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Session 25 ic2011 showalter

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  • 1. Resisting Combined Uplift and Shear with Wood Structural Panels John “Buddy” Showalter, P.E. VP, Technology Transfer American Wood Council www.awc.orgCopyright © 2010 American Wood Council. All rights reserved.
  • 2. Outline • 2008 Wind & Seismic Standard Overview • Combined Uplift and Shear • Frequently Asked Questions
  • 3. General OverviewScope:“The provisions of this documentcover materials, design andconstruction of wood members,fasteners, and assemblies toresist wind and seismic forces.“ASD and LRFD
  • 4. General OverviewOutline• Chapter 1: Flowchart• Chapter 2: General Design Requirements• Chapter 3: Members and Connections• Chapter 4: Lateral Force Resisting Systems
  • 5. Chapter 2 – Design Methodologies
  • 6. Chapter 4 - Lateral Force-Resisting Systems • General • Wood Diaphragms • Wood Shear Walls • Covers in-plane wind and seismic load resistance of shear walls and diaphragms
  • 7. Combined Wind Uplift & Shear - WSP• Wood structural panels (WSP) – Resist combined wind uplift and shear – Resist tension only from wind uplift – Alternate to metal straps
  • 8. Shear Wall - Parts • Five parts of a shear wall wood 2 structural 1 panels wood frame 3 nails 5 hold downs plate 4 anchors
  • 9. Combined Wind Uplift & Shear - WSP• Table 4.4.1 Shear & Uplift – amount of available uplift capacity beyond shear capacity
  • 10. Combined Wind Uplift & Shear - WSP• Minimum panel thickness = 7/16“• Vertical sheathing• Minimum spacing of fasteners in a row = 3“• Horizontal blocking• All shear wall types – Individual full-height – Perforated – Force-transfer Photo: APA
  • 11. Combined Wind Uplift & Shear - WSP• Critical details – Note minimum edge distance is 1/2"
  • 12. Combined Wind Uplift & Shear - WSP Sheathing tension splice vs. shear blocking (for shear) (deals with tension perp)
  • 13. Combined Wind Uplift & Shear - WSP Sheathing Splices per 4.4.1.7 Horizontal Number of No Horizontal Sheathing Sheathing Tension Sheathing Joint Stories Joint over Studs Splice over Studs over Studs One-Story No splice required •Blocking to resist Resists both shear shear (4.4.1.3) and uplift •Stud nailing to resist (4.4.1.7 Exception) uplift (4.4.1.7(2)) Multi-Story Nail spacing at common •Blocking to resist Resists both shear horizontal framing > 3″ single shear (4.4.1.3) and uplift row or > 6″ double row •Stud nailing to resist (4.4.1.7 Exception) (4.4.1.7 (1) and Fig. 4H) uplift (4.4.1.7(2))
  • 14. Combined Wind Uplift & Shear - WSP Multi-story – sheets splice at band joist Nail spacing limited to address tension perpCombinedUpliftShear 6″ o.c. minimum 3″ o.c. minimum
  • 15. Combined Wind Uplift & Shear - WSP Multi-story – sheets splice at stud mid-heightCombinedUpliftShear
  • 16. Combined Wind Uplift & Shear - WSP• Example: Splice over studs – 110 MPH Exposure B – Uplift to resist: 277 plf • Use (2.0 x 277 = 554 plf) and Table 4.4.1 below
  • 17. Combined Wind Uplift & Shear - WSP• Example: Splice over studs – Uplift too high to allow multi-story splice to occur over band joist, so design splice over studs
  • 18. Combined Wind Uplift & Shear - WSP• Example: Splice over studs Double row 8d nails @ 4″ o.c. 4 x 12 4x8
  • 19. Combined Wind Uplift & Shear - WSP• Example: Splice over studs Single row 8d nails @ 4″ o.c. See 4.4.1.7 (1) 4 x 12 4x8
  • 20. Combined Wind Uplift & Shear - WSP• Example: Splice over studs Additional nails (n) required above and below joint in studs to resist uplift capacity (4.4.1.7(2)): For 8d @ 4” & 12” ASD Capacity = 324 plf > 277 plf OK n = [324 x 16/12]/Z x C_D 4 x 12 = [324 x 16/12]/[67 x 1.6] = 4.03 use 4 nails per stud 4x8
  • 21. Combined Wind Uplift & Shear - WSP• Example: Splice over studs Check field nailing requirements for stud supporting 4 x 12 panel below the rim joist: Min. stud length on 4 x 12 panel below rim = 31.875” #nails/stud = 31.875”/12” + 1 = 3.65 nails = 4 nails Total # nails required/stud = 4 + 4 = 8 nails Spacing: 31.875”/(8-1) = 4.55” 4 x 12 Specify 4” o.c. in field 4x8
  • 22. Combined Wind Uplift & Shear - WSP• Uplift only case – Single or double row of fasteners – Tension not shear – Test verified
  • 23. Combined Wind Uplift & Shear - WSP• Default anchorage (4.4.1.6) – Anchor bolts at 16" o.c. with 3" x 3" x 0.229" steel plate washer – Plate washer within ½" of sheathing face that provides uplift – Resist cross grain bending of bottom plate
  • 24. Wind & Seismic Standards• More details on changes• Wood Design Focus papers – 2005 Special Design Provisions for Wind and Seismic (SDPWS) – 2008 Special Design Provisions for Wind and Seismic – Use of Wood Structural Panels to Resist Combined Shear and Uplift from Wind Download free at www.awc.org
  • 25. Frequently Asked QuestionsQ: What about pneumatic nails or staples?A: Design capacities are provided in a National Evaluation Report held by International Staple and Nail Tool Association: www.isanta.org
  • 26. Questions?• www.awc.org – Online eCourses – FAQ’s – Calculators

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