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Task 1.4.8.3 Diaphragm Connections

Task 1.4.8.3 Diaphragm Connections. Gerard C. Pardoen, UC Irvine Seb J. Ficcadenti, F&W CSE Tom A. Castle, F&W CSE. Research Plan. This Project is part of the Caltech-CUREe Woodframe Project, specifically Task 1.4.8 B “Diaphragm to Shear Wall Connections”:

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Task 1.4.8.3 Diaphragm Connections

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  1. Task 1.4.8.3 Diaphragm Connections Gerard C. Pardoen, UC Irvine Seb J. Ficcadenti, F&W CSE Tom A. Castle, F&W CSE

  2. Research Plan • This Project is part of the Caltech-CUREe Woodframe Project, specifically Task 1.4.8 B “Diaphragm to Shear Wall Connections”: • 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 • Main Test Variables: • a. Joists: 2”x12” & plywood web • b. Connectors: toe nails, framing clips, flange nailing • c. Joist Orientation: perpendicular & parallel to wall

  3. Proposed CUREe Test Protocol

  4. Testing Apparatus Plywood Diaphragm Shear Transfer Connection to Blocking Shear Wall Below Shake Table Laboratory Strong Floor

  5. Test Fixture to Measure the Applied Load Load Reaction Sample Adapter Shaft Support Shaft Linear Bearing Load Cell Table Adapter

  6. Test Sample Matrix

  7. Laboratory Setup

  8. Laboratory Setup

  9. 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%)

  10. TN1-A Capacity = 593 pounds/foot F.S. = 3.0

  11. FC1-A Capacity = 751 pounds/foot F.S. = 4.4

  12. FN1-A Capacity = 828 pounds/foot F.S. = 3.5

  13. 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%)

  14. TN2-A Capacity = 743 pounds/foot F.S. = 3.8

  15. FC2-A Capacity = 853 pounds/foot F.S. = 5.0

  16. FN2-A Capacity = 825 pounds/foot F.S. = 3.5

  17. Perpendicular Joist Connections (with Joist Nails) 3 Framing Clips Plus 14 Joist Nails 26 Toe 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%)

  18. TN3-A Capacity = 1448 pounds/foot F.S. = 3.4 (7.4)

  19. FC3-A Capacity = 1293 pounds/foot F.S. = 3.2 (7.7)

  20. FN3-A Capacity = 1290 pounds/foot F.S. = 2.5 (5.5)

  21. Preliminary Observations & Conclusions • 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. • Shear transfer connections consisting of framing clips yield higher factors of safety (ultimate strength/design strength) than comparable nailed connections. • Shear transfer connections at perpendicular framing conditions have greater strength than comparable connections at parallel conditions. • 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.

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