AWC SDPWS withCommentary 2008
$32.50
Special Design Provisions for Wind and Seismic (SDPWS)
| Published By | Publication Date | Number of Pages |
| AWC | 2008 | 87 |
ANSI / AF&PA SDPWS-2008 – Special Design Provisions for Wind and Seismic standard with Commentary covers materials, design, and construction of wood members, fasteners, and assemblies to resist wind and seismic forces. Engineered design of wood structures to resist wind or seismic forces is either by allowable stress design (ASD); or load and resistance factor design (LRFD). The most notable new provisions of the 2008 Wind and Seismic standard include criteria for wood structural panels designed to resist combined shear and uplift from wind.
PDF Catalog
| PDF Pages | PDF Title |
|---|---|
| 1 | Wind & Seismic Cover |
| 3 | Wind & Seismic |
| 4 | Copyright |
| 5 | Table of Contents List of Tables |
| 6 | List of Figures List of Commentary Tables List of Commentary Figures |
| 7 | 1 Designer Flowchart |
| 8 | 1.1 Flowchart |
| 9 | 2 General Design Requirements |
| 10 | 2.1 General 2.1.1 Scope 2.1.2 Design Methods 2.2 Terminology |
| 12 | 2.3 Notation |
| 13 | 3 Members and Conections |
| 14 | 3.1 Framing 3.1.1 Wall Framing Table 3.1.1.1 Wall Stud Repetitive Member Factors 3.1.2 Floor Framing 3.1.3 Roof Framing 3.2 Sheathing 3.2.1 Wall Sheathing |
| 15 | Table 3.2.1 Nominal Uniform Load Capacities ( psf) for Wall Sheathing Resisting Out-of-Plane Wind Loads1 |
| 16 | 3.2.2 Floor Sheathing Table 3.2.2 Nominal Uniform Load Capacities (psf) for Roof Sheathing Resisting Out-of-Plane Wind Loads 3.2.3 Roof Sheathing Table 3.2.2 Nominal Uniform Load Capacities ( psf) for Roof Sheathing Resisting Out- of- Plane Wind Loads1,3 3.3 Connections |
| 17 | 4 Lateral Force-Resisting systems |
| 18 | 4.1 General 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 |
| 19 | 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 4.2.1 Application Requirements 4.2.2 Deflection 4.2.3 Unit Shear Capacities |
| 20 | 4.2.4 Diaphragm Aspect Ratios Table 4.2.4 Maximum Diaphragm Aspect Ratios 4.2.5 Horizontal Distribution of Shear Figure 4A Open Front Structure |
| 21 | Figure 4B Cantilevered Building 4.2.6 Construction Requirements 4.2.7 Diaphragm Assemblies |
| 23 | Figure 4C High Load Diaphragm |
| 24 | Table 4.2A Nominal Unit Shear Capacities for Wood- Frame Diaphragms – Blocked Wood Structural Panel Diaphragms |
| 25 | Table 4.2B Nominal Unit Shear Capacities for Wood- Frame Diaphragms – Blocked Wood Structural Panel Diaphragms Utilizing Multiple Rows of Fasteners ( High Load Diaphragms) |
| 26 | Table 4.2C Nominal Unit Shear Capacities for Wood- Frame Diaphragms – Unblocked Wood Structural Panel Diaphragms |
| 27 | Table 4.2D Nominal Unit Shear Capacities for Wood- Frame Diaphragms – Lumber Diaphragms |
| 28 | 4.3 Wood-Frame Shear Walls 4.3.1 Application Requirements 4.3.2 Deflection 4.3.3 Unit Shear Capacities |
| 29 | Table 4.3.3.2 Unblocked Shear Wall Adjustment Factor, Cub |
| 30 | Table 4.3.3.5 Shear Capacity Adjustment Factor, Co 4.3.4 Shear Wall Aspect Ratios |
| 31 | Table 4.3.4 Maximum Shear Wall Aspect Ratios 4.3.5 Shear Wall Types Figure 4D Typical Shear Wall Height- to- Width Ratio for Perforated Shear Walls |
| 32 | 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 |
| 33 | 4.3.6 Construction Requirements |
| 34 | 4.3.7 Shear Wall Systems |
| 37 | Table 4.3A Nominal Unit Shear Capacities for Wood- Frame Shear Walls – Wood- based Panels |
| 38 | 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 |
| 39 | Table 4.3C Nominal Unit Shear Capacities for Wood- Frame Shear Walls – Gypsum and Portland Cement Plaster |
| 40 | Table 4.3D Nominal Unit Shear Capacities for Wood- Frame Shear Walls – Lumber Shear Walls |
| 41 | 4.4 Wood Structural Panels Designed to Resist Combined Shear and Uplift from Wind 4.4.1 Application |
| 42 | 4.4.2 Wood Structural Panels Designed to Resist Only Uplift from Wind Figure 4G Panel Attachment |
| 43 | Figure 4H Panel Splice Occurring over Horizontal Framing Member Figure 4I Panel Splice Occurring across Studs |
| 44 | Figure 4J Sheathing Splice Plate ( Alternate Detail) |
| 45 | 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 |
| 47 | Appendix A |
| 48 | Table A1 Standard Common, Box, and Sinker Nails1 Table A2 Standard Cut Washers |
| 49 | References |
| 50 | References |
| 51 | SDPWS Commentary |
| 52 | Foreword |
| 53 | C2 General Design Requirements C2.1 General C2.2 Terminology |
| 55 | C3 Members and Connections C3.1 Framing C3.2 Sheathing |
| 56 | 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 |
| 57 | EXAMPLE C3.2.1-1 Determine the Nominal Uniform Load Capacity in SDPWS Table 3.2.1 |
| 58 | EXAMPLE C3.2.1-2 Determine the Nominal Uniform Load Capacity in SDPWS Table 3.2.1 C3.3 Connections |
| 59 | C4 Lateral Force-Resisting Systems C4.1 General |
| 60 | C4.2 Wood Diaphragms C4.2.1 Application Requirements C4.2.2 Deflection |
| 61 | 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 |
| 62 | EXAMPLE C4.2.2-1 Derive Ga in SDPWS Table 4.2A EXAMPLE C4.2.2-2 Derive Ga in SDPWS Table 4.2B |
| 63 | Table C4.2.2C Relationship Between Span Rating and Nominal Thickness Table C4.2.2D Fastener Slip, en ( in.) |
| 64 | 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 C4.2.3 Unit Shear Capacities |
| 65 | 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 |
| 66 | EXAMPLE C4.2.2-3 Calculate Mid-Span Diaphragm Deflection ( continued) |
| 67 | EXAMPLE C4.2.2-3 Calculate Mid-Span Diaphragm Deflection ( continued) C4.2.4 Diaphragm Aspect Ratios C4.2.5 Horizontal Distribution ofShear |
| 68 | C4.2.6 Construction Requirements C4.2.7 Diaphragm Assemblies |
| 69 | 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 |
| 70 | C4.3 Wood Shear Walls C4.3.1 Application Requirements C4.3.2 Deflection |
| 71 | Figure C4.3.2 Comparison of 4-Term and 3-Term Deflection Equations |
| 72 | Table C4.3.2A Data Summary for Structural Fiberboard, Gypsum Wallboard, and Lumber Sheathed Shear Walls |
| 73 | EXAMPLE C4.3.2-1 Calculate the Apparent Shear Stiffness, Ga, in SDPWS Table 4.3A |
| 74 | C4.3.3 Unit Shear Capacities |
| 75 | 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 |
| 76 | C4.3.5 Shear Wall Types C4.3.6 Construction Requirements |
| 77 | Figure C4.3.6.4.3 Distance for Plate Washer Edge to Sheathed Edge |
| 78 | C4.3.7 Shear Wall Systems |
| 79 | C4.4 Wood Structural Panels Designed to Resist Combined Shear and Uplift from Wind C4.4.1 Application |
| 80 | Figure C4.4.1.7( 1) Panel Splice Over Common Horizontal Framing Member C4.4.2 Wood Structural PanelsDesigned to Resist Only Upliftfrom Wind |
| 81 | 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 |
| 82 | EXAMPLE C4.4.2-1 Calculate Nominal Uplift Capacity for Wind Uplift Only Case |
| 83 | Commentary References |
| 87 | Back Cover |
Related products
-
AWC SDPWS withCommentary 2005
Special Design Provisions for Wind and Seismic (SDPWS) Published By Publication Date Number of Pages…
