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Special Design Provisions for Wind and Seismic (SDPWS), 2008
- Wind & Seismic Cover
- Wind & Seismic [Go to Page]
- Copyright
- Table of Contents
- List of Tables
- List of Figures
- List of Commentary Tables
- List of Commentary Figures
- 1 Designer Flowchart [Go to Page]
- 1.1 Flowchart
- 2 General Design Requirements [Go to Page]
- 2.1 General [Go to Page]
- 2.1.1 Scope
- 2.1.2 Design Methods
- 2.2 Terminology
- 2.3 Notation
- 3 Members and Conections [Go to Page]
- 3.1 Framing [Go to Page]
- 3.1.1 Wall Framing [Go to Page]
- Table 3.1.1.1 Wall Stud Repetitive Member Factors
- 3.1.2 Floor Framing
- 3.1.3 Roof Framing
- 3.2 Sheathing [Go to Page]
- 3.2.1 Wall Sheathing [Go to Page]
- Table 3.2.1 Nominal Uniform Load Capacities ( psf) for Wall Sheathing Resisting Out-of-Plane Wind Loads1
- 3.2.2 Floor Sheathing [Go to Page]
- Table 3.2.2 Nominal Uniform Load Capacities (psf) for Roof Sheathing Resisting Out-of-Plane Wind Loads
- 3.2.3 Roof Sheathing [Go to Page]
- Table 3.2.2 Nominal Uniform Load Capacities ( psf) for Roof Sheathing Resisting Out- of- Plane Wind Loads1,3
- 3.3 Connections
- 4 Lateral Force-Resisting systems [Go to Page]
- 4.1 General [Go to Page]
- 4.1.1 Design Requirements
- 4.1.2 Shear Capacity
- 4.1.3 Deformation Requirements
- 4.1.4 Boundary Elements
- 4.1.5 Wood Members and Systems Resisting Seismic Forces Contributed by Masonry and Concrete Walls
- 4.1.6 Wood Members and Systems Resisting Seismic Forces from Other Concrete or Masonry Construction
- 4.1.7 Toe-Nailed Connections
- 4.2 Wood-Frame Diaphragms [Go to Page]
- 4.2.1 Application Requirements
- 4.2.2 Deflection
- 4.2.3 Unit Shear Capacities
- 4.2.4 Diaphragm Aspect Ratios [Go to Page]
- Table 4.2.4 Maximum Diaphragm Aspect Ratios
- 4.2.5 Horizontal Distribution of Shear [Go to Page]
- Figure 4A Open Front Structure
- Figure 4B Cantilevered Building
- 4.2.6 Construction Requirements
- 4.2.7 Diaphragm Assemblies [Go to Page]
- Figure 4C High Load Diaphragm
- Table 4.2A Nominal Unit Shear Capacities for Wood- Frame Diaphragms - Blocked Wood Structural Panel Diaphragms
- Table 4.2B Nominal Unit Shear Capacities for Wood- Frame Diaphragms - Blocked Wood Structural Panel Diaphragms Utilizing Multiple Rows of Fasteners ( High Load Diaphragms)
- Table 4.2C Nominal Unit Shear Capacities for Wood- Frame Diaphragms - Unblocked Wood Structural Panel Diaphragms
- Table 4.2D Nominal Unit Shear Capacities for Wood- Frame Diaphragms - Lumber Diaphragms
- 4.3 Wood-Frame Shear Walls [Go to Page]
- 4.3.1 Application Requirements
- 4.3.2 Deflection
- 4.3.3 Unit Shear Capacities [Go to Page]
- Table 4.3.3.2 Unblocked Shear Wall Adjustment Factor, Cub
- Table 4.3.3.5 Shear Capacity Adjustment Factor, Co
- 4.3.4 Shear Wall Aspect Ratios [Go to Page]
- Table 4.3.4 Maximum Shear Wall Aspect Ratios
- 4.3.5 Shear Wall Types [Go to Page]
- Figure 4D Typical Shear Wall Height- to- Width Ratio for Perforated Shear Walls
- Figure 4E Typical Individual Full- Height Wall Segments Height- to- Width Ratio
- Figure 4F Typical Shear Wall Height- to- Width Ratio for Shear Walls Designed for Force Transfer Around Openings
- 4.3.6 Construction Requirements
- 4.3.7 Shear Wall Systems
- Table 4.3A Nominal Unit Shear Capacities for Wood- Frame Shear Walls - Wood- based Panels
- Table 4.3B Nominal Unit Shear Capacities for Wood- Frame Shear Walls - Wood Structural Panels Applied over 1/ 2" or 5/ 8" Gypsum Wallboard or Gypsum Sheathing Board
- Table 4.3C Nominal Unit Shear Capacities for Wood- Frame Shear Walls - Gypsum and Portland Cement Plaster
- Table 4.3D Nominal Unit Shear Capacities for Wood- Frame Shear Walls - Lumber Shear Walls
- 4.4 Wood Structural Panels Designed to Resist Combined Shear and Uplift from Wind [Go to Page]
- 4.4.1 Application
- 4.4.2 Wood Structural Panels Designed to Resist Only Uplift from Wind [Go to Page]
- Figure 4G Panel Attachment
- Figure 4H Panel Splice Occurring over Horizontal Framing Member
- Figure 4I Panel Splice Occurring across Studs
- Figure 4J Sheathing Splice Plate ( Alternate Detail)
- Table 4.4.1 Nominal Uplift Capacity of 7/ 16" Minimum Wood Structural Panel Sheathing or Siding When Used for Both Shear Walls and Wind Uplift Simultaneously over Framing with a Specific Gravity of 0.42 or Greater
- Table 4.4.2 Nominal Uplift Capacity of 3/ 8" Minimum Wood Structural Panel Sheathing or Siding When Used for Wind Uplift Only over Framing with a Specific Gravity of 0.42 or Greater
- Appendix A [Go to Page]
- Table A1 Standard Common, Box, and Sinker Nails1
- Table A2 Standard Cut Washers
- References [Go to Page]
- References
- SDPWS Commentary [Go to Page]
- Foreword
- C2 General Design Requirements [Go to Page]
- C2.1 General
- C2.2 Terminology
- C3 Members and Connections [Go to Page]
- C3.1 Framing
- C3.2 Sheathing [Go to Page]
- Table C3.2A Wood Structural Panel Dry Design Bending Strength Capacities
- Table C3.2B Wood Structural Panel Dry Shear Capacities in the Plane
- Table C3.2C Cellulosic Fiberboard Sheathing Design Bending Strength Capacities
- EXAMPLE C3.2.1-1 Determine the Nominal Uniform Load Capacity in SDPWS Table 3.2.1
- EXAMPLE C3.2.1-2 Determine the Nominal Uniform Load Capacity in SDPWS Table 3.2.1
- C3.3 Connections
- C4 Lateral Force-Resisting Systems [Go to Page]
- C4.1 General
- C4.2 Wood Diaphragms [Go to Page]
- C4.2.1 Application Requirements
- C4.2.2 Deflection [Go to Page]
- Table C4.2.2A Shear Stiffness, G.t. ( lb/in. of depth), for Wood Structural Panels
- Table C4.2.2B Shear Stiffness, Gvtv ( lb/in. of depth), for Other Sheathing Materials
- EXAMPLE C4.2.2-1 Derive Ga in SDPWS Table 4.2A
- EXAMPLE C4.2.2-2 Derive Ga in SDPWS Table 4.2B
- Table C4.2.2C Relationship Between Span Rating and Nominal Thickness
- Table C4.2.2D Fastener Slip, en ( in.)
- Table C4.2.2E Data Summary for Blocked and Unblocked Wood Structural Panel Diaphragms
- Table C4.2.2F Data Summary for Horizontal Lumber and Diagonal Lumber Sheathed Diaphragms
- EXAMPLE C4.2.2-3 Calculate Mid-Span Diaphragm Deflection
- Figure C4.2.2-3a Diaphragm Dimensions and Shear and Moment Diagram
- Figure C4.2.2-3b Diaphragm Chord, Double Top Plate with Two Joints in Upper Plate
- EXAMPLE C4.2.2-3 Calculate Mid-Span Diaphragm Deflection ( continued)
- EXAMPLE C4.2.2-3 Calculate Mid-Span Diaphragm Deflection ( continued)
- C4.2.3 Unit Shear Capacities
- C4.2.4 Diaphragm Aspect Ratios
- C4.2.5 Horizontal Distribution ofShear
- C4.2.6 Construction Requirements
- C4.2.7 Diaphragm Assemblies [Go to Page]
- Figure C4.2.7.1.1 Diaphragm Cases 1 through 6
- Figure C4.2.7.1.1( 3) Staggering of Nails at Panel Edges of Blocked Diaphragms
- C4.3 Wood Shear Walls [Go to Page]
- C4.3.1 Application Requirements
- C4.3.2 Deflection [Go to Page]
- Figure C4.3.2 Comparison of 4-Term and 3-Term Deflection Equations
- Table C4.3.2A Data Summary for Structural Fiberboard, Gypsum Wallboard, and Lumber Sheathed Shear Walls
- EXAMPLE C4.3.2-1 Calculate the Apparent Shear Stiffness, Ga, in SDPWS Table 4.3A
- C4.3.3 Unit Shear Capacities [Go to Page]
- Figure C4.3.3 Detail for Adjoining Panel Edges where Structural Panels are Applied to Both Faces of the Wall
- C4.3.4 Shear Wall Aspect Ratios
- C4.3.5 Shear Wall Types
- C4.3.6 Construction Requirements [Go to Page]
- Figure C4.3.6.4.3 Distance for Plate Washer Edge to Sheathed Edge
- C4.3.7 Shear Wall Systems
- C4.4 Wood Structural Panels Designed to Resist Combined Shear and Uplift from Wind [Go to Page]
- C4.4.1 Application [Go to Page]
- Figure C4.4.1.7( 1) Panel Splice Over Common Horizontal Framing Member
- Figure C4.4.1.7( 2) Detail for Continuous Panel Between Levels ( Load Path for Shear Transfer Into and Out of the Diaphragm Not Shown)
- EXAMPLE C4.4.1-1 Calculate Nominal Uplift Capacity for Combined Uplift and Shear Case
- C4.4.2 Wood Structural PanelsDesigned to Resist Only Upliftfrom Wind [Go to Page]
- EXAMPLE C4.4.2-1 Calculate Nominal Uplift Capacity for Wind Uplift Only Case
- Commentary References
- Back Cover [Go to Page]