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The CUREe-Caltech Woodframe Project UCI Task 1.4.8.3 Diaphragm Connections Gerard C. Pardoen, UC Irvine Seb J. Ficcadenti, F&W CSE Tom A. Castle, F&W CSE.

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Presentation on theme: "The CUREe-Caltech Woodframe Project UCI Task 1.4.8.3 Diaphragm Connections Gerard C. Pardoen, UC Irvine Seb J. Ficcadenti, F&W CSE Tom A. Castle, F&W CSE."— Presentation transcript:

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

2 the CUREe-Caltech Woodframe Project UCI Research Plan (1)This Project is part of the Caltech-CUREe Woodframe Project, specifically Task 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: a. Joists: 2x12 & plywood web b. Connectors: toe nails, framing clips, flange nailing c. Joist Orientation: perpendicular & parallel to wall

3 the CUREe-Caltech Woodframe Project UCI Proposed CUREe Test Protocol

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

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

6 the CUREe-Caltech Woodframe Project UCI Test Sample Matrix

7 the CUREe-Caltech Woodframe Project UCI Laboratory Setup

8 the CUREe-Caltech Woodframe Project UCI Laboratory Setup

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

10 the CUREe-Caltech Woodframe Project UCI Capacity = 593 pounds/foot F.S. = 3.0 TN1-A

11 the CUREe-Caltech Woodframe Project UCI Capacity = 751 pounds/foot F.S. = 4.4 FC1-A

12 the CUREe-Caltech Woodframe Project UCI Capacity = 828 pounds/foot F.S. = 3.5 FN1-A

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

14 the CUREe-Caltech Woodframe Project UCI Capacity = 743 pounds/foot F.S. = 3.8 TN2-A

15 the CUREe-Caltech Woodframe Project UCI Capacity = 853 pounds/foot F.S. = 5.0 FC2-A

16 the CUREe-Caltech Woodframe Project UCI Capacity = 825 pounds/foot F.S. = 3.5 FN2-A

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

18 the CUREe-Caltech Woodframe Project UCI TN3-A Capacity = 1448 pounds/foot F.S. = 3.4 (7.4)

19 the CUREe-Caltech Woodframe Project UCI FC3-A Capacity = 1293 pounds/foot F.S. = 3.2 (7.7)

20 the CUREe-Caltech Woodframe Project UCI FN3-A Capacity = 1290 pounds/foot F.S. = 2.5 (5.5)

21 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.


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