolted to the underside of the top beams using 300 mm long\nt-channels that were cast into the concrete.\n7. The connection to the panels made use of the 10 mm thick steel plates secured to the panel with four cast-in ferrule anchors. \n8. Including housed and unhoused UFPs as well as the UFPs in different orientations.\n9. No of connections = 4 (4UFPs), Housed\n10. slotted connections were attached to the top of the panel to provide out-of-plane restraint\n11. UFP is 8 mm thick, 120 mm wide Grade 300 steel plate. The fabricator of the UFPs was a local spring maker who heated the plates prior to bending. Each UFP was bent around a fixed diameter of 120 mm.", "comp_detail": "Horizontal Sliding/Swaying - U-shaped flexural plate (UFP)", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "damage to the panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp2237a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "2.75% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-UFP2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Configuration 1 corresponds to the RHS housing being fixed to the panel with the slot facing outwards with the movement occurring between this outside face of the housing and the metal angle on the underside of the beam.\n1. Full-bay, singlestorey panel (L=3775mm, H=2975mm, 120mm thick; window size: L=2005mm, H=1615mm)\n2. Had a central, single opening where a window would normally be located. \n3. contained a single layer of reinforcement in each direction.The panels are reinforced with D12\u2019s at 200 mm centres and D16 bars around the opening and external perimeter. 1.0 m length D16s also run diagonally at each corner opening\n4. A 28 day concrete compressive strength of 40 MPa was specified for the panels. Grade\n300 steel was used for reinforcement.\n5. The precast concrete panels were attached to the frame using two different connection\ntypes: bearing connections and UFP connections. The bearing connections located at the\nbase of the panels, and the UFP connections were located at the top of the panel.\n6. The UFP connections were bolted to the underside of the top beams using 300 mm long\nt-channels that were cast into the concrete.\n7. The connection to the panels made use of the 10 mm thick steel plates secured to the panel with four cast-in ferrule anchors. \n8. Including housed and unhoused UFPs as well as the UFPs in different orientations.\n9. No of connections = 4 (4UFPs), Housed\n10. slotted connections were attached to the top of the panel to provide out-of-plane restraint\n11. UFP is 8 mm thick, 120 mm wide Grade 300 steel plate. The fabricator of the UFPs was a local spring maker who heated the plates prior to bending. Each UFP was bent around a fixed diameter of 120 mm.", "comp_detail": "Horizontal Sliding/Swaying - U-shaped flexural plate (UFP)", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "significant cracking observed around the weight bearing connections", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0275, "governing_design_standard": "", "id": "exp2238a", "loading_protocol": "Loading protocol based on ACI-374.1R, 2005", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "2.75% drift of specimen", "prior_damage": "cracks in the panel", "prior_damage_repaired": "No", "reference": "Baird-2014", "reviewer": "NIST", "size_class": "", "specimen": "DP-UFP2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "failure of perimeter components, ceiling panels, and grid connections (latches): more than or equal to 10% failure of loss of rivets and unseated end grids over the total number of perimeter components; less than 10% of fallen panels over the total number of panels; less than 10% of grid connection failure over the total number of grid\n components \u2014 as one of these three conditions occurred, it was indicated as the defined damage state", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.04, "governing_design_standard": "", "id": "exp2239a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "2", "specimen_inspection_sequence": "", "test_type": "Dynamic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "more than or equal to 10% failure of grid connections or ceiling panels over the total number of each component", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 2.52, "governing_design_standard": "", "id": "exp2240a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "failure of perimeter components, ceiling panels, and grid connections (latches): more than or equal to 10% failure of loss of rivets and unseated end grids over the total number of perimeter components; less than 10% of fallen panels over the total number of panels; less than 10% of grid connection failure over the total number of grid\n components \u2014 as one of these three conditions occurred, it was indicated as the defined damage state", "prior_damage_repaired": "No", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "2", "specimen_inspection_sequence": "", "test_type": "Dynamic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "failure of perimeter components: less than 10% of the loss of pop rivets and unseated end grids over the total number of perimeter components", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.0, "governing_design_standard": "", "id": "exp2241a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "3", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "failure of perimeter components, ceiling panels, and grid connections (latches): more than or equal to 10% failure of loss of rivets and unseated end grids over the total number of perimeter components; less than 10% of fallen panels over the total number of panels; less than 10% of grid connection failure over the total number of grid\n components \u2014 as one of these three conditions occurred, it was indicated as the defined damage state", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.21, "governing_design_standard": "", "id": "exp2242a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "failure of perimeter components: less than 10% of the loss of pop rivets and unseated end grids over the total number of perimeter components", "prior_damage_repaired": "No", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "3", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "more than or equal to 10% failure of grid connections or ceiling panels over the total number of each component", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 2.1, "governing_design_standard": "", "id": "exp2243a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "failure of perimeter components: less than 10% of the loss of pop rivets and unseated end grids over the total number of perimeter components, failure of perimeter components, ceiling panels, and grid connections (latches): more than or equal to 10% failure of loss of rivets and unseated end grids over the total number of perimeter components; less than 10% of fallen panels over the total number of panels; less than 10% of grid connection failure over the total number of grid\n components \u2014 as one of these three conditions occurred, it was indicated as the defined damage state", "prior_damage_repaired": "No", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "3", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "failure of perimeter components, ceiling panels, and grid connections (latches): more than or equal to 10% failure of loss of rivets and unseated end grids over the total number of perimeter components; less than 10% of fallen panels over the total number of panels; less than 10% of grid connection failure over the total number of grid\n components \u2014 as one of these three conditions occurred, it was indicated as the defined damage state", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.94, "governing_design_standard": "", "id": "exp2244a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "4", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "more than or equal to 10% failure of grid connections or ceiling panels over the total number of each component", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.52, "governing_design_standard": "", "id": "exp2245a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "failure of perimeter components, ceiling panels, and grid connections (latches): more than or equal to 10% failure of loss of rivets and unseated end grids over the total number of perimeter components; less than 10% of fallen panels over the total number of panels; less than 10% of grid connection failure over the total number of grid\n components \u2014 as one of these three conditions occurred, it was indicated as the defined damage state", "prior_damage_repaired": "No", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "4", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "failure of perimeter components, ceiling panels, and grid connections (latches): more than or equal to 10% failure of loss of rivets and unseated end grids over the total number of perimeter components; less than 10% of fallen panels over the total number of panels; less than 10% of grid connection failure over the total number of grid\n components \u2014 as one of these three conditions occurred, it was indicated as the defined damage state", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.61, "governing_design_standard": "", "id": "exp2246a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "5", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "more than or equal to 10% failure of grid connections or ceiling panels over the total number of each component", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.26, "governing_design_standard": "", "id": "exp2247a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "failure of perimeter components, ceiling panels, and grid connections (latches): more than or equal to 10% failure of loss of rivets and unseated end grids over the total number of perimeter components; less than 10% of fallen panels over the total number of panels; less than 10% of grid connection failure over the total number of grid\n components \u2014 as one of these three conditions occurred, it was indicated as the defined damage state", "prior_damage_repaired": "No", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "5", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "failure of perimeter components: less than 10% of the loss of pop rivets and unseated end grids over the total number of perimeter components", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.65, "governing_design_standard": "", "id": "exp2248a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Heavy-weight (>= 4 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "6", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "more than or equal to 10% failure of grid connections or ceiling panels over the total number of each component", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "", "id": "exp2249a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Heavy-weight (>= 4 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "failure of perimeter components: less than 10% of the loss of pop rivets and unseated end grids over the total number of perimeter components", "prior_damage_repaired": "No", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "6", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "failure of perimeter components, ceiling panels, and grid connections (latches): more than or equal to 10% failure of loss of rivets and unseated end grids over the total number of perimeter components; less than 10% of fallen panels over the total number of panels; less than 10% of grid connection failure over the total number of grid\n components \u2014 as one of these three conditions occurred, it was indicated as the defined damage state", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.72, "governing_design_standard": "", "id": "exp2250a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Heavy-weight (>= 4 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "7", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "more than or equal to 10% failure of grid connections or ceiling panels over the total number of each component", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.49, "governing_design_standard": "", "id": "exp2251a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "failure of perimeter components, ceiling panels, and grid connections (latches): more than or equal to 10% failure of loss of rivets and unseated end grids over the total number of perimeter components; less than 10% of fallen panels over the total number of panels; less than 10% of grid connection failure over the total number of grid\n components \u2014 as one of these three conditions occurred, it was indicated as the defined damage state", "prior_damage_repaired": "No", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "7", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "failure of perimeter components: less than 10% of the loss of pop rivets and unseated end grids over the total number of perimeter components", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.42, "governing_design_standard": "ASTM E580, 2014", "id": "exp2252a", "loading_protocol": 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enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "failure of perimeter components: less than 10% of the loss of pop rivets and unseated end grids over the total number of perimeter components, failure of perimeter components, ceiling panels, and grid connections (latches): more than or equal to 10% failure of loss of rivets and unseated end grids over the total number of perimeter components; less than 10% of fallen panels over the total number of panels; less than 10% of grid connection failure over the total number of grid\n components \u2014 as one of these three conditions occurred, it was indicated as the defined damage state", "prior_damage_repaired": "No", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "9", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "failure of perimeter components: less than 10% of the loss of pop rivets and unseated end grids over the total number of perimeter components", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.95, "governing_design_standard": "", "id": "exp2258a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "10", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "failure of perimeter components, ceiling panels, and grid connections (latches): more than or equal to 10% failure of loss of rivets and unseated end grids over the total number of perimeter components; less than 10% of fallen panels over the total number of panels; less than 10% of grid connection failure over the total number of grid\n components \u2014 as one of these three conditions occurred, it 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"specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "more than or equal to 10% failure of grid connections or ceiling panels over the total number of each component", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.88, "governing_design_standard": "", "id": "exp2260a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Light-weight (<= 2 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"size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "11", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "failure of perimeter components, ceiling panels, and grid connections (latches): more than or equal to 10% failure of loss of rivets and unseated end grids over the total number of perimeter components; less than 10% of fallen panels over the total number of panels; less than 10% of grid connection failure over the total number of grid\n components \u2014 as one of these three conditions occurred, it was indicated as the defined damage state", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.76, "governing_design_standard": "", "id": "exp2262a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "12", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "more than or equal to 10% failure of 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loss of rivets and unseated end grids over the total number of perimeter components; less than 10% of fallen panels over the total number of panels; less than 10% of grid connection failure over the total number of grid\n components \u2014 as one of these three conditions occurred, it was indicated as the defined damage state", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.65, "governing_design_standard": "", "id": "exp2265a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": 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(RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "failure of perimeter components, ceiling panels, and grid connections (latches): more than or equal to 10% failure of loss of rivets and unseated end grids over the total number of perimeter components; less than 10% of fallen panels over the total number of panels; less than 10% of grid connection failure over the total number of grid\n components \u2014 as one of these three conditions occurred, it was indicated as the defined damage state", "prior_damage_repaired": "No", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "14", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "failure of perimeter components, ceiling panels, and grid connections (latches): more than or equal to 10% failure of loss of rivets and unseated end grids over the total number of perimeter components; less than 10% of fallen panels over the total number of panels; less than 10% of grid connection failure over the total number of grid\n components \u2014 as one of these three conditions occurred, it was indicated as the defined damage state", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 2.66, "governing_design_standard": "", "id": "exp2267a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "15", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "exposed cross tees with main runners", "comp_detail": "Perimeter-fixed", "component": "C.30.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "more than or equal to 10% failure of grid connections or ceiling panels over the total number of each component", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 2.67, "governing_design_standard": "", "id": "exp2268a", "loading_protocol": "Triaxial floor motions (except Assembly #2, biaxial, and #3, uniaxial), established using scaled compensated motions, were used for the random multifrequency seismic simulation testing, and the achieved motions enveloped the corresponding required response spectrum (RRS) as recommended by the ICC-ES AC156.", "location": "New York", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "DS is not very specific", "peak_test_amplitude": "", "prior_damage": "failure of perimeter components, ceiling panels, and grid connections (latches): more than or equal to 10% failure of loss of rivets and unseated end grids over the total number of perimeter components; less than 10% of fallen panels over the total number of panels; less than 10% of grid connection failure over the total number of grid\n components \u2014 as one of these three conditions occurred, it was indicated as the defined damage state", "prior_damage_repaired": "No", "reference": "Ryu-2019", "reviewer": "NIST", "size_class": "<= 144 sqft", "specimen": "15", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "fully functional traction elevator enclosed by reinforced concrete shear walls on the east and west faces and cold-formed steel partition walls on the south and north faces", "comp_detail": "Traction", "component": "D.10.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.08, "governing_design_standard": "ASME A17.1 provisions", "id": "exp2269a", "loading_protocol": "CNP100", "location": "San Diego", "material": "Heavy-weight (metal)", "notes": "the building isolated at its base (BI)", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_ElevatorSystem-2016", "reviewer": "NIST", "size_class": "", "specimen": "BI-1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "fully functional traction elevator enclosed by reinforced concrete shear walls on the east and west faces and cold-formed steel partition walls on the south and north faces", "comp_detail": "Traction", "component": "D.10.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.09, "governing_design_standard": "ASME A17.1 provisions", "id": "exp2270a", "loading_protocol": "LAC100", "location": "San Diego", "material": "Heavy-weight (metal)", "notes": "the building isolated at its base (BI)", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_ElevatorSystem-2016", "reviewer": "NIST", "size_class": "", "specimen": "BI-2", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "fully functional traction elevator enclosed by reinforced concrete shear walls on the east and west faces and cold-formed steel partition walls on the south and north faces", "comp_detail": "Traction", "component": "D.10.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.1, "governing_design_standard": "ASME A17.1 provisions", "id": "exp2271a", "loading_protocol": "LAC100", "location": "San Diego", "material": "Heavy-weight (metal)", "notes": "the building isolated at its base (BI)", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_ElevatorSystem-2016", "reviewer": "NIST", "size_class": "", "specimen": "BI-3", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "fully functional traction elevator enclosed by reinforced concrete shear walls on the east and west faces and cold-formed steel partition walls on the south and north faces", "comp_detail": "Traction", "component": "D.10.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.1, "governing_design_standard": "ASME A17.1 provisions", "id": "exp2272a", "loading_protocol": "SP100", "location": "San Diego", "material": "Heavy-weight (metal)", "notes": "the building isolated at its base (BI)", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_ElevatorSystem-2016", "reviewer": "NIST", "size_class": "", "specimen": "BI-4", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "fully functional traction elevator enclosed by reinforced concrete shear walls on the east and west faces and cold-formed steel partition walls on the south and north faces", "comp_detail": "Traction", "component": "D.10.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.07, "governing_design_standard": "ASME A17.1 provisions", "id": "exp2273a", "loading_protocol": "ICA50", "location": "San Diego", "material": "Heavy-weight (metal)", "notes": "the building isolated at its base (BI)", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_ElevatorSystem-2016", "reviewer": "NIST", "size_class": "", "specimen": "BI-5", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "fully functional traction elevator enclosed by reinforced concrete shear walls on the east and west faces and cold-formed steel partition walls on the south and north faces", "comp_detail": "Traction", "component": "D.10.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.14, "governing_design_standard": "ASME A17.1 provisions", "id": "exp2274a", "loading_protocol": "ICA100", "location": "San Diego", "material": "Heavy-weight (metal)", "notes": "the building isolated at its base (BI)", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_ElevatorSystem-2016", "reviewer": "NIST", "size_class": "", "specimen": "BI-6", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "fully functional traction elevator enclosed by reinforced concrete shear walls on the east and west faces and cold-formed steel partition walls on the south and north faces", "comp_detail": "Traction", "component": "D.10.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.18, "governing_design_standard": "ASME A17.1 provisions", "id": "exp2275a", "loading_protocol": "ICA140", "location": "San Diego", "material": "Heavy-weight (metal)", "notes": "the building isolated at its base (BI)", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_ElevatorSystem-2016", "reviewer": "NIST", "size_class": "", "specimen": "BI-7", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "fully functional traction elevator enclosed by reinforced concrete shear walls on the east and west faces and cold-formed steel partition walls on the south and north faces", "comp_detail": "Traction", "component": "D.10.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.21, "governing_design_standard": "ASME A17.1 provisions", "id": "exp2276a", "loading_protocol": "CNP100", "location": "San Diego", "material": "Heavy-weight (metal)", "notes": "the building fixed at its base (FB)", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_ElevatorSystem-2016", "reviewer": "NIST", "size_class": "", "specimen": "FB-1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "fully functional traction elevator enclosed by reinforced concrete shear walls on the east and west faces and cold-formed steel partition walls on the south and north faces", "comp_detail": "Traction", "component": "D.10.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.18, "governing_design_standard": "ASME A17.1 provisions", "id": "exp2277a", "loading_protocol": "LAC100", "location": "San Diego", "material": "Heavy-weight (metal)", "notes": "the building fixed at its base (FB)", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_ElevatorSystem-2016", "reviewer": "NIST", "size_class": "", "specimen": "FB-2", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "fully functional traction elevator enclosed by reinforced concrete shear walls on the east and west faces and cold-formed steel partition walls on the south and north faces", "comp_detail": "Traction", "component": "D.10.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.21, "governing_design_standard": "ASME A17.1 provisions", "id": "exp2278a", "loading_protocol": "ICA50", "location": "San Diego", "material": "Heavy-weight (metal)", "notes": "the building fixed at its base (FB)", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_ElevatorSystem-2016", "reviewer": "NIST", "size_class": "", "specimen": "FB-3", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "fully functional traction elevator enclosed by reinforced concrete shear walls on the east and west faces and cold-formed steel partition walls on the south and north faces", "comp_detail": "Traction", "component": "D.10.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.25, "governing_design_standard": "ASME A17.1 provisions", "id": "exp2279a", "loading_protocol": "ICA100", "location": "San Diego", "material": "Heavy-weight (metal)", "notes": "the building fixed at its base (FB)", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_ElevatorSystem-2016", "reviewer": "NIST", "size_class": "", "specimen": "FB-4", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.99, "comp_description": "fully functional traction elevator enclosed by reinforced concrete shear walls on the east and west faces and cold-formed steel partition walls on the south and north faces", "comp_detail": "Traction", "component": "D.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "incipient door gaps (<25 mm) and minor crushing of the door with the surrounding cold-formed steel partition walls at levels 2 and 3", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 2.75, "governing_design_standard": "ASME A17.1 provisions", "id": "exp2280a", "loading_protocol": "DEN67", "location": "San Diego", "material": "Heavy-weight (metal)", "notes": "the building fixed at its base (FB)", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_ElevatorSystem-2016", "reviewer": "NIST", "size_class": "", "specimen": "FB-5", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.9, "comp_description": "fully functional traction elevator enclosed by reinforced concrete shear walls on the east and west faces and cold-formed steel partition walls on the south and north faces", "comp_detail": "Traction", "component": "D.10.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "the doors at the lower three levels sustained severe damage when averaged PIDR demands were extremely large (6% at the lower two levels and 3.5% at level 3). The gaps\n between the doors at levels 2 and 3 reached a maximum residual of 200 mm at their base (Figure 7(b)), and corner crushing of the elevator doors progressed as a result of severe interaction between the doors and the partition walls (Figure 7(c)). The damaged doors eventually resulted in inoperability of the elevator and loss of compartmentation in the case of post-earthquake fire", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 5.99, "governing_design_standard": "ASME A17.1 provisions", "id": "exp2281a", "loading_protocol": "DEN100", "location": "San Diego", "material": "Heavy-weight (metal)", "notes": "the building fixed at its base (FB)", "peak_test_amplitude": "", "prior_damage": "incipient door gaps (<25 mm) and minor crushing of the door with the surrounding cold-formed steel partition walls at levels 2 and 3", "prior_damage_repaired": "No", "reference": "Wang_ElevatorSystem-2016", "reviewer": "NIST", "size_class": "", "specimen": "FB-6", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "full-scale steel scissor stairs in 5-story building", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Inconsequential", "ds_description": "Detachment of a steel closure plate in stair landing. Minor Damage: primarily aesthetic or easily repairable damage that would not pose a hazard\n to occupants. Does not compromise access.", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.011, "governing_design_standard": "", "id": "exp2282a", "loading_protocol": "ICA100", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "Damage intensity reached during test", "peak_test_amplitude": "Peak base input acceleration = 0.26g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "full-scale steel scissor stairs in 5-story building", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Consequential", "ds_description": "Fracture of the vertical weld at the connection between the upper flight stringer and the reduced area angle.", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0092, "governing_design_standard": "", "id": "exp2283a", "loading_protocol": "ICA100", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "Damage intensity measured at instance of damage", "peak_test_amplitude": "Peak base input acceleration = 0.26g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "full-scale steel scissor stairs in 5-story building", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Consequential", "ds_description": "Fracture of the vertical weld at the connection between the upper flight stringer and the reduced area angle", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0074, "governing_design_standard": "", "id": "exp2284a", "loading_protocol": "ICA100", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "Damage intensity reached during test", "peak_test_amplitude": "Peak base input acceleration = 0.26g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "full-scale steel scissor stairs in 5-story building", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Consequential", "ds_description": "Yielding of the washers in the lower flight to slab connection", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0266, "governing_design_standard": "", "id": "exp2285a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "Damage intensity reached during test", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "Repair by re-welding of vertical connection between stringer and reduced area angle, re-welding of steel plate between stringer and slab embed", "prior_damage_repaired": "Yes", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "full-scale steel scissor stairs in 5-story building", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Consequential", "ds_description": "Plastic deformation of the connection plate in the lower flight to landing connection, handrail fracture", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0275, "governing_design_standard": "", "id": "exp2286a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "Damage intensity reached during test", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "Repair by re-welding of vertical connection between stringer and reduced area angle, re-welding of steel plate between stringer and slab embed", "prior_damage_repaired": "Yes", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "full-scale steel scissor stairs in 5-story building", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Consequential", "ds_description": "Fracture of welds in the lower flight to slab connection and upper flight to slab connection, handrail fracture", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0186, "governing_design_standard": "", "id": "exp2287a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "Damage intensity measured at instance of damage", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "Repair by re-welding of vertical connection between stringer and reduced area angle, re-welding of steel plate between stringer and slab embed", "prior_damage_repaired": "Yes", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "full-scale steel scissor stairs in 5-story building", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Consequential", "ds_description": "Fracture of welds in the lower flight to slab connection and upper flight to slab connection, handrail fracture", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0264, "governing_design_standard": "", "id": "exp2288a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "Damage intensity reached during test", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "Repair by re-welding of vertical connection between stringer and reduced area angle, re-welding of steel plate between stringer and slab embed", "prior_damage_repaired": "Yes", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "full-scale steel scissor stairs in 5-story building", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Consequential", "ds_description": "Fracture of welds in the lower flight to slab connection and upper flight to slab connection, handrail fracture", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0108, "governing_design_standard": "", "id": "exp2289a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "Damage intensity reached during test", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "Repair by re-welding of vertical connection between stringer and reduced area angle, re-welding of steel plate between stringer and slab embed", "prior_damage_repaired": "Yes", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "full-scale steel scissor stairs in 5-story building", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Inconsequential", "ds_description": "Handrail fracture", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0053, "governing_design_standard": "", "id": "exp2290a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "Damage intensity reached during test", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "Repair by re-welding of vertical connection between stringer and reduced area angle, re-welding of steel plate between stringer and slab embed", "prior_damage_repaired": "Yes", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "full-scale steel scissor stairs in 5-story building", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Consequential", "ds_description": "Con_x0002_sisted of continued yielding of the washers at the lower flight to slab connection and plastic deformation of the steel plate connecting the lower flight to landing", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0546, "governing_design_standard": "", "id": "exp2291a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "Damage intensity reached during test", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "Repair by re-welding of steel plate between stringer and slab embed, re-welding fractured stitch welds between connection angle and slab embed", "prior_damage_repaired": "Yes", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "full-scale steel scissor stairs in 5-story building", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Consequential", "ds_description": "Complete detachment of the lower flight from the structure due to the fracture of the lower flight to slab welds", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0104, "governing_design_standard": "", "id": "exp2292a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "Damage intensity measured at instance of damage", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "Repair by re-welding of steel plate between stringer and slab embed, re-welding fractured stitch welds between connection angle and slab embed", "prior_damage_repaired": "Yes", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "full-scale steel scissor stairs in 5-story building", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "Consequential", "ds_description": "Complete detachment of the lower flight from the structure due to the fracture of the lower flight to slab welds", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0358, "governing_design_standard": "", "id": "exp2293a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "Damage intensity reached during test", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "Repair by re-welding of steel plate between stringer and slab embed, re-welding fractured stitch welds between connection angle and slab embed", "prior_damage_repaired": "Yes", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Two-flight steel stairs with an intermediate landing and support columns", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.A", "design_objective": "PIDR = 2.5%", "ds_class": "Consequential", "ds_description": "Minor yielding of stairs and supports, bending in axis of stair run, parallel stair run axis bending producing double curvature in stair runs, minor displacement of landing, displacement of stringer ends, cracks at wrap-around welds and stringer-plate boundary", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.025, "governing_design_standard": "", "id": "exp2294a", "loading_protocol": "Custom testing protocol", "location": "Oregon State Uni", "material": "Steel", "notes": "Damage description through visual inspection at end of test (Upper bound)\nBidirectional loading not applied simultaneously", "peak_test_amplitude": "PIDR = 2.5%", "prior_damage": "", "prior_damage_repaired": "", "reference": "Higgins_PrefabSteelStairs-2009", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Two-flight steel stairs with an intermediate landing and support columns", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.A", "design_objective": "PIDR = 2.5%", "ds_class": "Consequential", "ds_description": "Minor yielding of stairs and supports, bending in axis of stair run, parallel stair run axis bending producing single curvature in stair runs, displacement of landing and bending around supports, displacement of stringer ends, cracks at wrap-around welds and stringer-plate boundary", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.025, "governing_design_standard": "", "id": "exp2295a", "loading_protocol": "Custom testing protocol", "location": "Oregon State Uni", "material": "Steel", "notes": "Damage description through visual inspection at end of test (Upper bound)\nBidirectional loading not applied simultaneously", "peak_test_amplitude": "PIDR = 2.5%", "prior_damage": "", "prior_damage_repaired": "", "reference": "Higgins_PrefabSteelStairs-2009", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Two-flight steel stairs with an intermediate landing and support columns", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.A", "design_objective": "PIDR = 2.5%", "ds_class": "Consequential", "ds_description": "Minor yielding of stairs and supports, bending in axis of stair run, parallel stair run axis bending producing double curvature in stair runs, minor displacement of landing, displacement of stringer ends, cracks at wrap-around welds and stringer-plate boundary", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.025, "governing_design_standard": "", "id": "exp2296a", "loading_protocol": "Custom testing protocol", "location": "Oregon State Uni", "material": "Steel", "notes": "Damage description through visual inspection at end of test (Upper bound)\nBidirectional loading not applied simultaneously", "peak_test_amplitude": "PIDR = 2.5%", "prior_damage": "", "prior_damage_repaired": "", "reference": "Higgins_PrefabSteelStairs-2009", "reviewer": "NIST", "size_class": "", "specimen": "2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Two-flight steel stairs with an intermediate landing and support columns", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.A", "design_objective": "PIDR = 2.5%", "ds_class": "Consequential", "ds_description": "Minor yielding of stairs and supports, bending in axis of stair run, parallel stair run axis bending producing single curvature in stair runs, displacement of landing and bending around supports, displacement of stringer ends, cracks at wrap-around welds and stringer-plate boundary", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.025, "governing_design_standard": "", "id": "exp2297a", "loading_protocol": "Custom testing protocol", "location": "Oregon State Uni", "material": "Steel", "notes": "Damage description through visual inspection at end of test (Upper bound)\nBidirectional loading not applied simultaneously", "peak_test_amplitude": "PIDR = 2.5%", "prior_damage": "", "prior_damage_repaired": "", "reference": "Higgins_PrefabSteelStairs-2009", "reviewer": "NIST", "size_class": "", "specimen": "2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Prefabricated steel scissor stairs with drift-compatible connection", "comp_detail": "Regular (Scissors) - Drift compatible", "component": "C.20.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "detachment of handrails", "ds_rank": 1, "edp_metric": "Story Drift Ratio, bi-directional", "edp_unit": "Ratio", "edp_value": 0.0144, "governing_design_standard": "", "id": "exp2298a", "loading_protocol": "1994 Northridge (N Oakbank)", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "1.2%, 1.2% story drift ratio in each direction", "peak_test_amplitude": "PGA = 0.51g, 0.40g, 0.02g (x,y,z)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Sorosh-2024", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Prefabricated steel scissor stairs with drift-compatible connection", "comp_detail": "Regular (Scissors) - Drift compatible", "component": "C.20.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "detachment of handrails", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp2299a", "loading_protocol": "2003 Tokachi-Oki (HKD131)", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "PGA = 0.37g, 0.02g, 0.02g (x,y,z)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Sorosh-2024", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Prefabricated steel scissor stairs with drift-compatible connection", "comp_detail": "Regular (Scissors) - Drift compatible", "component": "C.20.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "detachment of handrails", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.019, "governing_design_standard": "", "id": "exp2300a", "loading_protocol": "2003 Tokachi-Oki (HKD131)", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "PGA = 0.37g, 0.02g, 0.02g (x,y,z)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Sorosh-2024", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Prefabricated steel scissor stairs with drift-compatible connection", "comp_detail": "Regular (Scissors) - Drift compatible", "component": "C.20.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "stair handrail fracture", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.022, "governing_design_standard": "", "id": "exp2301a", "loading_protocol": "2003 Tokachi-Oki (HKD131)", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "PGA = 0.37g, 0.02g, 0.02g (x,y,z)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Sorosh-2024", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Straight run RC stairs with support columns", "comp_detail": "Regular (Straight-run)", "component": "C.20.1.1.B", "design_objective": "PIDR = 4.0% (Maximum considered)", "ds_class": "Inconsequential", "ds_description": "Minor cracks in concrete", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0018, "governing_design_standard": "", "id": "exp2303a", "loading_protocol": "", "location": "China", "material": "Reinforced Concrete", "notes": "Loading direction parallel to stair run direction", "peak_test_amplitude": "PIDR = 4.0%", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Zhang_StairSlidingJoint-2024", "reviewer": "NIST", "size_class": "", "specimen": "TS", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Straight run RC stairs with support columns", "comp_detail": "Regular (Straight-run)", "component": "C.20.1.1.B", "design_objective": "PIDR = 4.0% (Maximum considered)", "ds_class": "Consequential", "ds_description": "Concrete cracking near base connection and corner of top landing", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp2304a", "loading_protocol": "", "location": "China", "material": "Reinforced Concrete", "notes": "Loading direction parallel to stair run direction", "peak_test_amplitude": "PIDR = 4.0%", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Zhang_StairSlidingJoint-2024", "reviewer": "NIST", "size_class": "", "specimen": "TS", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Straight run RC stairs with support columns", "comp_detail": "Regular (Straight-run)", "component": "C.20.1.1.B", "design_objective": "PIDR = 4.0% (Maximum considered)", "ds_class": "Consequential", "ds_description": "Concrete cover spalling, exposed reinforcement at joint between landing beam and top landing. 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Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp2311a", "loading_protocol": "Isolators", "location": "China", "material": "Reinforced Concrete", "notes": "Loading direction parallel to stair run direction", "peak_test_amplitude": "PIDR = 4.0%", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Zhang_StairHDRBearings-2023", "reviewer": "NIST", "size_class": "", "specimen": "DS", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Straight run RC stairs with support columns and bearing isolators", "comp_detail": "Regular (Straight-run)", "component": "C.20.1.1.B", "design_objective": "PIDR = 4.0% (Maximum considered)", "ds_class": "Consequential", "ds_description": "Local crushing at stair columns, minor cracks at landing beam joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.04, "governing_design_standard": "", "id": "exp2312a", "loading_protocol": "Isolators", "location": "China", "material": "Reinforced Concrete", "notes": "Loading direction parallel to stair run direction", "peak_test_amplitude": "PIDR = 4.0%", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Zhang_StairHDRBearings-2023", "reviewer": "NIST", "size_class": "", "specimen": "DS", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Two-flight concrete stairs with separated slab stairs", "comp_detail": "Regular (Straight-run)", "component": "C.20.1.1.B", "design_objective": "4x yield displacement", "ds_class": "Consequential", "ds_description": "Several horizontal cracks on surface of flight of stairs", "ds_rank": null, "edp_metric": "Force, lateral", "edp_unit": "Kips", "edp_value": 80.0, "governing_design_standard": "", "id": "exp2313a", "loading_protocol": "", "location": "China", "material": "Reinforced Concrete", "notes": "Scaled 1:3 specimen\nTest direction parallel to run, force-controlled and later displacement controlled", "peak_test_amplitude": "PIDR = 4.0%", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Cong-2021", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Two-flight concrete stairs with separated slab stairs", "comp_detail": "Regular (Straight-run)", "component": "C.20.1.1.B", "design_objective": "4x yield displacement", "ds_class": "Consequential", "ds_description": "Diagonal cracks at stair beam- stair column joint (mid landing)", "ds_rank": null, "edp_metric": "Force, lateral", "edp_unit": "Kips", "edp_value": 60.0, "governing_design_standard": "", "id": "exp2314a", "loading_protocol": "", "location": "China", "material": "Reinforced Concrete", "notes": "Scaled 1:3 specimen\nTest direction parallel to run, force-controlled and later displacement controlled", "peak_test_amplitude": "PIDR = 4.0%", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Cong-2021", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Two-flight concrete stairs with separated slab stairs", "comp_detail": "Regular (Straight-run)", "component": "C.20.1.1.B", "design_objective": "4x yield displacement", "ds_class": "Consequential", "ds_description": "Concrete crushing at stair beam- stair column joint (mid landing)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp2315a", "loading_protocol": "", "location": "China", "material": "Reinforced Concrete", "notes": "Scaled 1:3 specimen\nTest direction parallel to run, force-controlled and later displacement controlled", "peak_test_amplitude": "PIDR = 4.0%", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Cong-2021", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Two-flight concrete stairs with separated slab stairs", "comp_detail": "Regular (Straight-run)", "component": "C.20.1.1.B", "design_objective": "4x yield displacement", "ds_class": "Consequential", "ds_description": "Concrete crushing and spalling at frame column", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.03, "governing_design_standard": "", "id": "exp2316a", "loading_protocol": "", "location": "China", "material": "Reinforced Concrete", "notes": "Scaled 1:3 specimen\nTest direction parallel to run, force-controlled and later displacement controlled", "peak_test_amplitude": "PIDR = 4.0%", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Cong-2021", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Two-flight concrete stairs with separated slab stairs", "comp_detail": "Regular (Straight-run)", "component": "C.20.1.1.B", "design_objective": "4x yield displacement", "ds_class": "Inconsequential", "ds_description": "Rebar yielding", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.01, "governing_design_standard": "", "id": "exp2317a", "loading_protocol": "", "location": "China", "material": "Reinforced Concrete", "notes": "Scaled 1:3 specimen\nTest direction parallel to run, force-controlled and later displacement controlled", "peak_test_amplitude": "PIDR = 4.0%", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Cong-2021", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.a single-story frame (2m high x 3.3 m wide) in which two precast panels and six identical steel tee energy absorbers were installed.\n 2. precast panel: 200-mm thick, 1100-mm wide, and 2500-mm high.\n 3. doubly reinforced as a one-way slab using the steel bars with the nominal diameter of 8 mm\n 4. the precast wall panel was also locally reinforced over the segments close to the bolt holes using the steel bars with the nominal diameter of 8 mm. \n 5. All the steel bars had the same nominal yield strength of 400 MPa.\n 6. the widths of the wide and narrow ends of the tee web, denoted as bw and bn, were kept constant at 200 mm and 18 mm\n 7. the length of the web segment inserted in to the gap between two adjacent restrainers was kept constant at 24 mm.\n 8. Properties of Tee-connector: tw=10mm, lw=120mm, r=24mm, tf=15mm, tr=16 mm, td=15 mm, hot rolled steel", "comp_detail": "Rocking - Pin connections with Tee-shaped energy dissapaters", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "paint on the tee webs started to flake,\n suggesting the occurrence of the web plate yielding", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.00015, "governing_design_standard": "", "id": "exp2319a", "loading_protocol": "The loading protocols with gradually increasing peak displacements as recommended by ANSI/AISC 341-16 for the qualifying cyclic tests of the beam-to-column moment connections in special and intermediate moment frames", "location": "China", "material": "", "notes": "", "peak_test_amplitude": "5% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Hou-2021", "reviewer": "NIST", "size_class": "", "specimen": "Phase I. Specimen A", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.a single-story frame (2m high x 3.3 m wide) in which two precast panels and six identical steel tee energy absorbers were installed.\n 2. precast panel: 200-mm thick, 1100-mm wide, and 2500-mm high.\n 3. doubly reinforced as a one-way slab using the steel bars with the nominal diameter of 8 mm\n 4. the precast wall panel was also locally reinforced over the segments close to the bolt holes using the steel bars with the nominal diameter of 8 mm. \n 5. All the steel bars had the same nominal yield strength of 400 MPa.\n 6. the widths of the wide and narrow ends of the tee web, denoted as bw and bn, were kept constant at 200 mm and 18 mm\n 7. the length of the web segment inserted in to the gap between two adjacent restrainers was kept constant at 24 mm.\n 8. Properties of Tee-connector: tw=10mm, lw=120mm, r=24mm, tf=15mm, tr=16 mm, td=15 mm, hot rolled steel", "comp_detail": "Rocking - Pin connections with Tee-shaped energy dissapaters", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "visible ruptures at the wide ends close to the web-flange intersections", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.05, "governing_design_standard": "", "id": "exp2324a", "loading_protocol": "The loading protocols with constant peak displacements", "location": "China", "material": "", "notes": "Damage observed after the completion of the 16th\n cycle, some of the tee webs developed the visible ruptures at the wide\n ends close to the web-flange intersections", "peak_test_amplitude": "5% drift of specimen", "prior_damage": "web plate yielding", "prior_damage_repaired": "No", "reference": "Hou-2021", "reviewer": "NIST", "size_class": "", "specimen": "Phase II. Specimen A", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.a single-story frame (2m high x 3.3 m wide) in which two precast panels and six identical steel tee energy absorbers were installed.\n 2. precast panel: 200-mm thick, 1100-mm wide, and 2500-mm high.\n 3. doubly reinforced as a one-way slab using the steel bars with the nominal diameter of 8 mm\n 4. the precast wall panel was also locally reinforced over the segments close to the bolt holes using the steel bars with the nominal diameter of 8 mm. \n 5. All the steel bars had the same nominal yield strength of 400 MPa.\n 6. the widths of the wide and narrow ends of the tee web, denoted as bw and bn, were kept constant at 200 mm and 18 mm\n 7. the length of the web segment inserted in to the gap between two adjacent restrainers was kept constant at 24 mm.\n 8. Properties of Tee-connector: tw=12mm, lw=120mm, r=28mm, tf=17mm, tr=8 mm, td=17 mm, hot rolled steel", "comp_detail": "Rocking - Pin connections with Tee-shaped energy dissapaters", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "Consequential", "ds_description": "visible ruptures at the wide ends close to the web-flange intersections", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.05, "governing_design_standard": "", "id": "exp2326a", "loading_protocol": "The loading protocols with constant peak displacements", "location": "China", "material": "", "notes": "Visible ruptures occurred in the 24th cycle", "peak_test_amplitude": "5% drift of specimen", "prior_damage": "web plate yielding", "prior_damage_repaired": "No", "reference": "Hou-2021", "reviewer": "NIST", "size_class": "", "specimen": "Phase II. Specimen C", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1.a single-story frame (2m high x 3.3 m wide) in which two precast panels and six identical steel tee energy absorbers were installed.\n 2. precast panel: 200-mm thick, 1100-mm wide, and 2500-mm high.\n 3. doubly reinforced as a one-way slab using the steel bars with the nominal diameter of 8 mm\n 4. the precast wall panel was also locally reinforced over the segments close to the bolt holes using the steel bars with the nominal diameter of 8 mm. \n 5. All the steel bars had the same nominal yield strength of 400 MPa.\n 6. the widths of the wide and narrow ends of the tee web, denoted as bw and bn, were kept constant at 200 mm and 18 mm\n 7. the length of the web segment inserted in to the gap between two adjacent restrainers was kept constant at 24 mm.\n 8. Properties of Tee-connector: tw=10mm, lw=120mm, r=0mm, tf=15mm, tr=16 mm, td=15 mm, Welded steel", "comp_detail": "Rocking - Pin connections with Tee-shaped energy dissapaters", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "No damage", "ds_description": "visible ruptures at the wide ends close to the web-flange intersections; occurred in the web plate base material (not in the welding material)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.05, "governing_design_standard": "", "id": "exp2328a", "loading_protocol": "The loading protocols with constant peak displacements", "location": "China", "material": "", "notes": "visible ruptures occurred in the 12th cycle", "peak_test_amplitude": "5% drift of specimen", "prior_damage": "web plate yielding", "prior_damage_repaired": "No", "reference": "Hou-2021", "reviewer": "NIST", "size_class": "", "specimen": "Phase II. Specimen E", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Story Drift Ratio", "alt_edp_unit": "Ratio", "alt_edp_value": 0.0017, "comp_description": "1. Two full-scale precast concrete cladding panels were tested on the exterior face of a full-scale 5-story steel frame building. two full-height column cover panels were designed and built.\n 2. The precast cladding panels were designed according to common U.S. practice\n 3. The tall-narrow panels are designed to accommodate inter-story drift in a complex, rocking motion\n 4. Vertical gravity load (U2 local axis direction) is transferred from the panel to the structural frame through the bottom connections where the panel connection uses a leveling bolt which sits on a preweld assembly cantilevered from the main structural frame members.\n 5. The top connection is detailed to provide horizontal resistance (U1 local axis direction) to prevent the panel from falling from the building.\n 6. Separating these two panels is a vertical seismic joint that allows independent motion of the two panels \n 7. No sealant joint between the panels.", "comp_detail": "Rocking - Vertical slots in structure - no sealant", "component": "B.20.1.1.C", "design_objective": "", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "", "id": "exp2336a", "loading_protocol": "Rinaldi (2 axis)", "location": "E-defense shake table in Japan", "material": "", "notes": "Panel accelerations over 1.3g were measured", "peak_test_amplitude": "Peak Acceleration of Table (g)\n a. Parallel to the flat panel = 0.42g\n b. Perpendicular to the flat panel =0.23g\n c. Floor accelerations exceeding 0.8g were measured for the 5th Level, the floor connected to the top of the panel.", "prior_damage": "", "prior_damage_repaired": "", "reference": "McMullin_BNCSCladding-2012", "reviewer": "NIST", "size_class": "", "specimen": "Test 2", "specimen_inspection_sequence": "", "test_type": "Dynamic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. A test specimen comprising two panels (FP1 and FP2)\n 2. 2000 mm high x 1015 mm wide and 120 mm thick panels \n 3. 65 mm vertical slots at the four slot connections embedded in th epanel connected to the struture\n 4. Panel gravity load bearing connections made with weld plates\n 5. 15mm wide vertical joint between panels filled with silicone sealant", "comp_detail": "Rocking - Vertical slots in panels - sealant between joints", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Unknown", "ds_description": "the ratio of the total length of the tear to the total length of sealant in the joint is small (say 20%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0192, "governing_design_standard": "", "id": "exp2340a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_CladdingDesign-2022", "reviewer": "NIST", "size_class": "", "specimen": "Test 1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. A test specimen comprising two panels (FP1 and FP2)\n 2. 2000 mm high x 1015 mm wide and 120 mm thick panels \n 3. 65 mm vertical slots at the four slot connections embedded in th epanel connected to the struture\n 4. Panel gravity load bearing connections made with weld plates\n 5. 15mm wide vertical joint between panels filled with silicone sealant", "comp_detail": "Rocking - Vertical slots in panels - sealant between joints", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Consequential", "ds_description": "the ratio of the total length of the tear in the sealant to the total length of\n the sealant in the joint is large (50%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.027, "governing_design_standard": "", "id": "exp2341a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "the ratio of the total length of the tear to the total length of sealant in the joint is small (say 20%)", "prior_damage_repaired": "No", "reference": "Bhatta_CladdingDesign-2022", "reviewer": "NIST", "size_class": "", "specimen": "Test 1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. A test specimen comprising two panels (FP1 and FP2)\n 2. 2000 mm high x 1015 mm wide and 120 mm thick panels \n 3. 65 mm vertical slots at the four slot connections embedded in th epanel connected to the struture\n 4. Panel gravity load bearing connections made with weld plates\n 5. 25mm wide vertical joint between panels filled with silicone sealant to depth of 15mm\n 6. Sealant left to cure for 33 days", "comp_detail": "Rocking - Vertical slots in panels - sealant between joints", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Unknown", "ds_description": "the ratio of the total length of the tear to the total length of sealant in the joint is small (say 20%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0278, "governing_design_standard": "", "id": "exp2343a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_CladdingCyclic-2022", "reviewer": "NIST", "size_class": "", "specimen": "FP pair", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. A test specimen comprising two panels (FP1 and FP2)\n 2. 2000 mm high x 1015 mm wide and 120 mm thick panels \n 3. 65 mm vertical slots at the four slot connections embedded in th epanel connected to the struture\n 4. Panel gravity load bearing connections made with weld plates\n 5. 25mm wide vertical joint between panels filled with silicone sealant to depth of 15mm\n 6. Sealant left to cure for 33 days", "comp_detail": "Rocking - Vertical slots in panels - sealant between joints", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Consequential", "ds_description": "the ratio of the total length of the tear in the sealant to the total length of\n the sealant in the joint is large (50%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0282, "governing_design_standard": "", "id": "exp2344a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "the ratio of the total length of the tear to the total length of sealant in the joint is small (say 20%)", "prior_damage_repaired": "Yes", "reference": "Bhatta_CladdingCyclic-2022", "reviewer": "NIST", "size_class": "", "specimen": "FP pair", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. A test specimen comprising two panels (LP1 and LP2)\n 2. 2000 mm high x 1165 mm wide and 120 mm thick panel LP1 panel; 2000 mm high x 1015 mm wide and 120 mm thick LP2 \n 3. 65 mm vertical slots at the four slot connections embedded in th epanel connected to the struture\n 4. Panel gravity load bearing connections made with weld plates\n 5. 25mm wide vertical joint between panels filled with silicone sealant to depth of 15mm\n 6. Sealant left to cure for 33 days", "comp_detail": "Rocking - Vertical slots in panels - sealant between joints", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Unknown", "ds_description": "the ratio of the total length of the tear to the total length of sealant in the joint is small (say 20%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0292, "governing_design_standard": "", "id": "exp2345a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_CladdingCyclic-2022", "reviewer": "NIST", "size_class": "", "specimen": "LP pair", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. A test specimen comprising two panels (FP1 and FP2)\n 2. 2000 mm high x 1015 mm wide and 120 mm thick panels \n 3. 65 mm vertical slots at the four slot connections embedded in th epanel connected to the struture\n 4. Panel gravity load bearing connections made with weld plates\n 5. 25mm wide vertical joint between panels filled with silicone sealant to depth of 15mm\n 6. Sealant left to cure for 33 days", "comp_detail": "Rocking - Vertical slots in panels - sealant between joints", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Consequential", "ds_description": "the ratio of the total length of the tear in the sealant to the total length of\n the sealant in the joint is large (50%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0406, "governing_design_standard": "", "id": "exp2346a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "the ratio of the total length of the tear to the total length of sealant in the joint is small (say 20%)", "prior_damage_repaired": "No", "reference": "Bhatta_CladdingCyclic-2022", "reviewer": "NIST", "size_class": "", "specimen": "LP pair", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. A test specimen comprising two panels (CP1 and CP2)\n 2. 2000 mm high x 1165 mm wide and 120 mm thick panel CP1 panel; 2000 mm high x 1290 mm wide and 120 mm thick CP2 \n 3. 65 mm vertical slots at the four slot connections embedded in th epanel connected to the struture\n 4. Panel gravity load bearing connections made with weld plates\n 5. 25mm wide vertical joint between panels filled with silicone sealant to depth of 15mm\n 6. Sealant left to cure for 33 days", "comp_detail": "Rocking - Vertical slots in panels - sealant between joints", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Inconsequential", "ds_description": "rotation of a nut in CP2 panel connection", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0056, "governing_design_standard": "", "id": "exp2347a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "2.95% drift of specimen", "prior_damage": "rotation of a nut in CP2 panel connection, the nut was retightened", "prior_damage_repaired": "Yes", "reference": "Bhatta_CladdingCyclic-2022", "reviewer": "NIST", "size_class": "", "specimen": "CP pair", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. A test specimen comprising two panels (FP1 and FP2)\n 2. 2000 mm high x 1015 mm wide and 120 mm thick panels \n 3. 65 mm vertical slots at the four slot connections embedded in th epanel connected to the struture\n 4. Panel gravity load bearing connections made with weld plates\n 5. 15mm wide vertical joint between panels filled with silicone sealant to depth of 10mm\n 6. Sealant left to cure for 14 days", "comp_detail": "Rocking - Vertical slots in panels - sealant between joints", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Unknown", "ds_description": "the ratio of the total length of the tear to the total length of sealant in the joint is small (say 20%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0172, "governing_design_standard": "", "id": "exp2348a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "the ratio of the total length of the tear in the sealant to the total length of the sealant in the joint is large (50%), sealant was scraped off and reinstalled", "prior_damage_repaired": "Yes", "reference": "Bhatta_CladdingCyclic-2022", "reviewer": "NIST", "size_class": "", "specimen": "FP pair2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. A test specimen comprising two panels (FP1 and FP2)\n 2. 2000 mm high x 1015 mm wide and 120 mm thick panels \n 3. 65 mm vertical slots at the four slot connections embedded in th epanel connected to the struture\n 4. Panel gravity load bearing connections made with weld plates\n 5. 15mm wide vertical joint between panels filled with silicone sealant to depth of 10mm\n 6. Sealant left to cure for 14 days", "comp_detail": "Rocking - Vertical slots in panels - sealant between joints", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Consequential", "ds_description": "the ratio of the total length of the tear in the sealant to the total length of\n the sealant in the joint is large (50%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.027, "governing_design_standard": "", "id": "exp2349a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "the ratio of the total length of the tear to the total length of sealant in the joint is small (say 20%)", "prior_damage_repaired": "No", "reference": "Bhatta_CladdingCyclic-2022", "reviewer": "NIST", "size_class": "", "specimen": "FP pair2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. A test specimen comprising two panels (LP1 and LP2)\n 2. 2000 mm high x 1165 mm wide and 120 mm thick panel LP1 panel; 2000 mm high x 1015 mm wide and 120 mm thick LP2 \n 3. 65 mm vertical slots at the four slot connections embedded in th epanel connected to the struture\n 4. Panel gravity load bearing connections made with weld plates\n 5. 15mm wide vertical joint between panels filled with silicone sealant to depth of 10mm\n 6. Sealant left to cure for 14 days", "comp_detail": "Rocking - Vertical slots in panels - sealant between joints", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Unknown", "ds_description": "the ratio of the total length of the tear to the total length of sealant in the joint is small (say 20%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0216, "governing_design_standard": "", "id": "exp2350a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "If ds_class = unknown then sufficient description of the damage or photo is unavailable to make a decision", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "the ratio of the total length of the tear in the sealant to the total length of the sealant in the joint is large (50%), sealant was scraped off and reinstalled", "prior_damage_repaired": "Yes", "reference": "Bhatta_CladdingCyclic-2022", "reviewer": "NIST", "size_class": "", "specimen": "LP pair2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. A test specimen comprising two panels (LP1 and LP2)\n 2. 2000 mm high x 1165 mm wide and 120 mm thick panel LP1 panel; 2000 mm high x 1015 mm wide and 120 mm thick LP2 \n 3. 65 mm vertical slots at the four slot connections embedded in th epanel connected to the struture\n 4. Panel gravity load bearing connections made with weld plates\n 5. 15mm wide vertical joint between panels filled with silicone sealant to depth of 10mm\n 6. Sealant left to cure for 14 days", "comp_detail": "Rocking - Vertical slots in panels - sealant between joints", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Consequential", "ds_description": "the ratio of the total length of the tear in the sealant to the total length of\n the sealant in the joint is large (50%)", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.022, "governing_design_standard": "", "id": "exp2351a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "the ratio of the total length of the tear to the total length of sealant in the joint is small (say 20%)", "prior_damage_repaired": "No", "reference": "Bhatta_CladdingCyclic-2022", "reviewer": "NIST", "size_class": "", "specimen": "LP pair2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. A test specimen comprising two panels (CP1 and CP2)\n 2. 2000 mm high x 1165 mm wide and 120 mm thick panel CP1 panel; 2000 mm high x 1290 mm wide and 120 mm thick CP2 \n 3. 65 mm vertical slots at the four slot connections embedded in th epanel connected to the struture\n 4. Panel gravity load bearing connections made with weld plates\n 5. 15mm wide vertical joint between panels filled with silicone sealant to depth of 10mm\n 6. Sealant left to cure for 14 days", "comp_detail": "Rocking - Vertical slots in panels - sealant between joints", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Inconsequential", "ds_description": "rotation of a nut in CP2 panel connection", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0056, "governing_design_standard": "", "id": "exp2352a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "2.95% drift of specimen", "prior_damage": "rotation of a nut in CP2 panel connection, the nut was retightened", "prior_damage_repaired": "Yes", "reference": "Bhatta_CladdingCyclic-2022", "reviewer": "NIST", "size_class": "", "specimen": "CP pair2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. A test specimen comprising two panels (LP1 and LP2)\n 2. 2000 mm high x 1165 mm wide and 120 mm thick panel LP1 panel; 2000 mm high x 1015 mm wide and 120 mm thick LP2 \n 3. 65 mm vertical slots at the four slot connections embedded in th epanel connected to the struture\n 4. Panel gravity load bearing connections made with weld plates\n 5. 15mm wide vertical joint between panels; no sealant", "comp_detail": "Rocking - Vertical slots in panels - no sealant", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Inconsequential", "ds_description": "panel LP2 uplifted and rotated about the bolt threads that were locked in the slot of the panel", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0436, "governing_design_standard": "", "id": "exp2354a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_CladdingCyclic-2022", "reviewer": "NIST", "size_class": "", "specimen": "LP pair3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. A test specimen comprising two panels (CP1 and CP2)\n 2. 2000 mm high x 1165 mm wide and 120 mm thick panel CP1 panel; 2000 mm high x 1290 mm wide and 120 mm thick CP2 \n 3. 65 mm vertical slots at the four slot connections embedded in th epanel connected to the struture\n 4. Panel gravity load bearing connections made with weld plates\n 5. 15mm wide vertical joint between panels; no sealant", "comp_detail": "Rocking - Vertical slots in panels - no sealant", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Inconsequential", "ds_description": "rotation of a nut in CP2 panel connection", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0056, "governing_design_standard": "", "id": "exp2355a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "2.95% drift of specimen", "prior_damage": "rotation of a nut in CP2 panel connection, the nut was retightened", "prior_damage_repaired": "Yes", "reference": "Bhatta_CladdingCyclic-2022", "reviewer": "NIST", "size_class": "", "specimen": "CP pair3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. sub-assemblies of four \u2018rocking\u2019 panels (in a 2 \u00d7 2 grid) with interposed sealant joints along the vertical and horizontal interfaces were subjected to lateral cyclic loadings on a small-scale two-story 3D structural frame\n 2. 929mm high x 1015 mm wide x 125 mm thick panels\n 3. 25 mm joint widths filled with sealant; sealant cured only for 9 days\n 4.Vertical slots connection at four corners in the panel with 21 mm slot length\n 5. two Bearing plates embedded at the bottom corners of the panels for gravity load transfer", "comp_detail": "Rocking - Vertical slots in panels - sealant between joints", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Consequential", "ds_description": "Adhesive failure of the sealant in vertical joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0186, "governing_design_standard": "", "id": "exp2356a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_TwoStoryCladding-2022", "reviewer": "NIST", "size_class": "", "specimen": "FP", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. sub-assemblies of four \u2018rocking\u2019 panels (in a 2 \u00d7 2 grid) with interposed sealant joints along the vertical and horizontal interfaces were subjected to lateral cyclic loadings on a small-scale two-story 3D structural frame\n 2. 929mm high x 1015 mm wide x 125 mm thick panels\n 3. 25 mm joint widths filled with sealant; sealant cured only for 9 days\n 4.Vertical slots connection at four corners in the panel with 21 mm slot length\n 5. two Bearing plates embedded at the bottom corners of the panels for gravity load transfer", "comp_detail": "Rocking - Vertical slots in panels - sealant between joints", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Consequential", "ds_description": "Adhesive failure of the sealant in horizontal joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.026, "governing_design_standard": "", "id": "exp2357a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_TwoStoryCladding-2022", "reviewer": "NIST", "size_class": "", "specimen": "FP", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. sub-assemblies of four \u2018rocking\u2019 panels (in a 2 \u00d7 2 grid) with interposed sealant joints along the vertical and horizontal interfaces were subjected to lateral cyclic loadings on a small-scale two-story 3D structural frame placed at the corner\n 2. Two 929mm high x 1015 mm wide x 125 mm thick panels and Two 929mm high x 1145 mm wide x 125 mm thick panels (L-shaped)\n 3. 25 mm joint widths filled with sealant; sealant cured only for 9 days\n 4.Vertical slots connection at four corners in the panel with 21 mm slot length\n 5. two Bearing plates embedded at the bottom corners of the panels for gravity load transfer", "comp_detail": "Rocking - Vertical slots in panels - sealant between joints", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Consequential", "ds_description": "Adhesive failure of the sealant in vertical joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.014, "governing_design_standard": "", "id": "exp2358a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_TwoStoryCladding-2022", "reviewer": "NIST", "size_class": "", "specimen": "LP", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. sub-assemblies of four \u2018rocking\u2019 panels (in a 2 \u00d7 2 grid) with interposed sealant joints along the vertical and horizontal interfaces were subjected to lateral cyclic loadings on a small-scale two-story 3D structural frame placed at the corner\n 2. Two 929mm high x 1015 mm wide x 125 mm thick panels and Two 929mm high x 1145 mm wide x 125 mm thick panels (L-shaped)\n 3. 25 mm joint widths filled with sealant; sealant cured only for 9 days\n 4.Vertical slots connection at four corners in the panel with 21 mm slot length\n 5. two Bearing plates embedded at the bottom corners of the panels for gravity load transfer", "comp_detail": "Rocking - Vertical slots in panels - sealant between joints", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Inconsequential", "ds_description": "Bottiom panel was found to be raised from both of its bearing plates due to tension transfer from the top panel through sealant joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0444, "governing_design_standard": "", "id": "exp2359a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "Adhesive failure of the sealant in vertical joint", "prior_damage_repaired": "No", "reference": "Bhatta_TwoStoryCladding-2022", "reviewer": "NIST", "size_class": "", "specimen": "LP", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1. sub-assemblies of four \u2018rocking\u2019 panels (in a 2 \u00d7 2 grid) with interposed sealant joints along the vertical and horizontal interfaces were subjected to lateral cyclic loadings on a small-scale two-story 3D structural frame placed at the corner\n 2. Two 929mm high x 1015 mm wide x 125 mm thick panels and Two 929mm high x 1145 mm wide x 125 mm thick panels (L-shaped)\n 3. 25 mm joint widths filled with sealant; sealant cured only for 9 days\n 4.Vertical slots connection at four corners in the panel with 21 mm slot length\n 5. two Bearing plates embedded at the bottom corners of the panels for gravity load transfer", "comp_detail": "Rocking - Vertical slots in panels - sealant between joints", "component": "B.20.1.1.C", "design_objective": "low-damage rocking connections", "ds_class": "Consequential", "ds_description": "Adhesive failure of the sealant in horizontal joint", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0444, "governing_design_standard": "", "id": "exp2360a", "loading_protocol": "FEMA-461 (2007)", "location": "University of Canterbury, New Zealand", "material": "", "notes": "", "peak_test_amplitude": "4.18% drift of specimen", "prior_damage": "Bottiom panel was found to be raised from both of its bearing plates due to tension transfer from the top panel through sealant joint", "prior_damage_repaired": "No", "reference": "Bhatta_TwoStoryCladding-2022", "reviewer": "NIST", "size_class": "", "specimen": "LP", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "\u2022 Piping according to NFPA-13 (2022)\n\u2022 Piping system interaction with braced suspended ceiling\n\u2022 Pressurized to 130 psi (0.89 MPa)\n\u2022 Steel pipes: distribution pipe: 2.5 in. (SCH 10), branch pipe: 1 to 1.5 in (SCH 10), armover pipe: 1 in (SCH 40)\nSprinkler heads Interaction with backbraced suspended ceiling", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Sliding of riser-to-floor clamps", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.42, "governing_design_standard": "", "id": "exp2361a", "loading_protocol": "1994 Northridge", "location": "UCSD, California", "material": "Steel", "notes": "Peak test amplite in PFA", "peak_test_amplitude": "1.42g, PFA", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_NHERIFireSprinkler-2025", "reviewer": "NIST", "size_class": "", "specimen": "Level 7", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "\u2022 Piping according to NFPA-13 (2022)\n\u2022 Piping system interaction with braced suspended ceiling\n\u2022 Pressurized to 130 psi (0.89 MPa)\n\u2022 Steel pipes: distribution pipe: 2.5 in. (SCH 10), branch pipe: 1 to 1.5 in (SCH 10), armover pipe: 1 in (SCH 40)\nSprinkler heads Interaction with backbraced suspended ceiling", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Loosening of escutcheon plates", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.42, "governing_design_standard": "", "id": "exp2362a", "loading_protocol": "1994 Northridge", "location": "UCSD, California", "material": "Steel", "notes": "Peak test amplite in PFA", "peak_test_amplitude": "1.42g, PFA", "prior_damage": "Sliding of riser-to-floor clamps", "prior_damage_repaired": "No", "reference": "Bhatta_NHERIFireSprinkler-2025", "reviewer": "NIST", "size_class": "", "specimen": "Level 7", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "\u2022 Piping according to NFPA-13 (2022)\n\u2022 Piping system interaction with braced suspended ceiling\n\u2022 Pressurized to 130 psi (0.89 MPa)\n\u2022 Steel pipes: distribution pipe: 2.5 in. (SCH 10), branch pipe: 1 to 1.5 in (SCH 10), armover pipe: 1 in (SCH 40)\nSprinkler heads Interaction with backbraced suspended ceiling", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Yielding of bolt between brace and riser", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.42, "governing_design_standard": "", "id": "exp2363a", "loading_protocol": "1994 Northridge", "location": "UCSD, California", "material": "Steel", "notes": "Peak test amplite in PFA", "peak_test_amplitude": "1.42g, PFA", "prior_damage": "Loosening of escutcheon plates", "prior_damage_repaired": "No", "reference": "Bhatta_NHERIFireSprinkler-2025", "reviewer": "NIST", "size_class": "", "specimen": "Level 7", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "\u2022 Piping according to NFPA-13 (2022)\n\u2022 Piping system interaction with braced suspended ceiling\n\u2022 Pressurized to 130 psi (0.89 MPa)\n\u2022 Steel pipes: distribution pipe: 2.5 in. (SCH 10), branch pipe: 1 to 1.5 in (SCH 10), armover pipe: 1 in (SCH 40)\nSprinkler heads Interaction with backbraced suspended ceiling", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Falling of escutcheon plates at rigid dropper", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.85, "governing_design_standard": "", "id": "exp2364a", "loading_protocol": "1994 Northridge", "location": "UCSD, California", "material": "Steel", "notes": "Peak test amplite in PFA", "peak_test_amplitude": "1.85g, PFA", "prior_damage": "Loosening of escutcheon plates", "prior_damage_repaired": "No", "reference": "Bhatta_NHERIFireSprinkler-2025", "reviewer": "NIST", "size_class": "", "specimen": "Level 7", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "\u2022 Piping according to NFPA-13 (2022)\n\u2022 Pressurized to 130 psi (0.89 MPa)\n\u2022 Steel pipes: distribution pipe: 2.5 in. (SCH 10), branch pipe: 1 to 1.5 in (SCH 10), armover pipe: 1 in (SCH 40)", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Sliding of riser-to-floor clamps", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.75, "governing_design_standard": "", "id": "exp2366a", "loading_protocol": "1994 Northridge", "location": "UCSD, California", "material": "Steel", "notes": "Peak test amplite in PFA", "peak_test_amplitude": "0.75g, PFA", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_NHERIFireSprinkler-2025", "reviewer": "NIST", "size_class": "", "specimen": "Level 4", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "\u2022 Piping according to NFPA-13 (2022)\n\u2022 Pressurized to 130 psi (0.89 MPa)\n\u2022 3-Dimensional shaking\n\u2022 Steel pipes: distribution pipe: 2.5 in. (SCH 10), branch pipe: 1 to 1.5 in (SCH 10), armover pipe: 1 in (SCH 40)", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Buckling of threaded rod brace to branch pipes", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.75, "governing_design_standard": "", "id": "exp2367a", "loading_protocol": "1994 Northridge", "location": "UCSD, California", "material": "Steel", "notes": "Peak test amplite in PFA", "peak_test_amplitude": "0.75g, PFA", "prior_damage": "Sliding of riser-to-floor clamps", "prior_damage_repaired": "No", "reference": "Bhatta_NHERIFireSprinkler-2025", "reviewer": "NIST", "size_class": "", "specimen": "Level 4", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.4, "comp_description": "The tested specimen was a multispan steel cable tray system. It was\n1.067 m wide, 1.5 m tall and 7.2 m long. There were two types of\ntrays situated in three stories: the ladder-type tray on the top story,\nand the trough-type tray on the first two stories.", "comp_detail": "Horizontal distribution system - Braced", "component": "D.50.1.2.D", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.35, "governing_design_standard": "", "id": "exp2370a", "loading_protocol": "OBE (operating basis earthquake) 3D excitation (x=y=z)", "location": "", "material": "Steel", "notes": "Cable Tray System\nin Nuclear Power Plants", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Huang-2017", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.4, "comp_description": "The tested specimen was a multispan steel cable tray system. It was\n1.067 m wide, 1.5 m tall and 7.2 m long. There were two types of\ntrays situated in three stories: the ladder-type tray on the top story,\nand the trough-type tray on the first two stories.", "comp_detail": "Horizontal distribution system - Braced", "component": "D.50.1.2.D", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.35, "governing_design_standard": "", "id": "exp2371a", "loading_protocol": "OBE (operating basis earthquake) 3D excitation (x=y=z)", "location": "", "material": "Steel", "notes": "Cable Tray System\nin Nuclear Power Plants", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Huang-2017", "reviewer": "NIST", "size_class": "", "specimen": "2", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.4, "comp_description": "The tested specimen was a multispan steel cable tray system. It was\n1.067 m wide, 1.5 m tall and 7.2 m long. There were two types of\ntrays situated in three stories: the ladder-type tray on the top story,\nand the trough-type tray on the first two stories.", "comp_detail": "Horizontal distribution system - Braced", "component": "D.50.1.2.D", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.35, "governing_design_standard": "", "id": "exp2372a", "loading_protocol": "OBE (operating basis earthquake) 3D excitation (x=y=z)", "location": "", "material": "Steel", "notes": "Cable Tray System\nin Nuclear Power Plants", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Huang-2017", "reviewer": "NIST", "size_class": "", "specimen": "3", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.4, "comp_description": "The tested specimen was a multispan steel cable tray system. It was\n1.067 m wide, 1.5 m tall and 7.2 m long. There were two types of\ntrays situated in three stories: the ladder-type tray on the top story,\nand the trough-type tray on the first two stories.", "comp_detail": "Horizontal distribution system - Braced", "component": "D.50.1.2.D", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.35, "governing_design_standard": "", "id": "exp2373a", "loading_protocol": "OBE (operating basis earthquake) 3D excitation (x=y=z)", "location": "", "material": "Steel", "notes": "Cable Tray System\nin Nuclear Power Plants", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Huang-2017", "reviewer": "NIST", "size_class": "", "specimen": "4", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.4, "comp_description": "The tested specimen was a multispan steel cable tray system. It was\n1.067 m wide, 1.5 m tall and 7.2 m long. There were two types of\ntrays situated in three stories: the ladder-type tray on the top story,\nand the trough-type tray on the first two stories.", "comp_detail": "Horizontal distribution system - Braced", "component": "D.50.1.2.D", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 5, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.35, "governing_design_standard": "", "id": "exp2374a", "loading_protocol": "OBE (operating basis earthquake) 3D excitation (x=y=z)", "location": "", "material": "Steel", "notes": "Cable Tray System\nin Nuclear Power Plants", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Huang-2017", "reviewer": "NIST", "size_class": "", "specimen": "5", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.8, "comp_description": "The tested specimen was a multispan steel cable tray system. It was\n1.067 m wide, 1.5 m tall and 7.2 m long. There were two types of\ntrays situated in three stories: the ladder-type tray on the top story,\nand the trough-type tray on the first two stories.", "comp_detail": "Horizontal distribution system - Braced", "component": "D.50.1.2.D", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 6, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.7, "governing_design_standard": "", "id": "exp2375a", "loading_protocol": "1 x SSE (safety shutdown earthquake) 3D excitation (x=y=z)", "location": "", "material": "Steel", "notes": "Cable Tray System\nin Nuclear Power Plants", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Huang-2017", "reviewer": "NIST", "size_class": "", "specimen": "6", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 1.2, "comp_description": "The tested specimen was a multispan steel cable tray system. It was\n1.067 m wide, 1.5 m tall and 7.2 m long. There were two types of\ntrays situated in three stories: the ladder-type tray on the top story,\nand the trough-type tray on the first two stories.", "comp_detail": "Horizontal distribution system - Braced", "component": "D.50.1.2.D", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 7, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.05, "governing_design_standard": "", "id": "exp2376a", "loading_protocol": "1.5 x SSE (safety shutdown earthquake) 3D excitation (x=y=z)", "location": "", "material": "Steel", "notes": "Cable Tray System\nin Nuclear Power Plants", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Huang-2017", "reviewer": "NIST", "size_class": "", "specimen": "7", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 1.6, "comp_description": "The tested specimen was a multispan steel cable tray system. It was\n1.067 m wide, 1.5 m tall and 7.2 m long. There were two types of\ntrays situated in three stories: the ladder-type tray on the top story,\nand the trough-type tray on the first two stories.", "comp_detail": "Horizontal distribution system - Braced", "component": "D.50.1.2.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "All the pallets in the left side of the cable tray fell down, which indicated the failure of the connections between the pallet and the horizontal frame. There were no visible cracks in the welded joint; however, the steel near the joint buckled", "ds_rank": 8, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.4, "governing_design_standard": "", "id": "exp2377a", "loading_protocol": "2 x SSE (safety shutdown earthquake) 3D excitation (x=y=z)", "location": "", "material": "Steel", "notes": "Cable Tray System\nin Nuclear Power Plants", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Huang-2017", "reviewer": "NIST", "size_class": "", "specimen": "8", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "480 V MCC, Length (mm) = 550, Width (mm) = 1140, Height (mm) = 2650, Weight (kg) = 1290", "comp_detail": "Floor mounted - Rigid or Spring Vibration Isolated", "component": "D.50.1.2.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.2, "governing_design_standard": "", "id": "exp2378a", "loading_protocol": "", "location": "Republic of Korea", "material": "", "notes": "motor control center in nuclear power plants, Regulatory Guideline 1.60 = RG 1.60", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Chang-2021", "reviewer": "NIST", "size_class": "", "specimen": "Ground RG 1.60", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "481 V MCC, Length (mm) = 550, Width (mm) = 1140, Height (mm) = 2650, Weight (kg) = 1290", "comp_detail": "Floor mounted - Rigid or Spring Vibration Isolated", "component": "D.50.1.2.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.2, "governing_design_standard": "", "id": "exp2379a", "loading_protocol": "", "location": "Republic of Korea", "material": "", "notes": "motor control center in nuclear power plants, Regulatory Guideline 1.60 = RG 1.61", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Chang-2021", "reviewer": "NIST", "size_class": "", "specimen": "Ground UHS", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "482 V MCC, Length (mm) = 550, Width (mm) = 1140, Height (mm) = 2650, Weight (kg) = 1290", "comp_detail": "Floor mounted - Rigid or Spring Vibration Isolated", "component": "D.50.1.2.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.2, "governing_design_standard": "", "id": "exp2380a", "loading_protocol": "", "location": "Republic of Korea", "material": "", "notes": "motor control center in nuclear power plants, Regulatory Guideline 1.60 = RG 1.62", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Chang-2021", "reviewer": "NIST", "size_class": "", "specimen": "Floor RG 1.60", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "483 V MCC, Length (mm) = 550, Width (mm) = 1140, Height (mm) = 2650, Weight (kg) = 1290", "comp_detail": "Floor mounted - Rigid or Spring Vibration Isolated", "component": "D.50.1.2.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.2, "governing_design_standard": "", "id": "exp2381a", "loading_protocol": "", "location": "Republic of Korea", "material": "", "notes": "motor control center in nuclear power plants, Regulatory Guideline 1.60 = RG 1.63", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Chang-2021", "reviewer": "NIST", "size_class": "", "specimen": "Floor UHS", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "484 V MCC, Length (mm) = 550, Width (mm) = 1140, Height (mm) = 2650, Weight (kg) = 1290", "comp_detail": "Floor mounted - Rigid or Spring Vibration Isolated", "component": "D.50.1.2.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 5, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.273, "governing_design_standard": "", "id": "exp2382a", "loading_protocol": "", "location": "Republic of Korea", "material": "", "notes": "motor control center in nuclear power plants, Regulatory Guideline 1.60 = RG 1.64", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Chang-2021", "reviewer": "NIST", "size_class": "", "specimen": "SSE (UHS)", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "485 V MCC, Length (mm) = 550, Width (mm) = 1140, Height (mm) = 2650, Weight (kg) = 1290", "comp_detail": "Floor mounted - Rigid or Spring Vibration Isolated", "component": "D.50.1.2.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 6, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.47, "governing_design_standard": "", "id": "exp2383a", "loading_protocol": "", "location": "Republic of Korea", "material": "", "notes": "motor control center in nuclear power plants, Regulatory Guideline 1.60 = RG 1.65", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Chang-2021", "reviewer": "NIST", "size_class": "", "specimen": "HCLPF (UHS)", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "486 V MCC, Length (mm) = 550, Width (mm) = 1140, Height (mm) = 2650, Weight (kg) = 1290", "comp_detail": "Floor mounted - Rigid or Spring Vibration Isolated", "component": "D.50.1.2.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 7, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.1, "governing_design_standard": "", "id": "exp2384a", "loading_protocol": "", "location": "Republic of Korea", "material": "", "notes": "motor control center in nuclear power plants, Regulatory Guideline 1.60 = RG 1.66", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Chang-2021", "reviewer": "NIST", "size_class": "", "specimen": "Fragility 10% (UHS)", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "487 V MCC, Length (mm) = 550, Width (mm) = 1140, Height (mm) = 2650, Weight (kg) = 1290", "comp_detail": "Floor mounted - Rigid or Spring Vibration Isolated", "component": "D.50.1.2.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "chattering occurred in the relay", "ds_rank": 8, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.32, "governing_design_standard": "", "id": "exp2385a", "loading_protocol": "", "location": "Republic of Korea", "material": "", "notes": "motor control center in nuclear power plants, Regulatory Guideline 1.60 = RG 1.67", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Chang-2021", "reviewer": "NIST", "size_class": "", "specimen": "Fragility 20% (UHS)", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "488 V MCC, Length (mm) = 550, Width (mm) = 1140, Height (mm) = 2650, Weight (kg) = 1290", "comp_detail": "Floor mounted - Rigid or Spring Vibration Isolated", "component": "D.50.1.2.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 9, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.273, "governing_design_standard": "", "id": "exp2386a", "loading_protocol": "", "location": "Republic of Korea", "material": "", "notes": "motor control center in nuclear power plants, Regulatory Guideline 1.60 = RG 1.68", "peak_test_amplitude": "", "prior_damage": "chattering occurred in the relay", "prior_damage_repaired": "No", "reference": "Chang-2021", "reviewer": "NIST", "size_class": "", "specimen": "SSE (RG 1.60)", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "489 V MCC, Length (mm) = 550, Width (mm) = 1140, Height (mm) = 2650, Weight (kg) = 1290", "comp_detail": "Floor mounted - Rigid or Spring Vibration Isolated", "component": "D.50.1.2.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 10, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.47, "governing_design_standard": "", "id": "exp2387a", "loading_protocol": "", "location": "Republic of Korea", "material": "", "notes": "motor control center in nuclear power plants, Regulatory Guideline 1.60 = RG 1.69", "peak_test_amplitude": "", "prior_damage": "chattering occurred in the relay", "prior_damage_repaired": "No", "reference": "Chang-2021", "reviewer": "NIST", "size_class": "", "specimen": "HCLPF (RG 1.60)", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "490 V MCC, Length (mm) = 550, Width (mm) = 1140, Height (mm) = 2650, Weight (kg) = 1290", "comp_detail": "Floor mounted - Rigid or Spring Vibration Isolated", "component": "D.50.1.2.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 11, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.1, "governing_design_standard": "", "id": "exp2388a", "loading_protocol": "", "location": "Republic of Korea", "material": "", "notes": "motor control center in nuclear power plants, Regulatory Guideline 1.60 = RG 1.70", "peak_test_amplitude": "", "prior_damage": "chattering occurred in the relay", "prior_damage_repaired": "No", "reference": "Chang-2021", "reviewer": "NIST", "size_class": "", "specimen": "Fragility 10% (RG 1.60)", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "491 V MCC, Length (mm) = 550, Width (mm) = 1140, Height (mm) = 2650, Weight (kg) = 1290", "comp_detail": "Floor mounted - Rigid or Spring Vibration Isolated", "component": "D.50.1.2.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "additional chattering occurred in the relays", "ds_rank": 12, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.32, "governing_design_standard": "", "id": "exp2389a", "loading_protocol": "", "location": "Republic of Korea", "material": "", "notes": "motor control center in nuclear power plants, Regulatory Guideline 1.60 = RG 1.71", "peak_test_amplitude": "", "prior_damage": "chattering occurred in the relay", "prior_damage_repaired": "No", "reference": "Chang-2021", "reviewer": "NIST", "size_class": "", "specimen": "Fragility 20% (RG 1.60)", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The porcelain bushing was mounted\nin a copper flange, and the porcelain bushing and flange were connected by cement. To\ntransmit the electrical current, an aluminum central conductor was installed in the bushing.\nA terminal pad was installed at the top of the bushing to connect the conductor. Besides, a\ngrading ring was mounted on the bushing to maintain the electromagnetic field around\nthe terminal pad, and SF6 insulating gas were filled in the bushing for internal insulation,\nwith an air pressure of 0.45 MPa. The total length of the porcelain bushing is 12.475 m,\nwith a length of the porcelain part of 10.5 m. The total weight of the porcelain bushing\nis 6300 kg, and the location of the centre of gravity is distanced to the flange with 4.45 m.", "comp_detail": "Wall mounted", "component": "D.50.1.2.B", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.15, "governing_design_standard": "Chinese Q/GDW11132-2013", "id": "exp2390a", "loading_protocol": "a synthetic earthquake ground motion was used. The synthetic earthquake ground motion was modulated from the record of Landers earthquake in 1992.", "location": "China", "material": "", "notes": "", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "He_GISBushings-2022", "reviewer": "NIST", "size_class": "", "specimen": "SYN1~3 (porcelain)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The porcelain bushing was mounted\nin a copper flange, and the porcelain bushing and flange were connected by cement. To\ntransmit the electrical current, an aluminum central conductor was installed in the bushing.\nA terminal pad was installed at the top of the bushing to connect the conductor. Besides, a\ngrading ring was mounted on the bushing to maintain the electromagnetic field around\nthe terminal pad, and SF6 insulating gas were filled in the bushing for internal insulation,\nwith an air pressure of 0.45 MPa. The total length of the porcelain bushing is 12.475 m,\nwith a length of the porcelain part of 10.5 m. The total weight of the porcelain bushing\nis 6300 kg, and the location of the centre of gravity is distanced to the flange with 4.45 m.", "comp_detail": "Wall mounted", "component": "D.50.1.2.B", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.5, "governing_design_standard": "Chinese Q/GDW11132-2013", "id": "exp2391a", "loading_protocol": "a synthetic earthquake ground motion was used. The synthetic earthquake ground motion was modulated from the record of Landers earthquake in 1992.", "location": "China", "material": "", "notes": "", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "He_GISBushings-2022", "reviewer": "NIST", "size_class": "", "specimen": "SYN4 (porcelain)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The polymer composite bushing is shown in Figure 1b. The total length of the composite bushing is 12.27 m, and the length of the composite polymer composite insulator is\n11.25 m. Similar to the porcelain counterpart, the polymer composite insulator is installed in\nan aluminum flange, and a central conductor is installed in the insulator, with a 0.5-MPa air\npressure SF6. To increase the outer insulating distance, the sheds made by silicone rubber\nare set around the outer surface of the GFRP composite insulator. The inner and outer\ndiameters of the composite bushing are 1000 mm and 1048 mm, respectively. Moreover,\nthe total weight of the composite bushing is 4400 kg, and the centre of gravity is a 5.6 m\ndistance to the flange.", "comp_detail": "Wall mounted", "component": "D.50.1.2.B", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.15, "governing_design_standard": "Chinese Q/GDW11132-2013", "id": "exp2392a", "loading_protocol": "a synthetic earthquake ground motion was used. The synthetic earthquake ground motion was modulated from the record of Landers earthquake in 1992.", "location": "China", "material": "", "notes": "", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "He_GISBushings-2022", "reviewer": "NIST", "size_class": "", "specimen": "SYN1~3 (GFRP)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The polymer composite bushing is shown in Figure 1b. The total length of the composite bushing is 12.27 m, and the length of the composite polymer composite insulator is\n11.25 m. Similar to the porcelain counterpart, the polymer composite insulator is installed in\nan aluminum flange, and a central conductor is installed in the insulator, with a 0.5-MPa air\npressure SF6. To increase the outer insulating distance, the sheds made by silicone rubber\nare set around the outer surface of the GFRP composite insulator. The inner and outer\ndiameters of the composite bushing are 1000 mm and 1048 mm, respectively. Moreover,\nthe total weight of the composite bushing is 4400 kg, and the centre of gravity is a 5.6 m\ndistance to the flange.", "comp_detail": "Wall mounted", "component": "D.50.1.2.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "the damage occurred in the material of the composite UHV GIS bushing", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.5, "governing_design_standard": "Chinese Q/GDW11132-2013", "id": "exp2393a", "loading_protocol": "a synthetic earthquake ground motion was used. The synthetic earthquake ground motion was modulated from the record of Landers earthquake in 1992.", "location": "China", "material": "", "notes": "", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "He_GISBushings-2022", "reviewer": "NIST", "size_class": "", "specimen": "SYN4 (GFRP)", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing hollow metal door with hollow metal frame (1m x 2.5m, non-fire rated)", "comp_detail": "Swinging - Not fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Frame distortion, failed to lock", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0057, "governing_design_standard": "", "id": "exp2394a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.69g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing wood door with hollow metal frame (1m x 2.2m, 60min fire rating)", "comp_detail": "Swinging - Fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Frame distortion, failed to lock", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0071, "governing_design_standard": "", "id": "exp2395a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Wood", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.69g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing wood door with aluminum frame (1m x 2.2m, non-fire rated)", "comp_detail": "Swinging - Not fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Lock malfunction", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0087, "governing_design_standard": "", "id": "exp2396a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Wood", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.69g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing hollow metal door with hollow metal frame (1m x 2.2m, non-fire rated)", "comp_detail": "Swinging - Not fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Lock malfunction", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0087, "governing_design_standard": "", "id": "exp2397a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.69g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing wood door with aluminum frame (1m x 2.2m, non-fire rated)", "comp_detail": "Swinging - Not fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Lock malfunction", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0088, "governing_design_standard": "", "id": "exp2398a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Wood", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.69g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing wood door with aluminum frame (1m x 2.2m, 20min fire rating)", "comp_detail": "Swinging - Fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Frame corner gapping", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0046, "governing_design_standard": "", "id": "exp2399a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Wood", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.69g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing wood door with aluminum frame (1m x 2.5m, non-fire rated)", "comp_detail": "Swinging - Not fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Frame corner gapping", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0089, "governing_design_standard": "", "id": "exp2400a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Wood", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.91g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing wood door with aluminum frame (1m x 2.2m, 60min fire rating)", "comp_detail": "Swinging - Fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "buckled latch, failed to lock", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0123, "governing_design_standard": "", "id": "exp2401a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Wood", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.91g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing wood door with aluminum frame (1m x 2.2m, non-fire rated)", "comp_detail": "Swinging - Not fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "frame corner gapping, Latch failure, door jam", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0148, "governing_design_standard": "", "id": "exp2402a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Wood", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.91g", "prior_damage": "Lock malfunction", "prior_damage_repaired": "No", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing hollow metal door with hollow metal frame (1m x 2.2m, non-fire rated)", "comp_detail": "Swinging - Not fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Loose frame, screw withdrawal", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0148, "governing_design_standard": "", "id": "exp2403a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.91g", "prior_damage": "Lock malfunction", "prior_damage_repaired": "No", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing wood door with aluminum frame (1m x 2.2m, non-fire rated)", "comp_detail": "Swinging - Not fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "frame corner gapping, Latch failure, door jam", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.017, "governing_design_standard": "", "id": "exp2404a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Wood", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.91g", "prior_damage": "Lock malfunction", "prior_damage_repaired": "No", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing wood door with hollow metal frame (1m x 2.2m, non-fire rated)", "comp_detail": "Swinging - Not fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Partially detached frame, failed to lock", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.017, "governing_design_standard": "", "id": "exp2405a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Wood", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.91g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing wood door with hollow metal frame (1m x 2.2m, non-fire rated)", "comp_detail": "Swinging - Not fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Frame distortion, failed to lock", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0128, "governing_design_standard": "", "id": "exp2406a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Wood", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.91g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing hollow metal door with hollow metal frame (1m x 2.2m, non-fire rated)", "comp_detail": "Swinging - Not fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Frame distortion, screw popping, failed to lock", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0128, "governing_design_standard": "", "id": "exp2407a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.91g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing hollow metal door with hollow metal frame (1m x 2.2m, 20min fire rating)", "comp_detail": "Swinging - Fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Partially detached frame, failed to lock", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0086, "governing_design_standard": "", "id": "exp2408a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.91g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing hollow metal door with hollow metal frame (1m x 2.2m, non-fire rated)", "comp_detail": "Swinging - Not fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Door jam", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.028, "governing_design_standard": "", "id": "exp2409a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 1.07g", "prior_damage": "Loose frame, screw withdrawal", "prior_damage_repaired": "No", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing wood door with hollow metal frame (1m x 2.2m, non-fire rated)", "comp_detail": "Swinging - Not fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Detached frame", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0273, "governing_design_standard": "", "id": "exp2410a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Wood", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 1.07g", "prior_damage": "Partially detached frame, failed to lock", "prior_damage_repaired": "No", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing wood door with hollow metal frame (1m x 2.2m, non-fire rated)", "comp_detail": "Swinging - Not fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Door jam", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0159, "governing_design_standard": "", "id": "exp2411a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Wood", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 1.07g", "prior_damage": "Frame distortion, failed to lock", "prior_damage_repaired": "No", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Single swing hollow metal door with hollow metal frame (1m x 2.2m, non-fire rated)", "comp_detail": "Swinging - Not fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Detached frame", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0159, "governing_design_standard": "", "id": "exp2412a", "loading_protocol": "CNP196", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 1.07g", "prior_damage": "Frame distortion, screw popping, failed to lock", "prior_damage_repaired": "No", "reference": "Wang_CFS_Report-2018", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.7, "comp_description": "Glass sliding breakout doors (2.1m x 2.1m, non-fire rated)", "comp_detail": "Sliding/folding - Not fire-rated", "component": "C.10.2.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "violent impact against door jamb during test, closing mechanism slightly bent, sliding panel slightly tilted, minor damage to mullion", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0109, "governing_design_standard": "", "id": "exp2413a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Glazed", "notes": "In-plane acceleration causing sliding of panel", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_BNCS_Report2-2013", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.6, "comp_description": "Glass sliding breakout doors (2.1m x 2.1m, non-fire rated)", "comp_detail": "Sliding/folding - Not fire-rated", "component": "C.10.2.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Sliding panel derailed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0129, "governing_design_standard": "", "id": "exp2414a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Glazed", "notes": "In-plane acceleration causing sliding of panel", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "violent impact against door jamb during test, closing mechanism slightly bent, sliding panel slightly tilted, minor damage to mullion", "prior_damage_repaired": "No", "reference": "Pantoli_BNCS_Report2-2013", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Glass sliding breakout doors (2.1m x 2.1m, non-fire rated)", "comp_detail": "Sliding/folding - Not fire-rated", "component": "C.10.2.1.B", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Gap between door and jamb, difficult to swing open", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.7, "governing_design_standard": "", "id": "exp2415a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Glazed", "notes": "Upper-bound out-of-plane acceleration forcing door to swing open", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_BNCS_Report2-2013", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Particleboard core doors (1m x 2.1m, 20min fire rating), open during testing", "comp_detail": "Swinging - Fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "frame distortion, lock damage, door not closing", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0208, "governing_design_standard": "", "id": "exp2416a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Wood", "notes": "Lowerbound", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_BNCS_Report2-2013", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Particleboard core doors (1m x 2.1m, 20min fire rating), closed during testing", "comp_detail": "Swinging - Fire-rated", "component": "C.10.2.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "door jammed shut", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0355, "governing_design_standard": "", "id": "exp2417a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Wood", "notes": "Upperbound", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_BNCS_Report2-2013", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Honeycomb core metal door with steel door frame (1.2m x 2.7m, 1.5hr fire rating), open during testing", "comp_detail": "Swinging - Fire-rated", "component": "B.20.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "frame distortion, lock damage, door not closing", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0208, "governing_design_standard": "", "id": "exp2418a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "Lowerbound", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_BNCS_Report2-2013", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Honeycomb core metal door with steel door frame (1.2m x 2.7m, 1.5hr fire rating), closed during testing", "comp_detail": "Swinging - Fire-rated", "component": "B.20.3.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "door jammed shut", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0355, "governing_design_standard": "", "id": "exp2419a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "Upperbound", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_BNCS_Report2-2013", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Steel roll-up doors (2.1m x 2.9m, non-fire rated), open during testing", "comp_detail": "Roll-up/Slide-up - Not fire-rated", "component": "B.20.3.4.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Damage to jamb, minor panel movement, gap development between guides", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0264, "governing_design_standard": "", "id": "exp2420a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_BNCS_Report2-2013", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Steel roll-up doors (2.1m x 2.9m, non-fire rated), open during testing", "comp_detail": "Roll-up/Slide-up - Not fire-rated", "component": "B.20.3.4.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Guide narrowed at bottom due to baloon framing panel detachement, can not be completely closed", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0546, "governing_design_standard": "", "id": "exp2421a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "Damage to jamb, minor panel movement, gap development between guides", "prior_damage_repaired": "No", "reference": "Pantoli_BNCS_Report2-2013", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Steel roll-up doors (2.1m x 2.9m, non-fire rated), closed during testing", "comp_detail": "Roll-up/Slide-up - Not fire-rated", "component": "B.20.3.4.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Damage to panel at guide attachment, gap development between guides", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0264, "governing_design_standard": "", "id": "exp2422a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_BNCS_Report2-2013", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Steel roll-up doors (2.1m x 2.9m, non-fire rated), closed during testing", "comp_detail": "Roll-up/Slide-up - Not fire-rated", "component": "B.20.3.4.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Damage between guide and stud at screws", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0546, "governing_design_standard": "", "id": "exp2423a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "Damage to panel at guide attachment, gap development between guides", "prior_damage_repaired": "No", "reference": "Pantoli_BNCS_Report2-2013", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Sectional garage doors, ride-along ceiling plane (2.1m x 2.9m, non-fire rated), closed during testing", "comp_detail": "Roll-up/Slide-up - Not fire-rated", "component": "B.20.3.4.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Frame track twisted and bottom roller popped out of door, bottom wall bolts began to pull out", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0264, "governing_design_standard": "", "id": "exp2424a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_BNCS_Report2-2013", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Sectional garage doors, ride-along ceiling plane (2.1m x 2.9m, non-fire rated), closed during testing", "comp_detail": "Roll-up/Slide-up - Not fire-rated", "component": "B.20.3.4.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Track twisted/widened at bottom due to panel detachement, lower roller popped out of track, upper roller fell out, anchor pull out", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0546, "governing_design_standard": "", "id": "exp2425a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "Frame track twisted and bottom roller popped out of door, bottom wall bolts began to pull out. Repair: roller replaced", "prior_damage_repaired": "Yes", "reference": "Pantoli_BNCS_Report2-2013", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Sectional garage doors, ride-along ceiling plane (2.1m x 2.9m, non-fire rated), open during testing", "comp_detail": "Roll-up/Slide-up - Not fire-rated", "component": "B.20.3.4.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Damage to panels at track attachment, not operating smoothly, can be forced shut", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0264, "governing_design_standard": "", "id": "exp2426a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_BNCS_Report2-2013", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Sectional garage doors, ride-along ceiling plane (2.1m x 2.9m, non-fire rated), open during testing", "comp_detail": "Roll-up/Slide-up - Not fire-rated", "component": "B.20.3.4.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Pulley cable twisted and gypsum detachment at track, loose anchors, door unable to operate", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0546, "governing_design_standard": "", "id": "exp2427a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Steel", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "Damage to panels at track attachment, not operating smoothly, can be forced shut", "prior_damage_repaired": "No", "reference": "Pantoli_BNCS_Report2-2013", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Commercial, typical dry-glazed curtain wall. Installed panes into aluminum framing with PVC wedges for water sealing", "comp_detail": "Dry-glazed stick built - Monolithic (single-pane)", "component": "B.20.2.2.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "loss of the water-tightness of glazing units, judged to occur when water first appeared on the inside face of the glazing.", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "New Zealand standard NZS4284", "id": "exp2428a", "loading_protocol": "", "location": "New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.0% lateral drift", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Arifin-2020", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Commercial, typical dry-glazed curtain wall. Installed panes into aluminum framing with PVC wedges for water sealing", "comp_detail": "Dry-glazed stick built - Monolithic (single-pane)", "component": "B.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "visual gasket failure in which gaskets were seen to have moved out of place (either jammed into framing or falling out) and would have prompted repair.", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.021, "governing_design_standard": "New Zealand standard NZS4284", "id": "exp2429a", "loading_protocol": "", "location": "New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.0% lateral drift", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Arifin-2020", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Commercial, typical dry-glazed curtain wall. Installed panes into aluminum framing with PVC wedges for water sealing", "comp_detail": "Dry-glazed stick built - Monolithic (single-pane)", "component": "B.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "failure of the glass (either significant cracking or fallout).", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.048, "governing_design_standard": "New Zealand standard NZS4284", "id": "exp2430a", "loading_protocol": "", "location": "New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.0% lateral drift", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Arifin-2020", "reviewer": "NIST", "size_class": "", "specimen": "1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Commercial, typical dry-glazed curtain wall. Installed panes into aluminum framing with PVC wedges for water sealing", "comp_detail": "Dry-glazed stick built - Monolithic (single-pane)", "component": "B.20.2.2.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "loss of the water-tightness of glazing units, judged to occur when water first appeared on the inside face of the glazing.", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.007, "governing_design_standard": "New Zealand standard NZS4284", "id": "exp2431a", "loading_protocol": "", "location": "New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.0% lateral drift", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Arifin-2020", "reviewer": "NIST", "size_class": "", "specimen": "2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Commercial, typical dry-glazed curtain wall. Installed panes into aluminum framing with PVC wedges for water sealing", "comp_detail": "Dry-glazed stick built - Monolithic (single-pane)", "component": "B.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "visual gasket failure in which gaskets were seen to have moved out of place (either jammed into framing or falling out) and would have prompted repair.", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.03, "governing_design_standard": "New Zealand standard NZS4284", "id": "exp2432a", "loading_protocol": "", "location": "New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.0% lateral drift", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Arifin-2020", "reviewer": "NIST", "size_class": "", "specimen": "2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Commercial, typical dry-glazed curtain wall. Installed panes into aluminum framing with PVC wedges for water sealing", "comp_detail": "Dry-glazed stick built - Monolithic (single-pane)", "component": "B.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "failure of the glass (either significant cracking or fallout).", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.045, "governing_design_standard": "New Zealand standard NZS4284", "id": "exp2433a", "loading_protocol": "", "location": "New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.0% lateral drift", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Arifin-2020", "reviewer": "NIST", "size_class": "", "specimen": "2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Commercial, typical dry-glazed curtain wall. 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Installed panes into aluminum framing with PVC wedges for water sealing", "comp_detail": "Dry-glazed stick built - Monolithic (single-pane)", "component": "B.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "visual gasket failure in which gaskets were seen to have moved out of place (either jammed into framing or falling out) and would have prompted repair.", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.03, "governing_design_standard": "New Zealand standard NZS4284", "id": "exp2435a", "loading_protocol": "", "location": "New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.0% lateral drift", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Arifin-2020", "reviewer": "NIST", "size_class": "", "specimen": "3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Commercial, typical dry-glazed curtain wall. Installed panes into aluminum framing with PVC wedges for water sealing", "comp_detail": "Dry-glazed stick built - Monolithic (single-pane)", "component": "B.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "failure of the glass (either significant cracking or fallout).", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.057, "governing_design_standard": "New Zealand standard NZS4284", "id": "exp2436a", "loading_protocol": "", "location": "New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.0% lateral drift", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Arifin-2020", "reviewer": "NIST", "size_class": "", "specimen": "3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Commercial, typical dry-glazed curtain wall, with additional seismic frame clearance Installed panes into aluminum framing with PVC wedges for water sealing", "comp_detail": "Dry-glazed stick built - Monolithic (single-pane)", "component": "B.20.2.2.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "loss of the water-tightness of glazing units, judged to occur when water first appeared on the inside face of the glazing.", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.021, "governing_design_standard": "New Zealand standard NZS4284", "id": "exp2437a", "loading_protocol": "", "location": "New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.0% lateral drift", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Arifin-2020", "reviewer": "NIST", "size_class": "", "specimen": "4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Commercial, typical dry-glazed curtain wall, with additional seismic frame clearance Installed panes into aluminum framing with PVC wedges for water sealing", "comp_detail": "Dry-glazed stick built - 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Monolithic (single-pane)", "component": "B.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "failure of the glass (either significant cracking or fallout).", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.048, "governing_design_standard": "New Zealand standard NZS4284", "id": "exp2439a", "loading_protocol": "", "location": "New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.0% lateral drift", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Arifin-2020", "reviewer": "NIST", "size_class": "", "specimen": "4", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Commercial, typical dry-glazed curtain wall, with additional seismic frame clearance Installed panes into aluminum framing with PVC wedges for water sealing", "comp_detail": "Dry-glazed stick built - Monolithic (single-pane)", "component": "B.20.2.2.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "loss of the water-tightness of glazing units, judged to occur when water first appeared on the inside face of the glazing.", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "New Zealand standard NZS4284", "id": "exp2440a", "loading_protocol": "", "location": "New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.0% lateral drift", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Arifin-2020", "reviewer": "NIST", "size_class": "", "specimen": "5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Commercial, typical dry-glazed curtain wall, with additional seismic frame clearance Installed panes into aluminum framing with PVC wedges for water sealing", "comp_detail": "Dry-glazed stick built - Monolithic (single-pane)", "component": "B.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "visual gasket failure in which gaskets were seen to have moved out of place (either jammed into framing or falling out) and would have prompted repair.", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.021, "governing_design_standard": "New Zealand standard NZS4284", "id": "exp2441a", "loading_protocol": "", "location": "New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.0% lateral drift", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Arifin-2020", "reviewer": "NIST", "size_class": "", "specimen": "5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Commercial, typical dry-glazed curtain wall, with additional seismic frame clearance Installed panes into aluminum framing with PVC wedges for water sealing", "comp_detail": "Dry-glazed stick built - Monolithic (single-pane)", "component": "B.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "failure of the glass (either significant cracking or fallout).", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.066, "governing_design_standard": "New Zealand standard NZS4284", "id": "exp2442a", "loading_protocol": "", "location": "New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.0% lateral drift", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Arifin-2020", "reviewer": "NIST", "size_class": "", "specimen": "5", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Commercial, typical dry-glazed curtain wall, with additional seismic frame clearance Installed panes into aluminum framing with PVC wedges for water sealing", "comp_detail": "Dry-glazed stick built - Monolithic (single-pane)", "component": "B.20.2.2.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "loss of the water-tightness of glazing units, judged to occur when water first appeared on the inside face of the glazing.", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.021, "governing_design_standard": "New Zealand standard NZS4284", "id": "exp2443a", "loading_protocol": "", "location": "New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.0% lateral drift", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Arifin-2020", "reviewer": "NIST", "size_class": "", "specimen": "6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Commercial, typical dry-glazed curtain wall, with additional seismic frame clearance Installed panes into aluminum framing with PVC wedges for water sealing", "comp_detail": "Dry-glazed stick built - Monolithic (single-pane)", "component": "B.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "visual gasket failure in which gaskets were seen to have moved out of place (either jammed into framing or falling out) and would have prompted repair.", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.03, "governing_design_standard": "New Zealand standard NZS4284", "id": "exp2444a", "loading_protocol": "", "location": "New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.0% lateral drift", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Arifin-2020", "reviewer": "NIST", "size_class": "", "specimen": "6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Commercial, typical dry-glazed curtain wall, with additional seismic frame clearance Installed panes into aluminum framing with PVC wedges for water sealing", "comp_detail": "Dry-glazed stick built - Monolithic (single-pane)", "component": "B.20.2.2.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "failure of the glass (either significant cracking or fallout).", "ds_rank": 3, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.057, "governing_design_standard": "New Zealand standard NZS4284", "id": "exp2445a", "loading_protocol": "", "location": "New Zealand", "material": "", "notes": "", "peak_test_amplitude": "3.0% lateral drift", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Arifin-2020", "reviewer": "NIST", "size_class": "", "specimen": "6", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.9, "comp_description": "Full-scale fire sprinkler piping system, Concrete floor, beams and columns, steel pipes, pressurized, Riser and the main pipe: groove fit,\nother joints: threaded, No ceiling interaction, Braced according to NFPA-13 (2010)", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Tearing of Fire-stopping", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0599, "governing_design_standard": "NFPA - 13 (2010)", "id": "exp2446a", "loading_protocol": "DEN100: 2002 Denali\u2013 TAPS Pump Station #9\u2013100%", "location": "California", "material": "Steel", "notes": "", "peak_test_amplitude": "100% scale", "prior_damage": "displacement of mineral wool at penetrations", "prior_damage_repaired": "No", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "", "specimen": "48", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 39 in. (1000 mm), Branch pipe: 16 \u2013 18 in. (400-450 mm)\nsteel pipes, Steel columns and beam, concrete sections for brace and hanger connections, \nPressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded)\nother joints: threaded, Braces to main pipes include 25 mm (1.0 in) schedule 40 steel pipes.\nNo ceiling interaction, irrespective of pipe diameters", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.42, "governing_design_standard": "NZS 4541 (2020)", "id": "exp2447a", "loading_protocol": "The floor motions used were recorded during 2010/11 Canterbury Eqs on an eight-story RC building, UC Physics at the University of Canterbury\n\nOne random moton generated to match the target spectrum in AC156", "location": "Not applicable", "material": "Steel", "notes": "", "peak_test_amplitude": "All motions were initially scaled to a peak acceleration of 0.1g.\nThese motions were then input to the table with scale factors\nof 1.0, 1.5, 3.0, 4.5, 6.0, 7.5 and 8.5. The maximum capacity\nof the table, 1.0g,", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 39 in. (1000 mm), Branch pipe: 16 \u2013 18 in. (400-450 mm)\nsteel pipes, Steel columns and beam, concrete sections for brace and hanger connections, \nPressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded)\nother joints: threaded, Braces to main pipes include 25 mm (1.0 in) schedule 40 steel pipes.\nNo ceiling interaction, irrespective of pipe diameters", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.37, "governing_design_standard": "NZS 4541 (2020)", "id": "exp2448a", "loading_protocol": "The floor motions used were recorded during 2010/11 Canterbury Eqs on an eight-story RC building, UC Physics at the University of Canterbury\n\nOne random moton generated to match the target spectrum in AC156", "location": "Not applicable", "material": "Steel", "notes": "", "peak_test_amplitude": "All motions were initially scaled to a peak acceleration of 0.1g.\nThese motions were then input to the table with scale factors\nof 1.0, 1.5, 3.0, 4.5, 6.0, 7.5 and 8.5. The maximum capacity\nof the table, 1.0g,", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 39 in. (1000 mm), Branch pipe: 16 \u2013 18 in. (400-450 mm)\nsteel pipes, Steel columns and beam, concrete sections for brace and hanger connections, \nPressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded)\nother joints: threaded, Braces to main pipes include 25 mm (1.0 in) schedule 40 steel pipes.\nNo ceiling interaction, irrespective of pipe diameters", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.51, "governing_design_standard": "NZS 4541 (2020)", "id": "exp2449a", "loading_protocol": "The floor motions used were recorded during 2010/11 Canterbury Eqs on an eight-story RC building, UC Physics at the University of Canterbury\n\nOne random moton generated to match the target spectrum in AC156", "location": "Not applicable", "material": "Steel", "notes": "", "peak_test_amplitude": "All motions were initially scaled to a peak acceleration of 0.1g.\nThese motions were then input to the table with scale factors\nof 1.0, 1.5, 3.0, 4.5, 6.0, 7.5 and 8.5. The maximum capacity\nof the table, 1.0g,", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 39 in. (1000 mm), Branch pipe: 16 \u2013 18 in. (400-450 mm)\nsteel pipes, Steel columns and beam, concrete sections for brace and hanger connections, \nPressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded)\nother joints: threaded, Braces to main pipes include 25 mm (1.0 in) schedule 40 steel pipes.\nNo ceiling interaction, irrespective of pipe diameters", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.21, "governing_design_standard": "NZS 4541 (2020)", "id": "exp2450a", "loading_protocol": "The floor motions used were recorded during 2010/11 Canterbury Eqs on an eight-story RC building, UC Physics at the University of Canterbury\n\nOne random moton generated to match the target spectrum in AC156", "location": "Not applicable", "material": "Steel", "notes": "", "peak_test_amplitude": "All motions were initially scaled to a peak acceleration of 0.1g.\nThese motions were then input to the table with scale factors\nof 1.0, 1.5, 3.0, 4.5, 6.0, 7.5 and 8.5. The maximum capacity\nof the table, 1.0g,", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 39 in. (1000 mm), Branch pipe: 16 \u2013 18 in. (400-450 mm)\nsteel pipes, Steel columns and beam, concrete sections for brace and hanger connections, \nPressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded)\nother joints: threaded, Braces to main pipes include 25 mm (1.0 in) schedule 40 steel pipes.\nNo ceiling interaction, irrespective of pipe diameters", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.3, "governing_design_standard": "NZS 4541 (2020)", "id": "exp2451a", "loading_protocol": "The floor motions used were recorded during 2010/11 Canterbury Eqs on an eight-story RC building, UC Physics at the University of Canterbury\n\nOne random moton generated to match the target spectrum in AC156", "location": "Not applicable", "material": "Steel", "notes": "", "peak_test_amplitude": "All motions were initially scaled to a peak acceleration of 0.1g.\nThese motions were then input to the table with scale factors\nof 1.0, 1.5, 3.0, 4.5, 6.0, 7.5 and 8.5. The maximum capacity\nof the table, 1.0g,", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 39 in. (1000 mm), Branch pipe: 16 \u2013 18 in. (400-450 mm)\nsteel pipes, Steel columns and beam, concrete sections for brace and hanger connections, \nPressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded)\nother joints: threaded, Braces to main pipes include 25 mm (1.0 in) schedule 40 steel pipes.\nNo ceiling interaction, irrespective of pipe diameters", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.31, "governing_design_standard": "NZS 4541 (2020)", "id": "exp2452a", "loading_protocol": "The floor motions used were recorded during 2010/11 Canterbury Eqs on an eight-story RC building, UC Physics at the University of Canterbury\n\nOne random moton generated to match the target spectrum in AC156", "location": "Not applicable", "material": "Steel", "notes": "", "peak_test_amplitude": "All motions were initially scaled to a peak acceleration of 0.1g.\nThese motions were then input to the table with scale factors\nof 1.0, 1.5, 3.0, 4.5, 6.0, 7.5 and 8.5. The maximum capacity\nof the table, 1.0g,", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 39 in. (1000 mm), Branch pipe: 16 \u2013 18 in. (400-450 mm)\nsteel pipes, Steel columns and beam, concrete sections for brace and hanger connections, \nPressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded)\nother joints: threaded, Braces to main pipes include 25 mm (1.0 in) schedule 40 steel pipes.\nNo ceiling interaction, irrespective of pipe diameters", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.32, "governing_design_standard": "NZS 4541 (2020)", "id": "exp2453a", "loading_protocol": "The floor motions used were recorded during 2010/11 Canterbury Eqs on an eight-story RC building, UC Physics at the University of Canterbury\n\nOne random moton generated to match the target spectrum in AC156", "location": "Not applicable", "material": "Steel", "notes": "", "peak_test_amplitude": "All motions were initially scaled to a peak acceleration of 0.1g.\nThese motions were then input to the table with scale factors\nof 1.0, 1.5, 3.0, 4.5, 6.0, 7.5 and 8.5. The maximum capacity\nof the table, 1.0g,", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 16 \u2013 18 in. (400-450 mm)\nsteel pipes, Steel columns and beam, concrete sections for brace and hanger connections, \nPressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded)\nother joints: threaded, Braces to main pipes include 25 mm (1.0 in) schedule 40 steel pipes.\nNo ceiling interaction, irrespective of pipe diameters", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.61, "governing_design_standard": "NZS 4541 (2020)", "id": "exp2454a", "loading_protocol": "The floor motions used were recorded during 2010/11 Canterbury Eqs on an eight-story RC building, UC Physics at the University of Canterbury\n\nOne random moton generated to match the target spectrum in AC156", "location": "Not applicable", "material": "Steel", "notes": "", "peak_test_amplitude": "All motions were initially scaled to a peak acceleration of 0.1g.\nThese motions were then input to the table with scale factors\nof 1.0, 1.5, 3.0, 4.5, 6.0, 7.5 and 8.5. The maximum capacity\nof the table, 1.0g,", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 16 \u2013 18 in. (400-450 mm)\nsteel pipes, Steel columns and beam, concrete sections for brace and hanger connections, \nPressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded)\nother joints: threaded, Braces to main pipes include 25 mm (1.0 in) schedule 40 steel pipes.\nNo ceiling interaction, irrespective of pipe diameters", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.34, "governing_design_standard": "NZS 4541 (2020)", "id": "exp2455a", "loading_protocol": "The floor motions used were recorded during 2010/11 Canterbury Eqs on an eight-story RC building, UC Physics at the University of Canterbury\n\nOne random moton generated to match the target spectrum in AC156", "location": "Not applicable", "material": "Steel", "notes": "", "peak_test_amplitude": "All motions were initially scaled to a peak acceleration of 0.1g.\nThese motions were then input to the table with scale factors\nof 1.0, 1.5, 3.0, 4.5, 6.0, 7.5 and 8.5. The maximum capacity\nof the table, 1.0g,", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 16 \u2013 18 in. (400-450 mm)\nsteel pipes, Steel columns and beam, concrete sections for brace and hanger connections, \nPressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded)\nother joints: threaded, Braces to main pipes include 25 mm (1.0 in) schedule 40 steel pipes.\nNo ceiling interaction, irrespective of pipe diameters", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.52, "governing_design_standard": "NZS 4541 (2020)", "id": "exp2456a", "loading_protocol": "The floor motions used were recorded during 2010/11 Canterbury Eqs on an eight-story RC building, UC Physics at the University of Canterbury\n\nOne random moton generated to match the target spectrum in AC156", "location": "Not applicable", "material": "Steel", "notes": "", "peak_test_amplitude": "All motions were initially scaled to a peak acceleration of 0.1g.\nThese motions were then input to the table with scale factors\nof 1.0, 1.5, 3.0, 4.5, 6.0, 7.5 and 8.5. The maximum capacity\nof the table, 1.0g,", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 16 \u2013 18 in. (400-450 mm)\nsteel pipes, Steel columns and beam, concrete sections for brace and hanger connections, \nPressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded)\nother joints: threaded, Braces to main pipes include 25 mm (1.0 in) schedule 40 steel pipes.\nNo ceiling interaction, irrespective of pipe diameters", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.07, "governing_design_standard": "NZS 4541 (2020)", "id": "exp2457a", "loading_protocol": "The floor motions used were recorded during 2010/11 Canterbury Eqs on an eight-story RC building, UC Physics at the University of Canterbury\n\nOne random moton generated to match the target spectrum in AC156", "location": "Not applicable", "material": "Steel", "notes": "", "peak_test_amplitude": "All motions were initially scaled to a peak acceleration of 0.1g.\nThese motions were then input to the table with scale factors\nof 1.0, 1.5, 3.0, 4.5, 6.0, 7.5 and 8.5. The maximum capacity\nof the table, 1.0g,", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 16 \u2013 18 in. (400-450 mm)\nsteel pipes, Steel columns and beam, concrete sections for brace and hanger connections, \nPressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded)\nother joints: threaded, Braces to main pipes include 25 mm (1.0 in) schedule 40 steel pipes.\nNo ceiling interaction, irrespective of pipe diameters", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.23, "governing_design_standard": "NZS 4541 (2020)", "id": "exp2458a", "loading_protocol": "The floor motions used were recorded during 2010/11 Canterbury Eqs on an eight-story RC building, UC Physics at the University of Canterbury\n\nOne random moton generated to match the target spectrum in AC156", "location": "Not applicable", "material": "Steel", "notes": "", "peak_test_amplitude": "All motions were initially scaled to a peak acceleration of 0.1g.\nThese motions were then input to the table with scale factors\nof 1.0, 1.5, 3.0, 4.5, 6.0, 7.5 and 8.5. The maximum capacity\nof the table, 1.0g,", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 16 \u2013 18 in. (400-450 mm)\nsteel pipes, Steel columns and beam, concrete sections for brace and hanger connections, \nPressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded)\nother joints: threaded, Braces to main pipes include 25 mm (1.0 in) schedule 40 steel pipes.\nNo ceiling interaction, irrespective of pipe diameters", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.11, "governing_design_standard": "NZS 4541 (2020)", "id": "exp2459a", "loading_protocol": "The floor motions used were recorded during 2010/11 Canterbury Eqs on an eight-story RC building, UC Physics at the University of Canterbury\n\nOne random moton generated to match the target spectrum in AC156", "location": "Not applicable", "material": "Steel", "notes": "", "peak_test_amplitude": "All motions were initially scaled to a peak acceleration of 0.1g.\nThese motions were then input to the table with scale factors\nof 1.0, 1.5, 3.0, 4.5, 6.0, 7.5 and 8.5. The maximum capacity\nof the table, 1.0g,", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 16 \u2013 18 in. (400-450 mm)\nsteel pipes, Steel columns and beam, concrete sections for brace and hanger connections, \nPressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded)\nother joints: threaded, Braces to main pipes include 25 mm (1.0 in) schedule 40 steel pipes.\nNo ceiling interaction, irrespective of pipe diameters", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.29, "governing_design_standard": "NZS 4541 (2020)", "id": "exp2460a", "loading_protocol": "The floor motions used were recorded during 2010/11 Canterbury Eqs on an eight-story RC building, UC Physics at the University of Canterbury\n\nOne random moton generated to match the target spectrum in AC156", "location": "Not applicable", "material": "Steel", "notes": "", "peak_test_amplitude": "All motions were initially scaled to a peak acceleration of 0.1g.\nThese motions were then input to the table with scale factors\nof 1.0, 1.5, 3.0, 4.5, 6.0, 7.5 and 8.5. The maximum capacity\nof the table, 1.0g,", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 16 \u2013 18 in. (400-450 mm)\nsteel pipes, Steel columns and beam, concrete sections for brace and hanger connections, \nPressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded)\nother joints: threaded, Braces to main pipes include 25 mm (1.0 in) schedule 40 steel pipes.\nNo ceiling interaction, irrespective of pipe diameters", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.23, "governing_design_standard": "NZS 4541 (2020)", "id": "exp2461a", "loading_protocol": "The floor motions used were recorded during 2010/11 Canterbury Eqs on an eight-story RC building, UC Physics at the University of Canterbury\n\nOne random moton generated to match the target spectrum in AC156", "location": "Not applicable", "material": "Steel", "notes": "", "peak_test_amplitude": "All motions were initially scaled to a peak acceleration of 0.1g.\nThese motions were then input to the table with scale factors\nof 1.0, 1.5, 3.0, 4.5, 6.0, 7.5 and 8.5. The maximum capacity\nof the table, 1.0g,", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 16 \u2013 18 in. (400-450 mm)\nsteel pipes, Steel columns and beam, concrete sections for brace and hanger connections, \nPressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded)\nother joints: threaded, Braces to main pipes include 25 mm (1.0 in) schedule 40 steel pipes.\nNo ceiling interaction, irrespective of pipe diameters", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.31, "governing_design_standard": "NZS 4541 (2020)", "id": "exp2462a", "loading_protocol": "The floor motions used were recorded during 2010/11 Canterbury Eqs on an eight-story RC building, UC Physics at the University of Canterbury\n\nOne random moton generated to match the target spectrum in AC156", "location": "Not applicable", "material": "Steel", "notes": "", "peak_test_amplitude": "All motions were initially scaled to a peak acceleration of 0.1g.\nThese motions were then input to the table with scale factors\nof 1.0, 1.5, 3.0, 4.5, 6.0, 7.5 and 8.5. The maximum capacity\nof the table, 1.0g,", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 6 in. (150 mm), Branch pipe: 7.5 in. \u2013 8.5 in. (195 mm \u2013 220 mm)\nsteel pipes, Steel columns and beam, concrete sections for brace and hanger connections, \nPressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded)\nother joints: threaded, No barces to main (braces not required by code)\nNo ceiling interaction, irrespective of pipe diameters", "comp_detail": "Unbraced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.35, "governing_design_standard": "NZS 4541 (2020)", "id": "exp2463a", "loading_protocol": "The floor motions used were recorded during 2010/11 Canterbury Eqs on an eight-story RC building, UC Physics at the University of Canterbury\n\nOne random moton generated to match the target spectrum in AC156", "location": "Not applicable", "material": "Steel", "notes": "", "peak_test_amplitude": "All motions were initially scaled to a peak acceleration of 0.1g.\nThese motions were then input to the table with scale factors\nof 1.0, 1.5, 3.0, 4.5, 6.0, 7.5 and 8.5. The maximum capacity\nof the table, 1.0g,", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 6 in. (150 mm), Branch pipe: 7.5 in. \u2013 8.5 in. (195 mm \u2013 220 mm)\nsteel pipes, Steel columns and beam, concrete sections for brace and hanger connections, \nPressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded)\nother joints: threaded, No barces to main (braces not required by code)\nNo ceiling interaction, irrespective of pipe diameters", "comp_detail": "Unbraced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.34, "governing_design_standard": "NZS 4541 (2020)", "id": "exp2464a", "loading_protocol": "The floor motions used were recorded during 2010/11 Canterbury Eqs on an eight-story RC building, UC Physics at the University of Canterbury\n\nOne random moton generated to match the target spectrum in AC156", "location": "Not applicable", "material": "Steel", "notes": "", "peak_test_amplitude": "All motions were initially scaled to a peak acceleration of 0.1g.\nThese motions were then input to the table with scale factors\nof 1.0, 1.5, 3.0, 4.5, 6.0, 7.5 and 8.5. The maximum capacity\nof the table, 1.0g,", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "80", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Pressure = 50 psi\nRiser pipe = 4 in diameter\nBranch pipe= 2 in diameter (update if necessary)\narmovers=1 in diameter\nPlenum depth varied from 12 in to 22 in\nHangers = 10mm (3/8 in) dia threaded rods\nBraces = 1 in schedule 40 pipes oriented at 45 degrees\nWire restrainers(splay wires) = 12 g wires @ 45 degrees\nBraces and Wire restrainers connected to concrete deck through 10 mm (3/8 in) Hilti KB-TZ expansion anchors\nThe gap between the sprinkler hed and ceiling tile was either 2 in or no gap. \nThe ceiling system looks like braced.", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Longitudinal brace connections to pipes slip off", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.23, "governing_design_standard": "NFPA-13 (2010)", "id": "exp2465a", "loading_protocol": "Parameters from the AC 156 [ICC, 2010] including, a story height ratio (z/h) of 0.5 and the design spectral \nresponse acceleration at short periods (SDS) of 2.5 g, were used to develop two targeted acceleration spectrum", "location": "University of Nevada, Reno Network for Earthquake Engineering Simulation\nsite", "material": "Steel", "notes": "", "peak_test_amplitude": "2.5g, PFA", "prior_damage": "", "prior_damage_repaired": "", "reference": "Jenkins-2016", "reviewer": "NIST", "size_class": "", "specimen": "83", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Pressure = 50 psi\nRiser pipe = 4 in diameter\nBranch pipe= 2 in diameter (update if necessary)\narmovers=1 in diameter\nPlenum depth varied from 12 in to 22 in\nHangers = 10mm (3/8 in) dia threaded rods\nBraces = 1 in schedule 40 pipes oriented at 45 degrees\nWire restrainers(splay wires) = 12 g wires @ 45 degrees\nBraces and Wire restrainers connected to concrete deck through 10 mm (3/8 in) Hilti KB-TZ expansion anchors\nThe gap between the sprinkler hed and ceiling tile was either 2 in or no gap. \nThe ceiling system looks like braced.", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Clamps connecting hanger and pipes fail", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.27, "governing_design_standard": "NFPA-13 (2010)", "id": "exp2466a", "loading_protocol": "Parameters from the AC 156 [ICC, 2010] including, a story height ratio (z/h) of 0.5 and the design spectral \nresponse acceleration at short periods (SDS) of 2.5 g, were used to develop two targeted acceleration spectrum", "location": "University of Nevada, Reno Network for Earthquake Engineering Simulation\nsite", "material": "Steel", "notes": "", "peak_test_amplitude": "2.5g, PFA", "prior_damage": "", "prior_damage_repaired": "", "reference": "Jenkins-2016", "reviewer": "NIST", "size_class": "", "specimen": "83", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Rigid Schdeule 40 steel black iron piping, 1\" dia riser pipe", "comp_detail": "", "component": "D.20.9.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0275, "governing_design_standard": "", "id": "exp2467a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Schdeule 40 steel black iron piping", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "Small (<= 1 inch diameter)", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Rigid Schdeule 40 steel black iron piping, 1\" dia horizontal branch pipe", "comp_detail": "", "component": "D.20.9.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.99, "governing_design_standard": "", "id": "exp2468a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Schdeule 40 steel black iron piping", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "Small (<= 1 inch diameter)", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Rigid Schdeule 40 steel black iron piping, 3/4\" dia horizontal branch pipe", "comp_detail": "", "component": "D.20.9.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.77, "governing_design_standard": "", "id": "exp2469a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Schdeule 40 steel black iron piping", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "Small (<= 1 inch diameter)", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Rigid Schdeule 40 steel black iron piping, 1/2\" dia horizontal branch pipe", "comp_detail": "", "component": "D.20.9.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.69, "governing_design_standard": "", "id": "exp2470a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Schdeule 40 steel black iron piping", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "Small (<= 1 inch diameter)", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Flexible Corrugated stainless steel tubing piping, 1\" dia riser pipe", "comp_detail": "", "component": "D.20.9.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.0599, "governing_design_standard": "", "id": "exp2471a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Flexible Corrugated stainless steel tubing piping", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "Small (<= 1 inch diameter)", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Flexible Corrugated stainless steel tubing piping, 1\" dia horizontal branch pipe", "comp_detail": "", "component": "D.20.9.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.99, "governing_design_standard": "", "id": "exp2472a", "loading_protocol": "DEN67", "location": "NHERI, U of California San Diego", "material": "Flexible Corrugated stainless steel tubing piping", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.64g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "Small (<= 1 inch diameter)", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Flexible Corrugated stainless steel tubing piping, 3/4\" dia horizontal branch pipe", "comp_detail": "", "component": "D.20.9.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.77, "governing_design_standard": "", "id": "exp2473a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Flexible Corrugated stainless steel tubing piping", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "Small (<= 1 inch diameter)", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Flexible Corrugated stainless steel tubing piping, 1/2\" dia horizontal branch pipe", "comp_detail": "", "component": "D.20.9.1.A", "design_objective": "PIDR = 2.5% for building", "ds_class": "No damage", "ds_description": "No Damage", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.69, "governing_design_standard": "", "id": "exp2474a", "loading_protocol": "DEN100", "location": "NHERI, U of California San Diego", "material": "Flexible Corrugated stainless steel tubing piping", "notes": "", "peak_test_amplitude": "Peak base input acceleration = 0.80g", "prior_damage": "", "prior_damage_repaired": "", "reference": "Pantoli_NCS_DamageStates-2016", "reviewer": "NIST", "size_class": "Small (<= 1 inch diameter)", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Welded restrained assembly: Piping 3-in. and 4-in. schedule 40 ASTM A53Grade B black steel pipe with an outer diameter and thickness of 3.5 in. and 4.5 in., and0.216 in. and 0.237 in., respectively. Water heaters connected to 3-in. pipes through four-bolt \ufb02anged connections. Heat exchanger and valves connected to 4-in. pipes through eight-bolt \ufb02anged connections. Connections welded using shielded metal arc welding process with root material E6010 and \ufb01ll material as E7018. Seven cable restrainers for seismic bracings, Two out of seven with restrainers in both longitudinal and lateral directions. Four vertical hanger rods of 5/8-in. diameter for supporting 4-in. pipe, and 1/2-in. diameter all-thread rod for 3-in. pipe. Vertical hanger rods braced laterally.", "comp_detail": "Braced", "component": "D.20.2.1.A", "design_objective": "ICC-ES AC156 testing protocol requiring nonstructural component subjected to synthetic input motion meeting a response spectrum with maximum spectral acceleration determined in accordance with Section 5.5.1.2.1 of the International Building Code (ICC 2006)", "ds_class": "Inconsequential", "ds_description": "No damage to piping or connections. Two lateral braces ruptured", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.043, "governing_design_standard": "ICC-ES AC156", "id": "exp2475a", "loading_protocol": "synthetic input motion conforming to required response spectrum", "location": "U of Nevada, Reno", "material": "schedule 40 ASTM A53Grade B black steel pipe", "notes": "", "peak_test_amplitude": "peak acceleration = 1.31g, and peak displacement = 8.65 in. equivalent maximum interstory drift of 4.3%", "prior_damage": "", "prior_damage_repaired": "", "reference": "Goodwin_PipingWeldedThreaded-2007", "reviewer": "NIST", "size_class": "3-4 in diameter", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Welded unrestrained assembly: Piping 3-in. and 4-in. schedule 40 ASTM A53Grade B black steel pipe with an outer diameter and thickness of 3.5 in. and 4.5 in., and0.216 in. and 0.237 in., respectively. Water heaters connected to 3-in. pipes through four-bolt \ufb02anged connections. Heat exchanger and valves connected to 4-in. pipes through eight-bolt \ufb02anged connections. Connections welded using shielded metal arc welding process with root material E6010 and \ufb01ll material as E7018. Four vertical hanger rods of 5/8-in. diameter for supporting 4-in. pipe, and 1/2-in. diameter all-thread rod for 3-in. pipe. Vertical hanger rods not braced laterally.", "comp_detail": "Unbraced", "component": "D.20.2.1.A", "design_objective": "ICC-ES AC156 testing protocol requiring nonstructural component subjected to synthetic input motion meeting a response spectrum with maximum spectral acceleration determined in accordance with Section 5.5.1.2.1 of the International Building Code (ICC 2006)", "ds_class": "Inconsequential", "ds_description": "No damage to piping or connections. Two hangers failed", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.043, "governing_design_standard": "ICC-ES AC156", "id": "exp2476a", "loading_protocol": "synthetic input motion conforming to required response spectrum", "location": "U of Nevada, Reno", "material": "schedule 40 ASTM A53Grade B black steel pipe", "notes": "", "peak_test_amplitude": "peak acceleration = 1.31g, and peak displacement = 8.65 in. equivalent maximum interstory drift of 4.3%", "prior_damage": "", "prior_damage_repaired": "", "reference": "Goodwin_PipingWeldedThreaded-2007", "reviewer": "NIST", "size_class": "3-4 in diameter", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Threaded restrained assembly: Piping 3-in. and 4-in. schedule 40 ASTM A53Grade B black steel pipe with an outer diameter and thickness of 3.5 in. and 4.5 in., and0.216 in. and 0.237 in., respectively. Water heaters connected to 3-in. pipes through four-bolt \ufb02anged connections. Heat exchanger and valves connected to 4-in. pipes through eight-bolt \ufb02anged connections. Fittings on threaded assemblies made of cast iron. Seven cable restrainers for seismic bracings, Two out of seven with restrainers in both longitudinal and lateral directions. Four vertical hanger rods of 5/8-in. diameter for supporting 4-in. pipe, and 1/2-in. diameter all-thread rod for 3-in. pipe. Vertical hanger rods braced laterally.", "comp_detail": "Braced", "component": "D.20.2.1.A", "design_objective": "ICC-ES AC156 testing protocol requiring nonstructural component subjected to synthetic input motion meeting a response spectrum with maximum spectral acceleration determined in accordance with Section 5.5.1.2.1 of the International Building Code (ICC 2006)", "ds_class": "Inconsequential", "ds_description": "\ufb02anged connection to the heat exchanger and two other elbows began to leak", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.022, "governing_design_standard": "ICC-ES AC156", "id": "exp2477a", "loading_protocol": "synthetic input motion conforming to required response spectrum", "location": "U of Nevada, Reno", "material": "schedule 40 ASTM A53Grade B black steel pipe", "notes": "", "peak_test_amplitude": "peak acceleration = 1.31g, and peak displacement = 8.65 in. equivalent maximum interstory drift of 4.3%", "prior_damage": "", "prior_damage_repaired": "", "reference": "Goodwin_PipingWeldedThreaded-2007", "reviewer": "NIST", "size_class": "3-4 in diameter", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Threaded restrained assembly: Piping 3-in. and 4-in. schedule 40 ASTM A53Grade B black steel pipe with an outer diameter and thickness of 3.5 in. and 4.5 in., and0.216 in. and 0.237 in., respectively. Water heaters connected to 3-in. pipes through four-bolt \ufb02anged connections. Heat exchanger and valves connected to 4-in. pipes through eight-bolt \ufb02anged connections. Fittings on threaded assemblies made of cast iron. Seven cable restrainers for seismic bracings, Two out of seven with restrainers in both longitudinal and lateral directions. Four vertical hanger rods of 5/8-in. diameter for supporting 4-in. pipe, and 1/2-in. diameter all-thread rod for 3-in. pipe. Vertical hanger rods braced laterally.", "comp_detail": "Braced", "component": "D.20.2.1.A", "design_objective": "ICC-ES AC156 testing protocol requiring nonstructural component subjected to synthetic input motion meeting a response spectrum with maximum spectral acceleration determined in accordance with Section 5.5.1.2.1 of the International Building Code (ICC 2006)", "ds_class": "Inconsequential", "ds_description": "excessive leakage at the heat exchanger \ufb02ange due to a fracture crack at \ufb02ange of connection to heat exchanger starting from edge of \ufb02ange", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.043, "governing_design_standard": "ICC-ES AC156", "id": "exp2478a", "loading_protocol": "synthetic input motion conforming to required response spectrum", "location": "U of Nevada, Reno", "material": "schedule 40 ASTM A53Grade B black steel pipe", "notes": "", "peak_test_amplitude": "peak acceleration = 1.31g, and peak displacement = 8.65 in. equivalent maximum interstory drift of 4.3%", "prior_damage": "Yes, leakage detected before", "prior_damage_repaired": "No", "reference": "Goodwin_PipingWeldedThreaded-2007", "reviewer": "NIST", "size_class": "3-4 in diameter", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Threaded unrestrained assembly: Piping 3-in. and 4-in. schedule 40 ASTM A53Grade B black steel pipe with an outer diameter and thickness of 3.5 in. and 4.5 in., and0.216 in. and 0.237 in., respectively. Water heaters connected to 3-in. pipes through four-bolt \ufb02anged connections. Heat exchanger and valves connected to 4-in. pipes through eight-bolt \ufb02anged connections. Fittings on threaded assemblies made of cast iron. Four vertical hanger rods of 5/8-in. diameter for supporting 4-in. pipe, and 1/2-in. diameter all-thread rod for 3-in. pipe. Vertical hanger rods not braced laterally.", "comp_detail": "Unbraced", "component": "D.20.2.1.A", "design_objective": "ICC-ES AC156 testing protocol requiring nonstructural component subjected to synthetic input motion meeting a response spectrum with maximum spectral acceleration determined in accordance with Section 5.5.1.2.1 of the International Building Code (ICC 2006)", "ds_class": "Inconsequential", "ds_description": "leaks forming at connections of pipes and valves installed on the horizontal run", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.011, "governing_design_standard": "ICC-ES AC156", "id": "exp2479a", "loading_protocol": "synthetic input motion conforming to required response spectrum", "location": "U of Nevada, Reno", "material": "schedule 40 ASTM A53Grade B black steel pipe", "notes": "", "peak_test_amplitude": "peak acceleration = 1.31g, and peak displacement = 8.65 in. equivalent maximum interstory drift of 4.3%", "prior_damage": "", "prior_damage_repaired": "", "reference": "Goodwin_PipingWeldedThreaded-2007", "reviewer": "NIST", "size_class": "3-4 in diameter", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Threaded unrestrained assembly: Piping 3-in. and 4-in. schedule 40 ASTM A53Grade B black steel pipe with an outer diameter and thickness of 3.5 in. and 4.5 in., and0.216 in. and 0.237 in., respectively. Water heaters connected to 3-in. pipes through four-bolt \ufb02anged connections. Heat exchanger and valves connected to 4-in. pipes through eight-bolt \ufb02anged connections. Fittings on threaded assemblies made of cast iron. Four vertical hanger rods of 5/8-in. diameter for supporting 4-in. pipe, and 1/2-in. diameter all-thread rod for 3-in. pipe. Vertical hanger rods not braced laterally.", "comp_detail": "Unbraced", "component": "D.20.2.1.A", "design_objective": "ICC-ES AC156 testing protocol requiring nonstructural component subjected to synthetic input motion meeting a response spectrum with maximum spectral acceleration determined in accordance with Section 5.5.1.2.1 of the International Building Code (ICC 2006)", "ds_class": "Inconsequential", "ds_description": "Leaks at the heatexchanger connection", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.022, "governing_design_standard": "ICC-ES AC156", "id": "exp2480a", "loading_protocol": "synthetic input motion conforming to required response spectrum", "location": "U of Nevada, Reno", "material": "schedule 40 ASTM A53Grade B black steel pipe", "notes": "", "peak_test_amplitude": "peak acceleration = 1.31g, and peak displacement = 8.65 in. equivalent maximum interstory drift of 4.3%", "prior_damage": "", "prior_damage_repaired": "", "reference": "Goodwin_PipingWeldedThreaded-2007", "reviewer": "NIST", "size_class": "3-4 in diameter", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, bi-directional" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.24, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods are 14.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "No damage", "ds_description": "none", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0015, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2484a", "loading_protocol": "BI7: ICA-140%, Actual Motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.5 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4SE and 4NE- medium flex connection", "specimen_inspection_sequence": "7.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.31, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods are 14.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0024, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2485a", "loading_protocol": "FB1: Canoga Park-100%, Spectrally matched, Serviceabilty level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4SE and 4NE- medium flex connection", "specimen_inspection_sequence": "8.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.32, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods are 14.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0026, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2486a", "loading_protocol": "FB2: LA City Terrace-100% Spectrally matched, Serviceability level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.18 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4SE and 4NE- medium flex connection", "specimen_inspection_sequence": "9.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.43, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods are 14.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0043, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2487a", "loading_protocol": "FB3: ICA-50%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4SE and 4NE- medium flex connection", "specimen_inspection_sequence": "10.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.5, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods are 14.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0074, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2488a", "loading_protocol": "FB4: ICA-100%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.26 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "Upper-tie back rods replaced", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4SE and 4NE- medium flex connection", "specimen_inspection_sequence": "11.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.7, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods are 14.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Consequential", "ds_description": "moderate permanent deformation of the upper tie-back rods and hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0109, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2489a", "loading_protocol": "FB5: Pump Station #9-67%, Spectrally matched, around Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.64 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4SE and 4NE- medium flex connection", "specimen_inspection_sequence": "12.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.65, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods are 14.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Consequential", "ds_description": "moderate permanent deformation of the upper tie-back rods, complete tearing of vertical caulking > 4\" in length, and hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0129, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2490a", "loading_protocol": "FB6: Pump Station #9-100%, Spectrally matched, about 1.5 times the Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.80 g PGA (Peak Input Acceleration)", "prior_damage": "moderate permanent deformation of the upper tie-back rods and hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4SE and 4NE- medium flex connection", "specimen_inspection_sequence": "13.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.24, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods are 18.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "No damage", "ds_description": "none", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0015, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2491a", "loading_protocol": "BI7: ICA-140%, Actual Motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.5 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4SE and 4NE - long flex connections", "specimen_inspection_sequence": "7.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.31, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods are 18.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0024, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2492a", "loading_protocol": "FB1: Canoga Park-100%, Spectrally matched, Serviceabilty level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4SE and 4NE - long flex connections", "specimen_inspection_sequence": "8.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.32, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods are 18.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0026, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2493a", "loading_protocol": "FB2: LA City Terrace-100% Spectrally matched, Serviceability level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.18 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4SE and 4NE - long flex connections", "specimen_inspection_sequence": "9.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.43, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods are 18.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0043, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2494a", "loading_protocol": "FB3: ICA-50%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4SE and 4NE - long flex connections", "specimen_inspection_sequence": "10.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.5, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods are 18.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0074, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2495a", "loading_protocol": "FB4: ICA-100%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.26 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "Upper-tie back rods replaced", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4SE and 4NE - long flex connections", "specimen_inspection_sequence": "11.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.7, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods are 18.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0109, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2496a", "loading_protocol": "FB5: Pump Station #9-67%, Spectrally matched, around Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.64 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4SE and 4NE - long flex connections", "specimen_inspection_sequence": "12.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.65, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods are 18.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Consequential", "ds_description": "moderate permanent deformation of the upper tie-back rods, complete tearing of vertical caulking > 4\" in length, and hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0129, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2497a", "loading_protocol": "FB6: Pump Station #9-100%, Spectrally matched, about 1.5 times the Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.80 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4SE and 4NE - long flex connections", "specimen_inspection_sequence": "13.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.24, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is effectively zero (snug). All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "No damage", "ds_description": "none", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0015, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2498a", "loading_protocol": "BI7: ICA-140%, Actual Motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.5 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4NW and Panel 4SW - short sliding connection", "specimen_inspection_sequence": "7.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.31, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is effectively zero (snug). All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0024, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2499a", "loading_protocol": "FB1: Canoga Park-100%, Spectrally matched, Serviceabilty level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4NW and Panel 4SW - short sliding connection", "specimen_inspection_sequence": "8.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.32, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is effectively zero (snug). All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0026, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2500a", "loading_protocol": "FB2: LA City Terrace-100% Spectrally matched, Serviceability level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.18 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4NW and Panel 4SW - short sliding connection", "specimen_inspection_sequence": "9.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.43, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is effectively zero (snug). All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0043, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2501a", "loading_protocol": "FB3: ICA-50%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4NW and Panel 4SW - short sliding connection", "specimen_inspection_sequence": "10.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.5, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is effectively zero (snug). All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0074, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2502a", "loading_protocol": "FB4: ICA-100%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.26 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "Upper-tie back rods replaced", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4NW and Panel 4SW - short sliding connection", "specimen_inspection_sequence": "11.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.7, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is effectively zero (snug). All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0109, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2503a", "loading_protocol": "FB5: Pump Station #9-67%, Spectrally matched, around Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.64 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4NW and Panel 4SW - short sliding connection", "specimen_inspection_sequence": "12.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.65, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is effectively zero (snug). All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Consequential", "ds_description": "permanent residual misalignment of panels > 1\", complete tearing of vertical caulking > 4\" in length , and hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0129, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2504a", "loading_protocol": "FB6: Pump Station #9-100%, Spectrally matched, about 1.5 times the Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.80 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4NW and Panel 4SW - short sliding connection", "specimen_inspection_sequence": "13.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.24, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is 7\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "No damage", "ds_description": "none", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0015, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2505a", "loading_protocol": "BI7: ICA-140%, Actual Motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.5 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4NW and Panel 4SW - Long sliding connection", "specimen_inspection_sequence": "7.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.31, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is 7\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Consequential", "ds_description": "moderate permanent deformation of the upper tie-back rods and hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0024, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2506a", "loading_protocol": "FB1: Canoga Park-100%, Spectrally matched, Serviceabilty level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4NW and Panel 4SW - Long sliding connection", "specimen_inspection_sequence": "8.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.32, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is 7\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Consequential", "ds_description": "moderate permanent deformation of the upper tie-back rods and hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0026, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2507a", "loading_protocol": "FB2: LA City Terrace-100% Spectrally matched, Serviceability level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.18 g PGA (Peak Input Acceleration)", "prior_damage": "moderate permanent deformation of the upper tie-back rods and hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "prior_damage_repaired": "Upper-tie back rods replaced", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4NW and Panel 4SW - Long sliding connection", "specimen_inspection_sequence": "9.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.43, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is 7\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Consequential", "ds_description": "moderate permanent deformation of the upper tie-back rods and hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0043, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2508a", "loading_protocol": "FB3: ICA-50%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "moderate permanent deformation of the upper tie-back rods and hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4NW and Panel 4SW - Long sliding connection", "specimen_inspection_sequence": "10.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.5, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is 7\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Consequential", "ds_description": "moderate permanent deformation of the upper tie-back rods and hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0074, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2509a", "loading_protocol": "FB4: ICA-100%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.26 g PGA (Peak Input Acceleration)", "prior_damage": "moderate permanent deformation of the upper tie-back rods and hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "prior_damage_repaired": "Upper-tie back rods replaced", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4NW and Panel 4SW - Long sliding connection", "specimen_inspection_sequence": "11.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.7, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is 7\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Consequential", "ds_description": "moderate permanent deformation of the upper tie-back rods and hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0109, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2510a", "loading_protocol": "FB5: Pump Station #9-67%, Spectrally matched, around Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.64 g PGA (Peak Input Acceleration)", "prior_damage": "moderate permanent deformation of the upper tie-back rods and hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4NW and Panel 4SW - Long sliding connection", "specimen_inspection_sequence": "12.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.65, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is 7\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Consequential", "ds_description": "moderate permanent deformation of the upper tie-back rods , permanent residual misalignment of panels > 1\", complete tearing of vertical caulking > 4\" in length , and moderate cracking > 0.02\" in upper spandrel between connection points for in-plane panels", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0129, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2511a", "loading_protocol": "FB6: Pump Station #9-100%, Spectrally matched, about 1.5 times the Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.80 g PGA (Peak Input Acceleration)", "prior_damage": "moderate permanent deformation of the upper tie-back rods and hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 4NW and Panel 4SW - Long sliding connection", "specimen_inspection_sequence": "13.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.24, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods is 10.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "No damage", "ds_description": "none", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0009, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2512a", "loading_protocol": "BI7: ICA-140%, Actual Motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.5 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NW and 5SW - short flex connection", "specimen_inspection_sequence": "7.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.35, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods is 10.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0013, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2513a", "loading_protocol": "FB1: Canoga Park-100%, Spectrally matched, Serviceabilty level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NW and 5SW - short flex connection", "specimen_inspection_sequence": "8.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.35, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods is 10.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0014, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2514a", "loading_protocol": "FB2: LA City Terrace-100% Spectrally matched, Serviceability level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.18 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NW and 5SW - short flex connection", "specimen_inspection_sequence": "9.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.47, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods is 10.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0023, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2515a", "loading_protocol": "FB3: ICA-50%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NW and 5SW - short flex connection", "specimen_inspection_sequence": "10.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.57, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods is 10.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0036, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2516a", "loading_protocol": "FB4: ICA-100%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.26 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "Upper-tie back rods replaced", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NW and 5SW - short flex connection", "specimen_inspection_sequence": "11.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.68, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods is 10.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0054, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2517a", "loading_protocol": "FB5: Pump Station #9-67%, Spectrally matched, around Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.64 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NW and 5SW - short flex connection", "specimen_inspection_sequence": "12.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.65, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods is 10.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Consequential", "ds_description": "minor tearing of caulking < 4\" in length and hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0066, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2518a", "loading_protocol": "FB6: Pump Station #9-100%, Spectrally matched, about 1.5 times the Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.80 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NW and 5SW - short flex connection", "specimen_inspection_sequence": "13.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.24, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods is 14.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "No damage", "ds_description": "none", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0009, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2519a", "loading_protocol": "BI7: ICA-140%, Actual Motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.5 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NW and 5SW - medium flex connection", "specimen_inspection_sequence": "7.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.35, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods is 14.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0013, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2520a", "loading_protocol": "FB1: Canoga Park-100%, Spectrally matched, Serviceabilty level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NW and 5SW - medium flex connection", "specimen_inspection_sequence": "8.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.35, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods is 14.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0014, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2521a", "loading_protocol": "FB2: LA City Terrace-100% Spectrally matched, Serviceability level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.18 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NW and 5SW - medium flex connection", "specimen_inspection_sequence": "9.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.47, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods is 14.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0023, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2522a", "loading_protocol": "FB3: ICA-50%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NW and 5SW - medium flex connection", "specimen_inspection_sequence": "10.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.57, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods is 14.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0036, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2523a", "loading_protocol": "FB4: ICA-100%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.26 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "Upper-tie back rods replaced", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NW and 5SW - medium flex connection", "specimen_inspection_sequence": "11.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.68, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods is 14.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0054, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2524a", "loading_protocol": "FB5: Pump Station #9-67%, Spectrally matched, around Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.64 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NW and 5SW - medium flex connection", "specimen_inspection_sequence": "12.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.65, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod. The free length of the upper tieback rods is 14.9\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing threaded tie-rod - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Consequential", "ds_description": "moderate permanent deformation of the upper tie-back rods, minor tearing of caulking < 4\" in length, and hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0066, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2525a", "loading_protocol": "FB6: Pump Station #9-100%, Spectrally matched, about 1.5 times the Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.80 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NW and 5SW - medium flex connection", "specimen_inspection_sequence": "13.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.24, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is effectively zero (snug). All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "No damage", "ds_description": "none", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0009, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2526a", "loading_protocol": "BI7: ICA-140%, Actual Motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.5 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NE and 5SE - short sliding connection", "specimen_inspection_sequence": "7.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.35, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is effectively zero (snug). All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0013, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2527a", "loading_protocol": "FB1: Canoga Park-100%, Spectrally matched, Serviceabilty level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NE and 5SE - short sliding connection", "specimen_inspection_sequence": "8.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.35, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is effectively zero (snug). All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0014, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2528a", "loading_protocol": "FB2: LA City Terrace-100% Spectrally matched, Serviceability level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.18 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NE and 5SE - short sliding connection", "specimen_inspection_sequence": "9.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.47, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is effectively zero (snug). All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0023, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2529a", "loading_protocol": "FB3: ICA-50%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NE and 5SE - short sliding connection", "specimen_inspection_sequence": "10.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.57, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is effectively zero (snug). All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0036, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2530a", "loading_protocol": "FB4: ICA-100%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.26 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "Upper-tie back rods replaced", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NE and 5SE - short sliding connection", "specimen_inspection_sequence": "11.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.68, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is effectively zero (snug). All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0054, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2531a", "loading_protocol": "FB5: Pump Station #9-67%, Spectrally matched, around Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.64 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NE and 5SE - short sliding connection", "specimen_inspection_sequence": "12.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.65, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is effectively zero (snug). All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Consequential", "ds_description": "minor tearing of caulking < 4\" in length and hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0066, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2532a", "loading_protocol": "FB6: Pump Station #9-100%, Spectrally matched, about 1.5 times the Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.80 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NE and 5SE - short sliding connection", "specimen_inspection_sequence": "13.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.24, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is 3.5\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "No damage", "ds_description": "none", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0009, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2533a", "loading_protocol": "BI7: ICA-140%, Actual Motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.5 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NE and 5SE - medium sliding connection", "specimen_inspection_sequence": "7.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.35, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is 3.5\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0013, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2534a", "loading_protocol": "FB1: Canoga Park-100%, Spectrally matched, Serviceabilty level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NE and 5SE - medium sliding connection", "specimen_inspection_sequence": "8.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.35, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is 3.5\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0014, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2535a", "loading_protocol": "FB2: LA City Terrace-100% Spectrally matched, Serviceability level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.18 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "prior_damage_repaired": "Upper-tie back rods replaced", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NE and 5SE - medium sliding connection", "specimen_inspection_sequence": "9.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.47, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is 3.5\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0023, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2536a", "loading_protocol": "FB3: ICA-50%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NE and 5SE - medium sliding connection", "specimen_inspection_sequence": "10.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.57, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is 3.5\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Consequential", "ds_description": "moderate permanent deformation of the upper tie-back rods and hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0036, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2537a", "loading_protocol": "FB4: ICA-100%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.26 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "prior_damage_repaired": "Upper-tie back rods replaced", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NE and 5SE - medium sliding connection", "specimen_inspection_sequence": "11.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.68, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is 3.5\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0054, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2538a", "loading_protocol": "FB5: Pump Station #9-67%, Spectrally matched, around Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.64 g PGA (Peak Input Acceleration)", "prior_damage": "moderate permanent deformation of the upper tie-back rods and hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "prior_damage_repaired": "Upper-tie back rods replaced", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NE and 5SE - medium sliding connection", "specimen_inspection_sequence": "12.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.65, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by two bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a sliding mechanism. The clear length between the panel and the sliding connection is 3.5\". All the joints are sealed with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Sliding connection - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Consequential", "ds_description": "minor tearing of caulking < 4\" in length and hairline cracks <0.02\" around corners of openings for in-place concrete panels", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0066, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2539a", "loading_protocol": "FB6: Pump Station #9-100%, Spectrally matched, about 1.5 times the Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.80 g PGA (Peak Input Acceleration)", "prior_damage": "moderate permanent deformation of the upper tie-back rods and hairline cracks <0.02\" around corners of openings and at bound sliding connections for in-place concrete panels", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "In-Plane APC Panel 5NE and 5SE - medium sliding connection", "specimen_inspection_sequence": "13.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.24, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod with a ductile plate attachement to asbsorb plastic out of plane deformations. The joint size was 1\u2019\u2019 for the butt-return joint and \u00be\u2019\u2019 for the miter joint, which allowed a movement of 1.06\u2019\u2019 due to the inclination. All the joints were filled with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing ductile plate - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "No damage", "ds_description": "none", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0015, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2540a", "loading_protocol": "BI7: ICA-140%, Actual Motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.5 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "Out-of-Plane APC Panel of 4th story", "specimen_inspection_sequence": "7.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.31, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod with a ductile plate attachement to asbsorb plastic out of plane deformations. The joint size was 1\u2019\u2019 for the butt-return joint and \u00be\u2019\u2019 for the miter joint, which allowed a movement of 1.06\u2019\u2019 due to the inclination. All the joints were filled with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing ductile plate - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "No damage", "ds_description": "none", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0024, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2541a", "loading_protocol": "FB1: Canoga Park-100%, Spectrally matched, Serviceabilty level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "Out-of-Plane APC Panel of 4th story", "specimen_inspection_sequence": "8.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.32, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod with a ductile plate attachement to asbsorb plastic out of plane deformations. The joint size was 1\u2019\u2019 for the butt-return joint and \u00be\u2019\u2019 for the miter joint, which allowed a movement of 1.06\u2019\u2019 due to the inclination. All the joints were filled with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing ductile plate - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "No damage", "ds_description": "none", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0026, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2542a", "loading_protocol": "FB2: LA City Terrace-100% Spectrally matched, Serviceability level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.18 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "Out-of-Plane APC Panel of 4th story", "specimen_inspection_sequence": "9.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.43, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod with a ductile plate attachement to asbsorb plastic out of plane deformations. The joint size was 1\u2019\u2019 for the butt-return joint and \u00be\u2019\u2019 for the miter joint, which allowed a movement of 1.06\u2019\u2019 due to the inclination. All the joints were filled with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing ductile plate - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" in out-of-plane panel and minor plastic deformation of the out-of-plane ductile plate", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0043, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2543a", "loading_protocol": "FB3: ICA-50%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "Out-of-Plane APC Panel of 4th story", "specimen_inspection_sequence": "10.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.5, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod with a ductile plate attachement to asbsorb plastic out of plane deformations. The joint size was 1\u2019\u2019 for the butt-return joint and \u00be\u2019\u2019 for the miter joint, which allowed a movement of 1.06\u2019\u2019 due to the inclination. All the joints were filled with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing ductile plate - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" in out-of-plane panel and minor plastic deformation of the out-of-plane ductile plate", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0074, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2544a", "loading_protocol": "FB4: ICA-100%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.26 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" in out-of-plane panel and minor plastic deformation of the out-of-plane ductile plate", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "Out-of-Plane APC Panel of 4th story", "specimen_inspection_sequence": "11.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.7, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod with a ductile plate attachement to asbsorb plastic out of plane deformations. The joint size was 1\u2019\u2019 for the butt-return joint and \u00be\u2019\u2019 for the miter joint, which allowed a movement of 1.06\u2019\u2019 due to the inclination. All the joints were filled with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing ductile plate - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Inconsequential", "ds_description": "hairline cracks <0.02\" in out-of-plane panel and minor plastic deformation of the out-of-plane ductile plate", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0109, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2545a", "loading_protocol": "FB5: Pump Station #9-67%, Spectrally matched, around Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.64 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" in out-of-plane panel and minor plastic deformation of the out-of-plane ductile plate", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "Out-of-Plane APC Panel of 4th story", "specimen_inspection_sequence": "12.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.65, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 13' 11\" tall, floor-to-floor. Panels are supported by bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod with a ductile plate attachement to asbsorb plastic out of plane deformations. The joint size was 1\u2019\u2019 for the butt-return joint and \u00be\u2019\u2019 for the miter joint, which allowed a movement of 1.06\u2019\u2019 due to the inclination. All the joints were filled with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing ductile plate - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "Consequential", "ds_description": "hairline cracks <0.02\" in out-of-plane panel and significant plastic deformation of the out-of-plane ductile plate", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0129, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2546a", "loading_protocol": "FB6: Pump Station #9-100%, Spectrally matched, about 1.5 times the Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.80 g PGA (Peak Input Acceleration)", "prior_damage": "hairline cracks <0.02\" in out-of-plane panel and minor plastic deformation of the out-of-plane ductile plate", "prior_damage_repaired": "No", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "Out-of-Plane APC Panel of 4th story", "specimen_inspection_sequence": "13.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.24, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod with a ductile plate attachement to asbsorb plastic out of plane deformations. The joint size was 1\u2019\u2019 for the butt-return joint and \u00be\u2019\u2019 for the miter joint, which allowed a movement of 1.06\u2019\u2019 due to the inclination. All the joints were filled with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing ductile plate - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "No damage", "ds_description": "none", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0009, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2547a", "loading_protocol": "BI7: ICA-140%, Actual Motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.5 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "Out-of-Plane APC Panel of 5th story", "specimen_inspection_sequence": "7.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.35, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod with a ductile plate attachement to asbsorb plastic out of plane deformations. The joint size was 1\u2019\u2019 for the butt-return joint and \u00be\u2019\u2019 for the miter joint, which allowed a movement of 1.06\u2019\u2019 due to the inclination. All the joints were filled with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing ductile plate - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "No damage", "ds_description": "none", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0013, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2548a", "loading_protocol": "FB1: Canoga Park-100%, Spectrally matched, Serviceabilty level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "Out-of-Plane APC Panel of 5th story", "specimen_inspection_sequence": "8.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.35, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod with a ductile plate attachement to asbsorb plastic out of plane deformations. The joint size was 1\u2019\u2019 for the butt-return joint and \u00be\u2019\u2019 for the miter joint, which allowed a movement of 1.06\u2019\u2019 due to the inclination. All the joints were filled with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing ductile plate - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "No damage", "ds_description": "none", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0014, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2549a", "loading_protocol": "FB2: LA City Terrace-100% Spectrally matched, Serviceability level", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.18 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "Out-of-Plane APC Panel of 5th story", "specimen_inspection_sequence": "9.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.47, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod with a ductile plate attachement to asbsorb plastic out of plane deformations. The joint size was 1\u2019\u2019 for the butt-return joint and \u00be\u2019\u2019 for the miter joint, which allowed a movement of 1.06\u2019\u2019 due to the inclination. All the joints were filled with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing ductile plate - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "No damage", "ds_description": "none", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0023, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2550a", "loading_protocol": "FB3: ICA-50%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.21 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "Out-of-Plane APC Panel of 5th story", "specimen_inspection_sequence": "10.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.57, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod with a ductile plate attachement to asbsorb plastic out of plane deformations. The joint size was 1\u2019\u2019 for the butt-return joint and \u00be\u2019\u2019 for the miter joint, which allowed a movement of 1.06\u2019\u2019 due to the inclination. All the joints were filled with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing ductile plate - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "No damage", "ds_description": "none", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0036, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2551a", "loading_protocol": "FB4: ICA-100%, Actual motion, Long duration, multiple runs", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.26 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "Out-of-Plane APC Panel of 5th story", "specimen_inspection_sequence": "11.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.68, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod with a ductile plate attachement to asbsorb plastic out of plane deformations. The joint size was 1\u2019\u2019 for the butt-return joint and \u00be\u2019\u2019 for the miter joint, which allowed a movement of 1.06\u2019\u2019 due to the inclination. All the joints were filled with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing ductile plate - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "No damage", "ds_description": "none", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0054, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2552a", "loading_protocol": "FB5: Pump Station #9-67%, Spectrally matched, around Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.64 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "Out-of-Plane APC Panel of 5th story", "specimen_inspection_sequence": "12.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, horizontal", "alt_edp_unit": "g", "alt_edp_value": 0.65, "comp_description": "5\" thick Architectural Precast Concrete (APC) Cladding APC cladding with punched window openings. Panels are 15' 5\" tall, floor-to-floor. Panels are supported by bearing connections at the bottom and 0.75\" diameter tieback connections at the top. Upper tieback connections are designed to accomodate seismic drifts through a flexing of the tieback rod with a ductile plate attachement to asbsorb plastic out of plane deformations. The joint size was 1\u2019\u2019 for the butt-return joint and \u00be\u2019\u2019 for the miter joint, which allowed a movement of 1.06\u2019\u2019 due to the inclination. All the joints were filled with caulking.", "comp_detail": "Horizontal sliding or ductile connection - Flexing ductile plate - sealant between joints", "component": "B.20.1.1.C", "design_objective": "\"Structural design criteria and detailing conformed to requirements of ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05 for regions of high seismicity. Nonlinear time history analyses of the building were conducted and used to predict interstory drift ratios (IDRs) anticipated during design and maximum credible earthquake events and were used to size the joints and design the slotted and flexing rod connections. The expected peak drifts were 2% and 1.1% at the fourth and fifth level, respectively. In terms of forces, the preliminary analysis predicted a short period spectral acceleration SDS of 2.33 g, 1.60 g and 2.84 at the fourth floor, fifth floor, and roof respectively.\"", "ds_class": "No damage", "ds_description": "none", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0066, "governing_design_standard": "ASCE 7-10, ACI 318-08, PCI MNL 120-04 and ANSI/AISC 360-05", "id": "exp2553a", "loading_protocol": "FB6: Pump Station #9-100%, Spectrally matched, about 1.5 times the Design Earthquake", "location": "UCSD, California", "material": "", "notes": "main reference for reported damage is from Table 3.5 and 3.6", "peak_test_amplitude": "0.80 g PGA (Peak Input Acceleration)", "prior_damage": "No", "prior_damage_repaired": "", "reference": "Pantoli_APC_PanelsAndConnections-2016", "reviewer": "NIST", "size_class": "", "specimen": "Out-of-Plane APC Panel of 5th story", "specimen_inspection_sequence": "13.0", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1/4 in. 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Aspect Ratio = 1.89:1", "comp_detail": "Dry-glazed stick built - Insulated Glazing Units (IGUs)\n(Double-, triple-pane)", "component": "B.20.2.3.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Gasket Degradation", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.017, "governing_design_standard": "International Building Code 2006", "id": "exp2739a", "loading_protocol": "In-plane dynamic crescendo test protocol", "location": "Penn State Univ.", "material": "Fully tempered", "notes": "", "peak_test_amplitude": "6inch actuator stroke capacity", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Memari_ArchGlassFragility-2011", "reviewer": "NIST", "size_class": "", "specimen": "34.5", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1 in. (25 mm) FT IGU [1/4 in. 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Aspect Ratio = 1.89:1", "comp_detail": "Dry-glazed stick built - Insulated Glazing Units (IGUs)\n(Double-, triple-pane)", "component": "B.20.2.3.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Loss of seal", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.027, "governing_design_standard": "International Building Code 2006", "id": "exp2740a", "loading_protocol": "In-plane dynamic crescendo test protocol", "location": "Penn State Univ.", "material": "Fully tempered", "notes": "", "peak_test_amplitude": "6inch actuator stroke capacity", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Memari_ArchGlassFragility-2011", "reviewer": "NIST", "size_class": "", "specimen": "34.5", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1 in. (25 mm) FT IGU [1/4 in. 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Aspect Ratio = 1.89:1", "comp_detail": "Dry-glazed stick built - Insulated Glazing Units (IGUs)\n(Double-, triple-pane)", "component": "B.20.2.3.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Frame Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.06, "governing_design_standard": "International Building Code 2006", "id": "exp2741a", "loading_protocol": "In-plane dynamic crescendo test protocol", "location": "Penn State Univ.", "material": "Fully tempered", "notes": "", "peak_test_amplitude": "6inch actuator stroke capacity", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Memari_ArchGlassFragility-2011", "reviewer": "NIST", "size_class": "", "specimen": "34.5", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1 in. (25 mm) FT IGU [1/4 in. 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Aspect Ratio = 1.89:1", "comp_detail": "Dry-glazed stick built - Insulated Glazing Units (IGUs)\n(Double-, triple-pane)", "component": "B.20.2.3.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Loss of seal", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.03, "governing_design_standard": "International Building Code 2006", "id": "exp2742a", "loading_protocol": "In-plane dynamic crescendo test protocol", "location": "Penn State Univ.", "material": "Fully tempered", "notes": "", "peak_test_amplitude": "6inch actuator stroke capacity", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Memari_ArchGlassFragility-2011", "reviewer": "NIST", "size_class": "", "specimen": "34.6", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1 in. (25 mm) FT IGU [1/4 in. 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(6 mm) inner and outer panes], Aluminum framing, square corners, Corner Cond. Specimen, combined in-plane panels from in-plane and L-shaped tests. Glass-to-Frame Clearance = 0.43 in. (11 mm). Aspect Ratio = 1.89:1", "comp_detail": "Dry-glazed stick built - Insulated Glazing Units (IGUs)\n(Double-, triple-pane)", "component": "B.20.2.3.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Frame Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.045, "governing_design_standard": "International Building Code 2006", "id": "exp2755a", "loading_protocol": "In-plane dynamic crescendo test protocol", "location": "Penn State Univ.", "material": "Fully tempered", "notes": "", "peak_test_amplitude": "6inch actuator stroke capacity", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Memari_ArchGlassFragility-2011", "reviewer": "NIST", "size_class": "", "specimen": "35.6", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1 in. (25 mm) FT IGU [1/4 in. 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Aspect Ratio = 1.89:1", "comp_detail": "Dry-glazed stick built - Insulated Glazing Units (IGUs)\n(Double-, triple-pane)", "component": "B.20.2.3.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Loss of seal", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.012, "governing_design_standard": "International Building Code 2006", "id": "exp2756a", "loading_protocol": "In-plane dynamic crescendo test protocol", "location": "Penn State Univ.", "material": "Fully tempered", "notes": "", "peak_test_amplitude": "6inch actuator stroke capacity", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Memari_ArchGlassFragility-2011", "reviewer": "NIST", "size_class": "", "specimen": "35.7", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1 in. (25 mm) FT IGU [1/4 in. (6 mm) inner and outer panes], Aluminum framing, square corners, Corner Cond. Specimen, combined in-plane panels from in-plane and L-shaped tests. Glass-to-Frame Clearance = 0.43 in. (11 mm). Aspect Ratio = 1.89:1", "comp_detail": "Dry-glazed stick built - Insulated Glazing Units (IGUs)\n(Double-, triple-pane)", "component": "B.20.2.3.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Gasket Degradation", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.037, "governing_design_standard": "International Building Code 2006", "id": "exp2757a", "loading_protocol": "In-plane dynamic crescendo test protocol", "location": "Penn State Univ.", "material": "Fully tempered", "notes": "", "peak_test_amplitude": "6inch actuator stroke capacity", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Memari_ArchGlassFragility-2011", "reviewer": "NIST", "size_class": "", "specimen": "35.7", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1 in. (25 mm) FT IGU [1/4 in. 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Aspect Ratio = 1.89:1", "comp_detail": "Dry-glazed stick built - Insulated Glazing Units (IGUs)\n(Double-, triple-pane)", "component": "B.20.2.3.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Frame Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.06, "governing_design_standard": "International Building Code 2006", "id": "exp2758a", "loading_protocol": "In-plane dynamic crescendo test protocol", "location": "Penn State Univ.", "material": "Fully tempered", "notes": "", "peak_test_amplitude": "6inch actuator stroke capacity", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Memari_ArchGlassFragility-2011", "reviewer": "NIST", "size_class": "", "specimen": "35.7", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1 in. (25 mm) FT IGU [1/4 in. (6 mm) inner and outer panes], Aluminum framing, square corners, Corner Cond. Specimen, combined in-plane panels from in-plane and L-shaped tests. Glass-to-Frame Clearance = 0.43 in. (11 mm). Aspect Ratio = 1.89:1", "comp_detail": "Dry-glazed stick built - Insulated Glazing Units (IGUs)\n(Double-, triple-pane)", "component": "B.20.2.3.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Loss of seal", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "International Building Code 2006", "id": "exp2759a", "loading_protocol": "In-plane dynamic crescendo test protocol", "location": "Penn State Univ.", "material": "Fully tempered", "notes": "", "peak_test_amplitude": "6inch actuator stroke capacity", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Memari_ArchGlassFragility-2011", "reviewer": "NIST", "size_class": "", "specimen": "35.8", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1 in. (25 mm) FT IGU [1/4 in. (6 mm) inner and outer panes], Aluminum framing, square corners, Corner Cond. Specimen, combined in-plane panels from in-plane and L-shaped tests. Glass-to-Frame Clearance = 0.43 in. (11 mm). Aspect Ratio = 1.89:1", "comp_detail": "Dry-glazed stick built - Insulated Glazing Units (IGUs)\n(Double-, triple-pane)", "component": "B.20.2.3.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Gasket Degradation", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.03, "governing_design_standard": "International Building Code 2006", "id": "exp2760a", "loading_protocol": "In-plane dynamic crescendo test protocol", "location": "Penn State Univ.", "material": "Fully tempered", "notes": "", "peak_test_amplitude": "6inch actuator stroke capacity", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Memari_ArchGlassFragility-2011", "reviewer": "NIST", "size_class": "", "specimen": "35.8", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1 in. (25 mm) FT IGU [1/4 in. (6 mm) inner and outer panes], Aluminum framing, square corners, Corner Cond. Specimen, combined in-plane panels from in-plane and L-shaped tests. Glass-to-Frame Clearance = 0.43 in. (11 mm). Aspect Ratio = 1.89:1", "comp_detail": "Dry-glazed stick built - Insulated Glazing Units (IGUs)\n(Double-, triple-pane)", "component": "B.20.2.3.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Frame Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.045, "governing_design_standard": "International Building Code 2006", "id": "exp2761a", "loading_protocol": "In-plane dynamic crescendo test protocol", "location": "Penn State Univ.", "material": "Fully tempered", "notes": "", "peak_test_amplitude": "6inch actuator stroke capacity", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Memari_ArchGlassFragility-2011", "reviewer": "NIST", "size_class": "", "specimen": "35.8", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1 in. (25 mm) FT IGU [1/4 in. (6 mm) inner and outer panes], Aluminum framing, square corners, Corner Cond. Specimen, combined in-plane panels from in-plane and L-shaped tests. Glass-to-Frame Clearance = 0.43 in. (11 mm). Aspect Ratio = 1.89:1", "comp_detail": "Dry-glazed stick built - Insulated Glazing Units (IGUs)\n(Double-, triple-pane)", "component": "B.20.2.3.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Loss of seal", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.012, "governing_design_standard": "International Building Code 2006", "id": "exp2762a", "loading_protocol": "In-plane dynamic crescendo test protocol", "location": "Penn State Univ.", "material": "Fully tempered", "notes": "", "peak_test_amplitude": "6inch actuator stroke capacity", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Memari_ArchGlassFragility-2011", "reviewer": "NIST", "size_class": "", "specimen": "35.9", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1 in. (25 mm) FT IGU [1/4 in. (6 mm) inner and outer panes], Aluminum framing, square corners, Corner Cond. Specimen, combined in-plane panels from in-plane and L-shaped tests. Glass-to-Frame Clearance = 0.43 in. (11 mm). Aspect Ratio = 1.89:1", "comp_detail": "Dry-glazed stick built - Insulated Glazing Units (IGUs)\n(Double-, triple-pane)", "component": "B.20.2.3.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Gasket Degradation", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.03, "governing_design_standard": "International Building Code 2006", "id": "exp2763a", "loading_protocol": "In-plane dynamic crescendo test protocol", "location": "Penn State Univ.", "material": "Fully tempered", "notes": "", "peak_test_amplitude": "6inch actuator stroke capacity", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Memari_ArchGlassFragility-2011", "reviewer": "NIST", "size_class": "", "specimen": "35.9", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1 in. (25 mm) FT IGU [1/4 in. 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Aspect Ratio = 1.89:1", "comp_detail": "Dry-glazed stick built - Insulated Glazing Units (IGUs)\n(Double-, triple-pane)", "component": "B.20.2.3.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Frame Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.047, "governing_design_standard": "International Building Code 2006", "id": "exp2764a", "loading_protocol": "In-plane dynamic crescendo test protocol", "location": "Penn State Univ.", "material": "Fully tempered", "notes": "", "peak_test_amplitude": "6inch actuator stroke capacity", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Memari_ArchGlassFragility-2011", "reviewer": "NIST", "size_class": "", "specimen": "35.9", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1 in. (25 mm) FT IGU [1/4 in. 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Aspect Ratio = 1.89:1", "comp_detail": "Dry-glazed stick built - Insulated Glazing Units (IGUs)\n(Double-, triple-pane)", "component": "B.20.2.3.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Glass Cracking/Fallout", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.055, "governing_design_standard": "International Building Code 2006", "id": "exp2765a", "loading_protocol": "In-plane dynamic crescendo test protocol", "location": "Penn State Univ.", "material": "Fully tempered", "notes": "", "peak_test_amplitude": "6inch actuator stroke capacity", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Memari_ArchGlassFragility-2011", "reviewer": "NIST", "size_class": "", "specimen": "35.9", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1 in. (25 mm) FT IGU [1/4 in. 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Aspect Ratio = 1.89:1", "comp_detail": "Dry-glazed stick built - Insulated Glazing Units (IGUs)\n(Double-, triple-pane)", "component": "B.20.2.3.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Loss of seal", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.03, "governing_design_standard": "International Building Code 2006", "id": "exp2766a", "loading_protocol": "In-plane dynamic crescendo test protocol", "location": "Penn State Univ.", "material": "Fully tempered", "notes": "", "peak_test_amplitude": "6inch actuator stroke capacity", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Memari_ArchGlassFragility-2011", "reviewer": "NIST", "size_class": "", "specimen": "35.1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1 in. (25 mm) FT IGU [1/4 in. 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Aspect Ratio = 1.89:1", "comp_detail": "Dry-glazed stick built - Insulated Glazing Units (IGUs)\n(Double-, triple-pane)", "component": "B.20.2.3.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Gasket Degradation", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.06, "governing_design_standard": "International Building Code 2006", "id": "exp2767a", "loading_protocol": "In-plane dynamic crescendo test protocol", "location": "Penn State Univ.", "material": "Fully tempered", "notes": "", "peak_test_amplitude": "6inch actuator stroke capacity", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Memari_ArchGlassFragility-2011", "reviewer": "NIST", "size_class": "", "specimen": "35.1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1 in. (25 mm) FT IGU [1/4 in. (6 mm) inner and outer panes], Aluminum framing, square corners, Corner Cond. Specimen, combined in-plane panels from in-plane and L-shaped tests. Glass-to-Frame Clearance = 0.43 in. (11 mm). Aspect Ratio = 1.89:1", "comp_detail": "Dry-glazed stick built - Insulated Glazing Units (IGUs)\n(Double-, triple-pane)", "component": "B.20.2.3.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Frame Damage", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.06, "governing_design_standard": "International Building Code 2006", "id": "exp2768a", "loading_protocol": "In-plane dynamic crescendo test protocol", "location": "Penn State Univ.", "material": "Fully tempered", "notes": "", "peak_test_amplitude": "6inch actuator stroke capacity", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Memari_ArchGlassFragility-2011", "reviewer": "NIST", "size_class": "", "specimen": "35.1", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "1 in. (25 mm) FT IGU [1/4 in. 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The landing width was 1170 mm (3 ft 10 in.) and the story height was 3.14 m (10 ft 3.8 in.).", "comp_detail": "Regular (Straight-run)", "component": "C.20.1.1.B", "design_objective": "characterize performance of the stairs if the seismic gap failed and the bottom landing was prevented from sliding as intended", "ds_class": "Consequential", "ds_description": "loss of live load capacity", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp3299a", "loading_protocol": "Custom testing protocol: cyclic compression loading followed by unloading and then application of relatively small tensile reversals", "location": "Univ. of Canterbury, New Zealand", "material": "Reinforced Concrete", "notes": "Specimen tested in SIM-2000-THE. Deformations applied parallel to the stair run", "peak_test_amplitude": "", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Higgins_StairFragilityFunctions-2011", "reviewer": "NIST", "size_class": "", "specimen": "4.3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Precast concrete unit: straight-run with an intermediate landing located midway between the upper and lower flights. The slope of the stairs was 32.5 degrees (pitch = rise/run =0.64). The landing width was 1170 mm (3 ft 10 in.) and the story height was 3.14 m (10 ft 3.8 in.).", "comp_detail": "Regular (Straight-run)", "component": "C.20.1.1.B", "design_objective": "characterize performance of the stairs if the seismic gap failed and the bottom landing was prevented from sliding as intended", "ds_class": "Inconsequential", "ds_description": "Local concrete cracking / locallized spalling", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.001, "governing_design_standard": "", "id": "exp3300a", "loading_protocol": "Custom testing protocol: cyclic compression loading followed by unloading and then application of relatively small tensile reversals", "location": "Univ. of Canterbury, New Zealand", "material": "Reinforced Concrete", "notes": "Specimen tested in SIM-2000-THE. Deformations applied parallel to the stair run", "peak_test_amplitude": "", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Higgins_StairFragilityFunctions-2011", "reviewer": "NIST", "size_class": "", "specimen": "5.1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Precast concrete unit: straight-run with an intermediate landing located midway between the upper and lower flights. The slope of the stairs was 32.5 degrees (pitch = rise/run =0.64). The landing width was 1170 mm (3 ft 10 in.) and the story height was 3.14 m (10 ft 3.8 in.).", "comp_detail": "Regular (Straight-run)", "component": "C.20.1.1.B", "design_objective": "characterize performance of the stairs if the seismic gap failed and the bottom landing was prevented from sliding as intended", "ds_class": "Consequential", "ds_description": "Extensive concrete cracking / concrete crushing", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0075, "governing_design_standard": "", "id": "exp3301a", "loading_protocol": "Custom testing protocol: cyclic compression loading followed by unloading and then application of relatively small tensile reversals", "location": "Univ. of Canterbury, New Zealand", "material": "Reinforced Concrete", "notes": "Specimen tested in SIM-2000-THE. Deformations applied parallel to the stair run", "peak_test_amplitude": "", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Higgins_StairFragilityFunctions-2011", "reviewer": "NIST", "size_class": "", "specimen": "5.2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Precast concrete unit: straight-run with an intermediate landing located midway between the upper and lower flights. The slope of the stairs was 32.5 degrees (pitch = rise/run =0.64). The landing width was 1170 mm (3 ft 10 in.) and the story height was 3.14 m (10 ft 3.8 in.).", "comp_detail": "Regular (Straight-run)", "component": "C.20.1.1.B", "design_objective": "characterize performance of the stairs if the seismic gap failed and the bottom landing was prevented from sliding as intended", "ds_class": "Consequential", "ds_description": "loss of live load capacity", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.02, "governing_design_standard": "", "id": "exp3302a", "loading_protocol": "Custom testing protocol: cyclic compression loading followed by unloading and then application of relatively small tensile reversals", "location": "Univ. of Canterbury, New Zealand", "material": "Reinforced Concrete", "notes": "Specimen tested in SIM-2000-THE. Deformations applied parallel to the stair run", "peak_test_amplitude": "", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Higgins_StairFragilityFunctions-2011", "reviewer": "NIST", "size_class": "", "specimen": "5.3", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Hybrid single flight stairs: Steel stringers with precast concrete stair treads. 900mm wide stair run. stair rise was 1.45 m and the span was 2.14 m (slope = 34.1 degrees, pitch = rise/run = 0.678).", "comp_detail": "Regular (Straight-run)", "component": "C.20.1.1.D", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local concrete cracking, localized steel yielding, and localized spalling", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp3303a", "loading_protocol": "Two complete cycles were completed for each prescribed drift. The imposed drift angles were: 0.003, 0.0074, 0.0148, 0.0224, 0.0295, 0.0492, and 0.0738 rad", "location": "Japan", "material": "Steel", "notes": "Specimen tested in YAN-2001-THE. Deformations applied transverse to the stair run", "peak_test_amplitude": "", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Higgins_StairFragilityFunctions-2011", "reviewer": "NIST", "size_class": "", "specimen": "6.1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Hybrid single flight stairs: Steel stringers with precast concrete stair treads. 900mm wide stair run. stair rise was 1.45 m and the span was 2.14 m (slope = 34.1 degrees, pitch = rise/run = 0.678).", "comp_detail": "Regular (Straight-run)", "component": "C.20.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "Extensive concrete cracking, concrete crushing, buckling of steel, and weld cracking", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.029, "governing_design_standard": "", "id": "exp3304a", "loading_protocol": "Two complete cycles were completed for each prescribed drift. The imposed drift angles were: 0.003, 0.0074, 0.0148, 0.0224, 0.0295, 0.0492, and 0.0738 rad", "location": "Japan", "material": "Steel", "notes": "Specimen tested in YAN-2001-THE. Deformations applied transverse to the stair run", "peak_test_amplitude": "", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Higgins_StairFragilityFunctions-2011", "reviewer": "NIST", "size_class": "", "specimen": "6.2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Hybrid single flight stairs: Steel stringers with precast concrete stair treads. 1200mm wide stair run. stair rise was 1.45 m and the span was 2.14 m (slope = 34.1 degrees, pitch = rise/run = 0.678).", "comp_detail": "Regular (Straight-run)", "component": "C.20.1.1.D", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local concrete cracking, localized steel yielding, and localized spalling", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp3305a", "loading_protocol": "Two complete cycles were completed for each prescribed drift. The imposed drift angles were: 0.003, 0.0074, 0.0148, 0.0224, 0.0295, 0.0492, and 0.0738 rad", "location": "Japan", "material": "Steel", "notes": "Specimen tested in YAN-2001-THE. Deformations applied transverse to the stair run", "peak_test_amplitude": "", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Higgins_StairFragilityFunctions-2011", "reviewer": "NIST", "size_class": "", "specimen": "7.1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Hybrid single flight stairs: Steel stringers with precast concrete stair treads. 1200mm wide stair run. stair rise was 1.45 m and the span was 2.14 m (slope = 34.1 degrees, pitch = rise/run = 0.678).", "comp_detail": "Regular (Straight-run)", "component": "C.20.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "Extensive concrete cracking, concrete crushing, buckling of steel, and weld cracking", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.029, "governing_design_standard": "", "id": "exp3306a", "loading_protocol": "Two complete cycles were completed for each prescribed drift. The imposed drift angles were: 0.003, 0.0074, 0.0148, 0.0224, 0.0295, 0.0492, and 0.0738 rad", "location": "Japan", "material": "Steel", "notes": "Specimen tested in YAN-2001-THE. Deformations applied transverse to the stair run", "peak_test_amplitude": "", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Higgins_StairFragilityFunctions-2011", "reviewer": "NIST", "size_class": "", "specimen": "7.2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, bi-directional" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Hybrid double stair flights (upper flight): steel stringers with precast concrete treads. Each flight of stair rise was 1.45 m and the span was 2.14 m (slope = 34.1 degrees, pitch = rise/run = 0.678).", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.D", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local concrete cracking, localized steel yielding, and localized spalling", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp3307a", "loading_protocol": "Two cycles applied at each target amplitude", "location": "Japan", "material": "Steel", "notes": "Specimen tested in HUK-1999-THE. Deformations applied transverse to the stair run", "peak_test_amplitude": "", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Higgins_StairFragilityFunctions-2011", "reviewer": "NIST", "size_class": "", "specimen": "8.1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Hybrid double stair flights (upper flight): steel stringers with precast concrete treads. Each flight of stair rise was 1.45 m and the span was 2.14 m (slope = 34.1 degrees, pitch = rise/run = 0.678).", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "Extensive concrete cracking, concrete crushing, buckling of steel, and weld cracking", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.024, "governing_design_standard": "", "id": "exp3308a", "loading_protocol": "Two cycles applied at each target amplitude", "location": "Japan", "material": "Steel", "notes": "Specimen tested in HUK-1999-THE. Deformations applied transverse to the stair run", "peak_test_amplitude": "", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Higgins_StairFragilityFunctions-2011", "reviewer": "NIST", "size_class": "", "specimen": "8.2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Hybrid double stair flights (lower flight): steel stringers with precast concrete treads. Each flight of stair rise was 1.45 m and the span was 2.14 m (slope = 34.1 degrees, pitch = rise/run = 0.678).", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.D", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Local concrete cracking, localized steel yielding, and localized spalling", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.015, "governing_design_standard": "", "id": "exp3309a", "loading_protocol": "Two cycles applied at each target amplitude", "location": "Japan", "material": "Steel", "notes": "Specimen tested in HUK-1999-THE. Deformations applied transverse to the stair run", "peak_test_amplitude": "", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Higgins_StairFragilityFunctions-2011", "reviewer": "NIST", "size_class": "", "specimen": "9.1", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Hybrid double stair flights (lower flight): steel stringers with precast concrete treads. Each flight of stair rise was 1.45 m and the span was 2.14 m (slope = 34.1 degrees, pitch = rise/run = 0.678).", "comp_detail": "Regular (Scissors) - Simply supported", "component": "C.20.1.1.D", "design_objective": "", "ds_class": "Consequential", "ds_description": "Extensive concrete cracking, concrete crushing, buckling of steel, and weld cracking", "ds_rank": null, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.023, "governing_design_standard": "", "id": "exp3310a", "loading_protocol": "Two cycles applied at each target amplitude", "location": "Japan", "material": "Steel", "notes": "Specimen tested in HUK-1999-THE. Deformations applied transverse to the stair run", "peak_test_amplitude": "", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Higgins_StairFragilityFunctions-2011", "reviewer": "NIST", "size_class": "", "specimen": "9.2", "specimen_inspection_sequence": "", "test_type": "Quasi-static Cyclic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.453, "governing_design_standard": "International Building Code 2000", "id": "exp3311a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-A", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.453, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.68, "governing_design_standard": "International Building Code 2000", "id": "exp3312a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-A", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.533, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3313a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-A", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "6 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3314a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-A", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "16 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3315a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-A", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.76, "governing_design_standard": "International Building Code 2000", "id": "exp3316a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-A", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "18 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3317a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-A", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.453, "governing_design_standard": "International Building Code 2000", "id": "exp3318a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-B", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.453, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.68, "governing_design_standard": "International Building Code 2000", "id": "exp3319a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-B", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.533, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "3 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3320a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-B", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "10 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3321a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-B", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.687, "governing_design_standard": "International Building Code 2000", "id": "exp3322a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-B", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "14 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3323a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-B", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "3 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.76, "governing_design_standard": "International Building Code 2000", "id": "exp3324a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-B", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "25 tiles fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3325a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-B", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.453, "governing_design_standard": "International Building Code 2000", "id": "exp3326a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-C", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.453, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.68, "governing_design_standard": "International Building Code 2000", "id": "exp3327a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-C", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.533, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "4 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3328a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-C", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "10 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3329a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-C", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "13 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3330a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-C", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.76, "governing_design_standard": "International Building Code 2000", "id": "exp3331a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-C", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "26 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3332a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-C", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.453, "governing_design_standard": "International Building Code 2000", "id": "exp3333a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-D", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.453, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.68, "governing_design_standard": "International Building Code 2000", "id": "exp3334a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-D", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.533, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "3 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3335a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-D", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.607, "governing_design_standard": "International Building Code 2000", "id": "exp3336a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-D", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "9 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3337a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-D", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "18 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3338a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-D", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "1 tile fell, 2 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3339a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-D", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.76, "governing_design_standard": "International Building Code 2000", "id": "exp3340a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-D", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "25 tiles fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3341a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 1-D", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3342a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 2-E", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.607, "governing_design_standard": "International Building Code 2000", "id": "exp3343a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 2-E", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3344a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 2-E", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "4 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3345a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 2-E", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "1 tile fell, 2 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3346a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 2-E", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3347a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 2-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.687, "governing_design_standard": "International Building Code 2000", "id": "exp3348a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 2-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell, 2 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3349a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 2-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.76, "governing_design_standard": "International Building Code 2000", "id": "exp3350a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 2-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3351a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 2-F", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3352a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 2-G", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "4 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.687, "governing_design_standard": "International Building Code 2000", "id": "exp3353a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 2-G", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "1 tile fell, 2 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3354a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 2-G", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "4 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.76, "governing_design_standard": "International Building Code 2000", "id": "exp3355a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 2-G", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with undersized tiles (23.5\" x 23.5\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3356a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 2-G", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.453, "governing_design_standard": "International Building Code 2000", "id": "exp3357a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-H", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.453, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "4 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.68, "governing_design_standard": "International Building Code 2000", "id": "exp3358a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-H", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.533, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "8 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3359a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-H", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.607, "governing_design_standard": "International Building Code 2000", "id": "exp3360a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-H", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "13 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3361a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-H", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.687, "governing_design_standard": "International Building Code 2000", "id": "exp3362a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-H", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "27 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3363a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-H", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "4 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.76, "governing_design_standard": "International Building Code 2000", "id": "exp3364a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-H", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "42 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3365a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-H", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.68, "governing_design_standard": "International Building Code 2000", "id": "exp3366a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-I", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.453, "governing_design_standard": "International Building Code 2000", "id": "exp3367a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-I", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.453, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "10 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.68, "governing_design_standard": "International Building Code 2000", "id": "exp3368a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-I", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.533, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "11 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3369a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-I", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.607, "governing_design_standard": "International Building Code 2000", "id": "exp3370a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-I", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "23 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3371a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-I", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "4 tiles fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3372a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-I", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "4 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.687, "governing_design_standard": "International Building Code 2000", "id": "exp3373a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-I", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "27 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3374a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-I", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "3 tiles fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3375a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-I", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "9 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.76, "governing_design_standard": "International Building Code 2000", "id": "exp3376a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-I", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "41 tiles fell, 2 2-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3377a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-I", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.38, "governing_design_standard": "International Building Code 2000", "id": "exp3378a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-J", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.38, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "3 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.57, "governing_design_standard": "International Building Code 2000", "id": "exp3379a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-J", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "1 tile fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.68, "governing_design_standard": "International Building Code 2000", "id": "exp3380a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-J", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.453, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "9 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.68, "governing_design_standard": "International Building Code 2000", "id": "exp3381a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-J", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "3 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.533, "governing_design_standard": "International Building Code 2000", "id": "exp3382a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-J", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.533, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "22 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3383a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-J", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3384a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-J", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.607, "governing_design_standard": "International Building Code 2000", "id": "exp3385a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-J", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "20 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3386a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-J", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "5 tiles fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3387a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-J", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "9 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.687, "governing_design_standard": "International Building Code 2000", "id": "exp3388a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-J", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "37 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3389a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-J", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "6 tiles fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3390a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-J", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "7 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.76, "governing_design_standard": "International Building Code 2000", "id": "exp3391a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-J", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid made using recycled grid components (undamaged components from prior test configurations) and undersized tiles (23.5\" x 23.5\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "38 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3392a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 3-J", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.607, "governing_design_standard": "International Building Code 2000", "id": "exp3393a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-L", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "3 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3394a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-L", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "6 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3395a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-L", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "13 tiles fell, 2 4-ft and 4 2-ft cross-tees fell", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3396a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-L", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.533, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3397a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-M", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3398a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-M", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3399a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-M", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "3 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3400a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-M", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "4 tiles fell, 2 2-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3401a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-M", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "12 tiles fell, 1 4-ft and 4 2-ft cross-tees fell", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3402a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-M", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.607, "governing_design_standard": "International Building Code 2000", "id": "exp3403a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-N", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "4 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3404a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-N", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3405a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-N", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "4 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3406a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-N", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "4 tiles fell, 1 2-ft and 1 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3407a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-N", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "16 tiles fell, 8 2-ft and 3 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3408a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-N", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3409a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-O", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.533, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "3 tiles fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3410a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-O", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "1 tile fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3411a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-O", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "5 tiles fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3412a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-O", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3413a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-O", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "9 tiles fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3414a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-O", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "4 tiles fell, 2 2-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3415a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-O", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.76, "governing_design_standard": "International Building Code 2000", "id": "exp3416a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-O", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "29 tiles fell, 5 4-ft and 12 2-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3417a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-O", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.453, "governing_design_standard": "International Building Code 2000", "id": "exp3418a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Q", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.453, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.68, "governing_design_standard": "International Building Code 2000", "id": "exp3419a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Q", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.533, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "3 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3420a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Q", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "5 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3421a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Q", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "8 tiles fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3422a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Q", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "5 tiles fell, 3 2-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3423a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Q", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "44 tiles fell, 17 2-ft and 14 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3424a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Q", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.533, "governing_design_standard": "International Building Code 2000", "id": "exp3425a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-R", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.533, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "3 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3426a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-R", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3427a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-R", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "8 tiles fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3428a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-R", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3429a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-R", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.76, "governing_design_standard": "International Building Code 2000", "id": "exp3430a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-R", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "21 tiles fell, 6 2-ft and 4 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3431a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-R", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.533, "governing_design_standard": "International Building Code 2000", "id": "exp3432a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-BB", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.533, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "3 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3433a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-BB", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "5 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3434a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-BB", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "14 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3435a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-BB", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "1 tile fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3436a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-BB", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.76, "governing_design_standard": "International Building Code 2000", "id": "exp3437a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-BB", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\"). Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "20 tiles fell, 1 2-ft and 1 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3438a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-BB", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.607, "governing_design_standard": "International Building Code 2000", "id": "exp3439a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-P", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "1 2-ft and 2 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3440a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-P", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell, 1 2-ft and 1 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3441a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-P", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3442a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-P", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "1 tile fell, 2 2-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3443a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-P", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.607, "governing_design_standard": "International Building Code 2000", "id": "exp3444a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "1 2-ft and 2 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3445a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "1 tile fell, 1 4-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.687, "governing_design_standard": "International Building Code 2000", "id": "exp3446a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "6 tiles fell, 2 2-ft and 1 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3447a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-S", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.687, "governing_design_standard": "International Building Code 2000", "id": "exp3448a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-T", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "1 tile fell, 1 4-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3449a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-T", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 2-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3450a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-T", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "25 tiles fell, 12 2-ft and 13 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3451a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-T", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.687, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.03, "governing_design_standard": "International Building Code 2000", "id": "exp3452a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-U", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3453a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-U", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and retainer clips installed on 1.22 m (4-ft) long cross tees to prevent panel dislodgement. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. One compression post, 5' away from South and East edges, fastened to main runner and extended up to structural frame using 45\u00b0 diagonal splay cables", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell, 2 2-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3454a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-U", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.533, "governing_design_standard": "International Building Code 2000", "id": "exp3455a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-V", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.533, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3456a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-V", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "3 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3457a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-V", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "8 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3458a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-V", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 2-ft and 3 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3459a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-V", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "28 tiles fell, 4 2-ft and 6 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3460a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-V", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.533, "governing_design_standard": "International Building Code 2000", "id": "exp3461a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-W", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.533, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3462a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-W", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3463a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-W", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "7 tiles fell, 1 2-ft cross-tee failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3464a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-W", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "15 tiles fell, 1 2-ft and 1 4-ft cross-tees failed", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3465a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-W", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.533, "governing_design_standard": "International Building Code 2000", "id": "exp3466a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-X", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.533, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3467a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-X", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "5 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3468a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-X", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "11 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3469a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-X", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.76, "governing_design_standard": "International Building Code 2000", "id": "exp3470a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-X", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "10 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3471a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-X", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.533, "governing_design_standard": "International Building Code 2000", "id": "exp3472a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Y", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.533, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3473a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Y", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "3 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3474a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Y", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "15 tiles fell, 2 2-ft and 2 4-ft cross-tees fell", "ds_rank": 4, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3475a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Y", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "11 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3476a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Y", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.533, "governing_design_standard": "International Building Code 2000", "id": "exp3477a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Z", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.533, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3478a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Z", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "4 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3479a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Z", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.76, "governing_design_standard": "International Building Code 2000", "id": "exp3480a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Z", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "9 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3481a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Z", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.76, "governing_design_standard": "International Building Code 2000", "id": "exp3482a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Z", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "12 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3483a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-Z", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "No Damage", "ds_rank": 0, "edp_metric": "Peak Floor Acceleration, vertical", "edp_unit": "g", "edp_value": 0.533, "governing_design_standard": "International Building Code 2000", "id": "exp3484a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-AA", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.533, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Inconsequential", "ds_description": "1 tile fell", "ds_rank": 1, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.8, "governing_design_standard": "International Building Code 2000", "id": "exp3485a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-AA", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.607, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "2 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.91, "governing_design_standard": "International Building Code 2000", "id": "exp3486a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-AA", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "6 tiles fell", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3487a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-AA", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 0.76, "comp_description": "16' x 16' suspended ceiling grid with normal sized tiles (23.75\" x 23.75\") and without compression post. Fixed (attached to wall molding with rivets on South and West sides) - Floating (runners on North and East sides floated free) system. 4ft o.c. main beams, 4ft long cross-tees at 2' o.c. and 2ft long cross-tees at 4' o.c. 45deg spay cables as diagonal restrainsts were kept in place.", "comp_detail": "Floating", "component": "C.30.3.2.A", "design_objective": "meet requirements of the International Building Code (2000) for Seismic Design Categories D, E and F and meet the CISCA (1992) requirements for seismic zones 3 and 4", "ds_class": "Consequential", "ds_description": "11 tiles fell", "ds_rank": 3, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.14, "governing_design_standard": "International Building Code 2000", "id": "exp3488a", "loading_protocol": "Custom testing protocol based on procedures stated in ICBO AC156 (2000)", "location": "University at Buffalo", "material": "Ceiling tile - Light-weight (<= 2 psf)", "notes": "", "peak_test_amplitude": "ICBO-AC156 target qualification spectrum ranging from S_S = 0.25g to 2.5g", "prior_damage": "", "prior_damage_repaired": "", "reference": "BadilloAlmaraz-2006", "reviewer": "NIST", "size_class": "> 144 ft\u00b2 and <= 1000 ft\u00b2", "specimen": "Config 4-AA", "specimen_inspection_sequence": "", "test_type": "Dynamic, horizontal and vertical" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Gypsum partition walls with full connection between tracks and stud framing. 8ft x 8ft partition walls with 1/2\" gypsum board on each side and 3-5/8\" metal studs", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Hairline cracking of wall board or joints, visible screw pop-out, light warping or cracking of tape.", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0026, "governing_design_standard": "", "id": "exp3489a", "loading_protocol": "Custom testing protocol: 4 cycles at each displacement step", "location": "San Francisco", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "John A. Blume and Associates (John A. Blume and Associates 1966, 1968, Freeman 1971, 1974, 1979)", "peak_test_amplitude": "Peak cyclic displacement = 1\"", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Mosqueda-2016", "reviewer": "NIST", "size_class": "", "specimen": "JAB A-4", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Gypsum partition walls with full connection between tracks and stud framing. 8ft x 8ft partition walls with 1/2\" gypsum board on each side and 3-5/8\" metal studs", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Significant screw pop-out, cracking of wall board, warping or cracking of tape, slight crushing of wall panel ar corners", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0078, "governing_design_standard": "", "id": "exp3490a", "loading_protocol": "Custom testing protocol: 4 cycles at each displacement step", "location": "San Francisco", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "John A. Blume and Associates (John A. Blume and Associates 1966, 1968, Freeman 1971, 1974, 1979)", "peak_test_amplitude": "Peak cyclic displacement = 1\"", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Mosqueda-2016", "reviewer": "NIST", "size_class": "", "specimen": "JAB A-4", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Gypsum partition walls with full connection between tracks and stud framing. 8ft x 8ft partition walls with 1/2\" gypsum board on each side and 3-5/8\" metal studs", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Hairline cracking of wall board or joints, visible screw pop-out, light warping or cracking of tape.", "ds_rank": 0, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0026, "governing_design_standard": "", "id": "exp3491a", "loading_protocol": "Custom testing protocol: 4 cycles at each displacement step", "location": "San Francisco", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "John A. Blume and Associates (John A. Blume and Associates 1966, 1968, Freeman 1971, 1974, 1979)", "peak_test_amplitude": "Peak cyclic displacement = 1\"", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Mosqueda-2016", "reviewer": "NIST", "size_class": "", "specimen": "JAB A-12", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Gypsum partition walls with full connection between tracks and stud framing. 8ft x 8ft partition walls with 1/2\" gypsum board on each side and 3-5/8\" metal studs", "comp_detail": "Full height - Fixed", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Significant screw pop-out, cracking of wall board, warping or cracking of tape, slight crushing of wall panel ar corners", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0052, "governing_design_standard": "", "id": "exp3492a", "loading_protocol": "Custom testing protocol: 4 cycles at each displacement step", "location": "San Francisco", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "John A. Blume and Associates (John A. 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Moderate corner gap openings, bending of boundary studs", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0104, "governing_design_standard": "", "id": "exp3534a", "loading_protocol": "Custom testing protocol: 4 cycles at each displacement step", "location": "San Francisco", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "John A. Blume and Associates (John A. Blume and Associates 1966, 1968, Freeman 1971, 1974, 1979)", "peak_test_amplitude": "Peak cyclic displacement = 1\"", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Mosqueda-2016", "reviewer": "NIST", "size_class": "", "specimen": "JAB A-3", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Gypsum partition walls with friction connection/horizontal slip track with no returns. 8ft x 8ft partition walls with 1/2\" gypsum board on each side and 3-5/8\" metal studs", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Moderate cracking or crushing of wall board (typically in corners). Moderate corner gap openings, bending of boundary studs", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0078, "governing_design_standard": "", "id": "exp3535a", "loading_protocol": "Custom testing protocol: 4 cycles at each displacement step", "location": "San Francisco", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "John A. Blume and Associates (John A. Blume and Associates 1966, 1968, Freeman 1971, 1974, 1979)", "peak_test_amplitude": "Peak cyclic displacement = 1\"", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Mosqueda-2016", "reviewer": "NIST", "size_class": "", "specimen": "JAB A-19", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Gypsum partition walls with friction connection/horizontal slip track with no returns. 8ft x 8ft partition walls with 1/2\" gypsum board on each side and 3-5/8\" metal studs", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Significant screw pop-out, cracking of wall board, warping or cracking of tape, slight crushing of wall panel ar corners", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0104, "governing_design_standard": "", "id": "exp3536a", "loading_protocol": "Custom testing protocol: 4 cycles at each displacement step", "location": "San Francisco", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "John A. Blume and Associates (John A. Blume and Associates 1966, 1968, Freeman 1971, 1974, 1979)", "peak_test_amplitude": "Peak cyclic displacement = 1\"", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Mosqueda-2016", "reviewer": "NIST", "size_class": "", "specimen": "JAB A-29", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Gypsum partition walls with friction connection/horizontal slip track with no returns. 8ft x 8ft partition walls with 1/2\" gypsum board on each side and 3-5/8\" metal studs", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Moderate cracking or crushing of wall board (typically in corners). Moderate corner gap openings, bending of boundary studs", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0104, "governing_design_standard": "", "id": "exp3537a", "loading_protocol": "Custom testing protocol: 4 cycles at each displacement step", "location": "San Francisco", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "John A. Blume and Associates (John A. Blume and Associates 1966, 1968, Freeman 1971, 1974, 1979)", "peak_test_amplitude": "Peak cyclic displacement = 1\"", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Mosqueda-2016", "reviewer": "NIST", "size_class": "", "specimen": "JAB A-29", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Gypsum partition walls with friction connection/horizontal slip track with no returns. 8ft x 8ft partition walls with 1/2\" gypsum board on each side and 3-5/8\" metal studs", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Significant screw pop-out, cracking of wall board, warping or cracking of tape, slight crushing of wall panel ar corners", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0039, "governing_design_standard": "", "id": "exp3538a", "loading_protocol": "Custom testing protocol: 4 cycles at each displacement step", "location": "San Francisco", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "John A. Blume and Associates (John A. Blume and Associates 1966, 1968, Freeman 1971, 1974, 1979)", "peak_test_amplitude": "Peak cyclic displacement = 1\"", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Mosqueda-2016", "reviewer": "NIST", "size_class": "", "specimen": "JAB A-2", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Gypsum partition walls with friction connection/horizontal slip track with no returns. 8ft x 8ft partition walls with 1/2\" gypsum board on each side and 3-5/8\" metal studs", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Moderate cracking or crushing of wall board (typically in corners). Moderate corner gap openings, bending of boundary studs", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0052, "governing_design_standard": "", "id": "exp3539a", "loading_protocol": "Custom testing protocol: 4 cycles at each displacement step", "location": "San Francisco", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "John A. Blume and Associates (John A. Blume and Associates 1966, 1968, Freeman 1971, 1974, 1979)", "peak_test_amplitude": "Peak cyclic displacement = 1\"", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Mosqueda-2016", "reviewer": "NIST", "size_class": "", "specimen": "JAB A-2", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Gypsum partition walls with friction connection/horizontal slip track with no returns. 8ft x 8ft partition walls with 1/2\" gypsum board on each side and 3-5/8\" metal studs", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Significant screw pop-out, cracking of wall board, warping or cracking of tape, slight crushing of wall panel ar corners", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0039, "governing_design_standard": "", "id": "exp3540a", "loading_protocol": "Custom testing protocol: 4 cycles at each displacement step", "location": "San Francisco", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "John A. Blume and Associates (John A. Blume and Associates 1966, 1968, Freeman 1971, 1974, 1979)", "peak_test_amplitude": "Peak cyclic displacement = 1\"", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Mosqueda-2016", "reviewer": "NIST", "size_class": "", "specimen": "JAB A-14", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Gypsum partition walls with friction connection/horizontal slip track with no returns. 8ft x 8ft partition walls with 1/2\" gypsum board on each side and 3-5/8\" metal studs", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Significant screw pop-out, cracking of wall board, warping or cracking of tape, slight crushing of wall panel ar corners", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0039, "governing_design_standard": "", "id": "exp3541a", "loading_protocol": "Custom testing protocol: 4 cycles at each displacement step", "location": "San Francisco", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "John A. Blume and Associates (John A. Blume and Associates 1966, 1968, Freeman 1971, 1974, 1979)", "peak_test_amplitude": "Peak cyclic displacement = 1\"", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Mosqueda-2016", "reviewer": "NIST", "size_class": "", "specimen": "JAB A-23", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Gypsum partition walls with friction connection/horizontal slip track with no returns. 8ft x 8ft partition walls with 1/2\" gypsum board on each side and 3-5/8\" metal studs", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Moderate cracking or crushing of wall board (typically in corners). Moderate corner gap openings, bending of boundary studs", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0078, "governing_design_standard": "", "id": "exp3542a", "loading_protocol": "Custom testing protocol: 4 cycles at each displacement step", "location": "San Francisco", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "John A. Blume and Associates (John A. Blume and Associates 1966, 1968, Freeman 1971, 1974, 1979)", "peak_test_amplitude": "Peak cyclic displacement = 1\"", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Mosqueda-2016", "reviewer": "NIST", "size_class": "", "specimen": "JAB A-23", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Gypsum partition walls with friction connection/horizontal slip track with no returns. 8ft x 8ft partition walls with 1/2\" gypsum board on each side and 3-5/8\" metal studs", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Significant screw pop-out, cracking of wall board, warping or cracking of tape, slight crushing of wall panel ar corners", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0039, "governing_design_standard": "", "id": "exp3543a", "loading_protocol": "Custom testing protocol: 4 cycles at each displacement step", "location": "San Francisco", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "John A. Blume and Associates (John A. Blume and Associates 1966, 1968, Freeman 1971, 1974, 1979)", "peak_test_amplitude": "Peak cyclic displacement = 1\"", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Mosqueda-2016", "reviewer": "NIST", "size_class": "", "specimen": "JAB A-23R", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Gypsum partition walls with friction connection/horizontal slip track with no returns. 8ft x 8ft partition walls with 1/2\" gypsum board on each side and 3-5/8\" metal studs", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Moderate cracking or crushing of wall board (typically in corners). Moderate corner gap openings, bending of boundary studs", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0052, "governing_design_standard": "", "id": "exp3544a", "loading_protocol": "Custom testing protocol: 4 cycles at each displacement step", "location": "San Francisco", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "John A. Blume and Associates (John A. Blume and Associates 1966, 1968, Freeman 1971, 1974, 1979)", "peak_test_amplitude": "Peak cyclic displacement = 1\"", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Mosqueda-2016", "reviewer": "NIST", "size_class": "", "specimen": "JAB A-23R", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Gypsum partition walls with friction connection/horizontal slip track with no returns. 8ft x 8ft partition walls with 1/2\" gypsum board on each side and 3-5/8\" metal studs", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Significant screw pop-out, cracking of wall board, warping or cracking of tape, slight crushing of wall panel ar corners", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0026, "governing_design_standard": "", "id": "exp3545a", "loading_protocol": "Custom testing protocol: 4 cycles at each displacement step", "location": "San Francisco", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "John A. Blume and Associates (John A. Blume and Associates 1966, 1968, Freeman 1971, 1974, 1979)", "peak_test_amplitude": "Peak cyclic displacement = 1\"", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Mosqueda-2016", "reviewer": "NIST", "size_class": "", "specimen": "JAB A-28", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Gypsum partition walls with friction connection/horizontal slip track with no returns. 8ft x 8ft partition walls with 1/2\" gypsum board on each side and 3-5/8\" metal studs", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Significant screw pop-out, cracking of wall board, warping or cracking of tape, slight crushing of wall panel ar corners", "ds_rank": 1, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0007, "governing_design_standard": "", "id": "exp3546a", "loading_protocol": "Custom testing protocol: 4 cycles at each displacement step", "location": "San Francisco", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "John A. Blume and Associates (John A. Blume and Associates 1966, 1968, Freeman 1971, 1974, 1979)", "peak_test_amplitude": "Peak cyclic displacement = 1\"", "prior_damage": "No", "prior_damage_repaired": "No", "reference": "Mosqueda-2016", "reviewer": "NIST", "size_class": "", "specimen": "JAB A-28R", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Gypsum partition walls with friction connection/horizontal slip track with no returns. 8ft x 8ft partition walls with 1/2\" gypsum board on each side and 3-5/8\" metal studs", "comp_detail": "Full height - Sliding", "component": "C.10.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Moderate cracking or crushing of wall board (typically in corners). Moderate corner gap openings, bending of boundary studs", "ds_rank": 2, "edp_metric": "Story Drift Ratio", "edp_unit": "Ratio", "edp_value": 0.0078, "governing_design_standard": "", "id": "exp3547a", "loading_protocol": "Custom testing protocol: 4 cycles at each displacement step", "location": "San Francisco", "material": "Cold-formed steel stud with gypsum sheathing", "notes": "John A. Blume and Associates (John A. Blume and Associates 1966, 1968, Freeman 1971, 1974, 1979)", "peak_test_amplitude": "Peak cyclic displacement = 1\"", "prior_damage": "Yes", "prior_damage_repaired": "No", "reference": "Mosqueda-2016", "reviewer": "NIST", "size_class": "", "specimen": "JAB A-28R", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 4.77, "comp_description": "Schedule 40 steel pipes, Riser and the main pipe: groove fit, other joints: threaded, Sprinkler heads embedded unbraced ceiling tiles, isolated 5-story steel moment frame E-defense test building", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Extensive: \"Pounding interaction between ceiling tiles and sprinkler heads\"", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.66, "governing_design_standard": "", "id": "exp1321b", "loading_protocol": "Many seismic records", "location": "NEES/E-Defense Japan", "material": "Steel", "notes": "3D PFA vector (ie non directional). Contributions of vertical accelerations to damage, which are important", "peak_test_amplitude": "1.18g, PFA", "prior_damage": "", "prior_damage_repaired": "", "reference": "Ryan-2016", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "Peak Floor Acceleration, vertical", "alt_edp_unit": "g", "alt_edp_value": 2.975, "comp_description": "Schedule 40 steel pipes, Riser and the main pipe: groove fit, other joints: threaded, Sprinkler heads embedded braced ceiling tiles, isolated 5-story steel moment frame E-defense test building", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Consequential", "ds_description": "Moderate: \"Pounding interaction between ceiling tiles and sprinkler heads\"", "ds_rank": 2, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.47, "governing_design_standard": "", "id": "exp1321c", "loading_protocol": "Many seismic records", "location": "NEES/E-Defense Japan", "material": "Steel", "notes": "3D PFA vector (ie non directional). Contributions of vertical accelerations to damage, which are important", "peak_test_amplitude": "1.22g, PFA", "prior_damage": "", "prior_damage_repaired": "", "reference": "Ryan-2016", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, 3D" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The bottom level was designed to assess the performance of a longitudinal main line and longer transverse branch lines subjected to earthquake shaking. a total of six generic ceiling boxes supporting ceiling tiles were installed at various locations to assess potential failure mechanisms of sprinkler heads interacting with the suspended ceiling during earthquake shaking\nThe two levels of the specimen were connected together by a vertical riser\nMain Line, Cross Main, and Vertical Riser: 10.2-cm steel pipes (schedule 10) with groove-fit connections (4 in pipes)\nFlexible couplings were installed within 30.5 cm above and below the simulated floor slab.\npressure = 40 psi\n10 mm hanger rods, 12g wire restrainers\nBranch lines = black iron pipes (schedule 40) with threaded connections (2 in pipes)\nFully braced specimen (bracing systems installed according to NFPA 13. (1 in dia pipe braces and wire restrainers next at the ends of cantilever pipes on top level (no end pipe bracings on bottom floor)", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage (100% MCE)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.56, "governing_design_standard": "", "id": "exp1525b", "loading_protocol": "Spectral accelerations SDS=1 g and SD1=0.6 g, and a maximum inter-story drift ratio 3%", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS)", "material": "Black Iron", "notes": "", "peak_test_amplitude": "intensity of input motions for both platforms was increased from 25%, 50%, 66.7% (Design DE level), to 100% (MCE level)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerPipingUB_NCS-2015", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "The bottom level was designed to assess the performance of a longitudinal main line and longer transverse branch lines subjected to earthquake shaking. A total of six generic ceiling boxes supporting ceiling tiles were installed at various locations to assess potential failure mechanisms of sprinkler heads interacting with the suspended ceiling during earthquake shaking\nThe two levels of the specimen were connected together by a vertical riser\nMain Line, Cross Main, and Vertical Riser: 10.2-cm steel pipes (schedule 10) with groove-fit connections (4 in pipes)\nFlexible couplings were installed within 30.5 cm above and below the simulated floor slab.\npressure = 40 psi\n10 mm hanger rods, 12g wire restrainers\nBranch lines = Schedule 40 CPVC pipes with cement joints (2 in pipes)\nFully braced specimen (bracing systems installed according to NFPA 13. (1 in dia pipe braces and wire restrainers next at the ends of cantilever pipes on top level (no end pipe bracings on bottom floor)", "comp_detail": "Braced", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage (100% MCE)", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.56, "governing_design_standard": "", "id": "exp1525c", "loading_protocol": "Spectral accelerations SDS=1 g and SD1=0.6 g, and a maximum inter-story drift ratio 3%", "location": "University at Buffalo Nonstructural Component Simulator (UB-NCS)", "material": "CPVC", "notes": "", "peak_test_amplitude": "intensity of input motions for both platforms was increased from 25%, 50%, 66.7% (Design DE level), to 100% (MCE level)", "prior_damage": "", "prior_damage_repaired": "", "reference": "Tian_SprinklerPipingUB_NCS-2015", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Piping according to NFPA-13 (2022). Pressurized to 130 psi (0.89 Mpa).Steel pipes: distribution pipe: 2.5 in. (SCH 10), branch pipe: 1 to 1.5 in (SCH 10), armover pipe: 1 in (SCH 40)", "comp_detail": "", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "Inconsequential", "ds_description": "Pipe hangers become permanently deformed", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 0.75, "governing_design_standard": "", "id": "exp2367b", "loading_protocol": "", "location": "", "material": "", "notes": "Peak test amplite in PFA", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Bhatta_NHERIFireSprinkler-2025", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" }, { "alt_edp_metric": "", "alt_edp_unit": "", "alt_edp_value": null, "comp_description": "Plenum depth: Main pipe: 39 in. (1000 mm), Branch pipe: 16 - 18 in. (400-450 mm) steel pipes, Steel columns and beam, concrete sections for brace and hanger connections, Pressure: 175 psi (1.2 MPa),No riser, main and branch pipe connected using a 600mm long riser nipple with Victaulic Mechanical-T outlet (threaded) other joints: threaded, Braces to main pipes include 25 mm (1.0 in) schedule 40 steel pipes. No ceiling interaction, irrespective of pipe diameters", "comp_detail": "", "component": "D.40.1.1.A", "design_objective": "", "ds_class": "No damage", "ds_description": "No damage", "ds_rank": null, "edp_metric": "Peak Floor Acceleration, horizontal", "edp_unit": "g", "edp_value": 1.28, "governing_design_standard": "", "id": "exp2464b", "loading_protocol": "", "location": "", "material": "", "notes": "", "peak_test_amplitude": "", "prior_damage": "", "prior_damage_repaired": "", "reference": "Rashid-2022", "reviewer": "NIST", "size_class": "", "specimen": "", "specimen_inspection_sequence": "", "test_type": "Dynamic, uniaxial" } ]