Task 1 4 8 3 Diaphragm Connections Gerard

Task 1. 4. 8. 3 Diaphragm Connections Gerard C. Pardoen, UC Irvine Seb J. Ficcadenti, F&W CSE Tom A. Castle, F&W CSE the CUREe-Caltech Woodframe Project UCI

Research Plan (1) This Project is part of the Caltech-CUREe Woodframe Project, specifically Task 1. 4. 8 B “Diaphragm to Shear Wall Connections”: (2) There are 6 diaphragm configurations that are to be tested. (3) 12 cyclic test samples total, 2 samples/configuration. (Revised to 16 samples after early test results) (4) 4 additional monotonic tests shall be conducted to calibrate the Proposed CUREe Displacement Loading Protocol (5) Main Test Variables: (6) a. Joists: 2”x 12” & plywood web (7) b. Connectors: toe nails, framing clips, flange nailing (8) c. Joist Orientation: perpendicular & parallel to wall the CUREe-Caltech Woodframe Project UCI

Proposed CUREe Test Protocol the CUREe-Caltech Woodframe Project UCI

Testing Apparatus Plywood Diaphragm Shear Wall Below Shear Transfer Connection to Blocking Shake Table Laboratory Strong Floor the CUREe-Caltech Woodframe Project UCI

Test Fixture to Measure the Applied Load Reaction Sample Adapter Shaft Support Shaft Linear Bearing Load Cell Table Adapter the CUREe-Caltech Woodframe Project UCI

Test Sample Matrix the CUREe-Caltech Woodframe Project UCI

Laboratory Setup the CUREe-Caltech Woodframe Project UCI

Laboratory Setup the CUREe-Caltech Woodframe Project UCI

Parallel Joist Connections 12 Toe Nails 3 Framing Clips 12 Flange Nails Toe Nailed Joist Framing Clipped Joist Flange Nailed Joist Design Capacity 196 pounds/foot (100%) Design Capacity 169 pounds/foot (86%) Design Capacity 235 pounds/foot (120%) the CUREe-Caltech Woodframe Project UCI

TN 1 -A Capacity = 593 pounds/foot F. S. = 3. 0 the CUREe-Caltech Woodframe Project UCI

FC 1 -A Capacity = 751 pounds/foot F. S. = 4. 4 the CUREe-Caltech Woodframe Project UCI

FN 1 -A Capacity = 828 pounds/foot F. S. = 3. 5 the CUREe-Caltech Woodframe Project UCI

Perpendicular Joist Connections (w/out Joist Nails) 12 Toe Nails 3 Framing Clips 12 Flange Nails Toe Nailed Blocks Framing Clipped Blocks Flange Nailed Blocks Design Capacity 196 pounds/foot (100%) Design Capacity 169 pounds/foot (86%) Design Capacity 235 pounds/foot (120%) the CUREe-Caltech Woodframe Project UCI

TN 2 -A Capacity = 743 pounds/foot F. S. = 3. 8 the CUREe-Caltech Woodframe Project UCI

FC 2 -A Capacity = 853 pounds/foot F. S. = 5. 0 the CUREe-Caltech Woodframe Project UCI

FN 2 -A Capacity = 825 pounds/foot F. S. = 3. 5 the CUREe-Caltech Woodframe Project UCI

Perpendicular Joist Connections (with Joist Nails) 26 Toe Nails 3 Framing Clips Plus 14 Joist Nails 26 Flange Nails Toe Nailed Blocks Framing Clipped Blocks Flange Nailed Blocks Design Capacity 425 pounds/foot (216%) Design Capacity 398 pounds/foot (203%) Design Capacity 510 pounds/foot (260%) the CUREe-Caltech Woodframe Project UCI

TN 3 -A Capacity = 1448 pounds/foot F. S. = 3. 4 (7. 4) the CUREe-Caltech Woodframe Project UCI

FC 3 -A Capacity = 1293 pounds/foot F. S. = 3. 2 (7. 7) the CUREe-Caltech Woodframe Project UCI

FN 3 -A Capacity = 1290 pounds/foot F. S. = 2. 5 (5. 5) the CUREe-Caltech Woodframe Project UCI

Preliminary Observations & Conclusions (1) Shear transfer stiffness is primarily dependent on the direction of framing (parallel is stiffer than perpendicular) and secondarily dependent on the capacity of the connection. (2) Shear transfer connections consisting of framing clips yield higher factors of safety (ultimate strength/design strength) than comparable nailed connections. (3) Shear transfer connections at perpendicular framing conditions have greater strength than comparable connections at parallel conditions. (4) The use of joist nails at perpendicular framing conditions greatly increases the strength of shear transfer connections, often times beyond the strength of the unblocked diaphragm being braced. the CUREe-Caltech Woodframe Project UCI