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eLibrary > Special Design Provisions for Wind and Seismic (SDPWS) >

Special Design Provisions for Wind and Seismic (SDPWS), 2008

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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]

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Special Design Provisions for Wind and Seismic (SDPWS), 2008

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