AWC WFCM 2015
$43.33
Wood Frame Construction Manual
| Published By | Publication Date | Number of Pages |
| AWC | 2015 | 324 |
The 2015 Wood Frame Construction Manual (WFCM) for One- and Two-Family Dwellings was developed by the American Wood Council’s (AWC) Wood Design Standards Committee and has been approved by ANSI as an American National Standard. The 2015 WFCM is referenced in the 2015 International Building Code and 2015 International Residential Code. Tabulated engineered and prescriptive design provisions in WFCM Chapters 2 and 3, respectively are based on the following loads from ASCE 7-10 Minimum Design Loads for Buildings and Other Structures: 0-70 psf ground snow loads 110-195 mph 700-year return period 3-second gust basic wind speeds Seismic Design Categories A-D The WFCM includes design and construction provisions for connections, wall systems, floor systems, and roof systems. A range of structural elements are covered, including sawn lumber, structural glued laminated timber, wood structural sheathing, I-joists, and trusses.
PDF Catalog
| PDF Pages | PDF Title |
|---|---|
| 1 | Cover |
| 3 | Title Page |
| 5 | Foreword |
| 7 | Table of Contents |
| 9 | Chapter 1 General Information |
| 10 | Table 1 Applicability Limitations |
| 11 | 1.1 Scope |
| 12 | 1.2 Materials Standards |
| 13 | 1.3 Definitions |
| 17 | 1.4 Symbols |
| 19 | Figure 1.1 Basic Wind Speeds for One- and Two-Family Dwellings Based on 700-yr Return Period 3-second Gust Basic Wind Speeds |
| 20 | Figure 1.2 Mean Roof Height (MRH) |
| 21 | Chapter 2 Engineered Design |
| 22 | Table 2 Engineered Design Limitations |
| 23 | 2.1 General Provisions Table 2.1.3.1 Adjustment for Wind Exposure and Mean Roof Height |
| 25 | 2.2 Connections |
| 27 | 2.3 Floor Systems |
| 29 | 2.4 Wall Systems |
| 31 | 2.5 Roof Systems |
| 34 | List of Figures |
| 36 | Figures 2.1 – 2.5 Figure 2.1a Cantilever With Loadbearing Wall Figure 2.1b Cantilever With Non-Loadbearing Wall |
| 37 | Figure 2.1c Cantilever With Loadbearing Wall – Designed for Additional Load Where Cantilever > d Figure 2.1d Setback Limits for Loadbearing Wall |
| 38 | Figure 2.1e Setback Limits for Loadbearing Wall – Designed for Additional Load Where Offset > d Figure 2.1f Rafter Overhang Limits |
| 39 | Figure 2.1g Rake Overhang Limits – Outlookers |
| 40 | Figure 2.1h Rake Overhang Limits – Lookout Blocks |
| 41 | Figure 2.1i Vertical Floor Offset Figure 2.1j Floor and Roof Diaphragm Aspect Ratio Limits |
| 42 | Figure 2.1k Floor Diaphragm Opening Limits Figure 2.1L Shear Wall Line Offset |
| 43 | Figure 2.2a Typical Lateral Framing Connections |
| 44 | Figure 2.2b Shear Connection Locations |
| 45 | Figure 2.2c Typical Wind Uplift Connections |
| 46 | Figure 2.2d Overturning Detail |
| 47 | Figure 2.3 Endwall Blocking Detail |
| 48 | Figure 2.4a I-Joist Bearing on Wall With Blocking as End Restraint Figure 2.4b I-Joist Bearing on Wall With Rim Joist as End Restraint Figure 2.4c Continuous I-Joist Over a Bearing Wall Supporting a Wall Above |
| 49 | Figure 2.4d Vertical Wall Offset on I-Joist Floor Assembly Figure 2.4e Continuous Cantilevered I-Joist Over a Bearing Wall Supporting a Wall Above |
| 50 | Figure 2.5a I-Joist Connection to Sill Plate Figure 2.5b Column Load Transfer Through I-Joist Floor System to Foundation Figure 2.5c I-Joist Bevel Cut |
| 51 | Figures 2.6 – 2.10 Figure 2.6a I-Joist Floor Header Figure 2.6b I-Joist Floor Header With Filler Block Between Double Trimmers |
| 52 | Figure 2.6c Stair Stringer Connection to I-Joist Floor System Figure 2.7 I-Joist Supported by Hangers Attached to Interior Beam |
| 53 | Figure 2.8 I-Joist Web Stiffener Attachment at Bearing Points |
| 54 | Figure 2.9a Typical I-Joist Cantilever Supporting Uniform Loads Figure 2.9b L umber Cantilever Attached to I-Joist |
| 55 | Figure 2.10a Rafter Ridge Blocking and Uplift Strap for I-Joist Bearing on a Ridge Beam Figure 2.10b Hanger and Uplift Strap for I-Joist Attached to Side of Ridge Beam Figure 2.10c Filler Block and Ridge Blocking for I-Joist Bearing on Ridge Beam Figure 2.10d I-Joist Connection to Header at Roof Opening |
| 56 | Figures 2.11 – 2.15 Figure 2.11a I-Joist Roof Rafter Bearing on Exterior Wall With Top Chord Overhang Figure 2.11b I-Joist Roof Rafter Bearing on Exterior Wall With Lumber Overhang Figure 2.11c I-Joist Roof Rafter Bearing on Beveled Plate |
| 57 | Figure 2.11d I-Joist Roof Rafter Bearing on Exterior Wall With Top Chord and Lumber Overhang Figure 2.11e Gable End Rake Overhang Outlookers Attached to I-Joist Roof Rafter |
| 58 | Figure 2.12a Bottom Chord Bearing on Exterior Wall Figure 2.12b Bottom Chord Bearing on Interior Wall Figure 2.12c Top Chord Bearing on Interior Wall Figure 2.12d Top Chord Bearing on Exterior Wall Figure 2.12e Interior Pocket Bearing |
| 59 | Figure 2.12f Top Chord Bearing Truss on Ledger Figure 2.12g Bottom Chord Bearing Truss in Hanger |
| 60 | Figure 2.13a Truss Cantilever Detail Figure 2.13b Truss Cantilever Detail |
| 61 | Figure 2.14 Truss Strongback Details |
| 62 | Figure 2.15a Blocking in Floor Space at End Bearing Truss With Band |
| 63 | Figure 2.15b Blocking in Floor Space at Interior Loadbearing Walls |
| 64 | Figure 2.15c Blocking in Floor Space at Floor Elevation Change |
| 65 | Figures 2.16 – 2.18 Figure 2.16a Roof Truss Overhang Figure 2.16b Roof Truss Overhang and Cantilever Figure 2.16c Roof Truss Overhang and Cantilever Figure 2.16d Roof Truss Overhang With Level Return |
| 66 | Figure 2.17a Plan and Isometric of Jack Truss System |
| 67 | Figure 2.17b Plan and Isometric of Step Down Truss System |
| 68 | Figure 2.18a Roof Intersection with Valley Fill Figure 2.18b Total Roof Truss System |
| 69 | List of Tables |
| 70 | Tables 2.1 – 2.5 Table 2.1 Lateral Framing Connection Loads from Wind |
| 71 | Table 2.2A Uplift Connection Loads from Wind |
| 72 | Table 2.2B Ridge Connection Loads from Wind |
| 73 | Table 2.2C Rake Overhang Outlooker Uplift Connection Loads |
| 74 | Table 2.3 Thrust Connection Loads |
| 75 | Table 2.4 Roof and Wall Sheathing Suction Loads |
| 76 | Table 2.5A Lateral Diaphragm Loads from Wind – Perpendicular to Ridge |
| 77 | Table 2.5B Lateral Diaphragm Loads from Wind – Parallel to Ridge – Roof and Floor |
| 79 | Table 2.5C Lateral Diaphragm Loads from Wind – Parallel to Ridge – Attic Floor or Ceiling |
| 81 | Tables 2.6 – 2.10 Table 2.6 L ateral Loads from Seismic |
| 82 | Table 2.7A Floor Joist Spans for 30 psf Live Load |
| 83 | Table 2.7B Floor Joist Spans for 40 psf Live Load |
| 84 | Table 2.7C Floor Joist Bearing Stresses for Floor Loads |
| 85 | Table 2.8A Floor Framing Capacity Requirements for 30 psf Live Load |
| 86 | Table 2.8B Floor Framing Capacity Requirements for 40 psf Live Load |
| 88 | Table 2.9A Exterior Wall Stud Bending Stresses from Wind Loads |
| 90 | Table 2.9B Exterior Wall Stud Compression Stresses |
| 92 | Table 2.9C Interior Loadbearing Wall Stud Compression Stresses from Live Loads |
| 93 | Table 2.10 Exterior Wall Induced Moments from Wind Loads |
| 94 | Tables 2.11 – 2.17 Table 2.11 Loadbearing Wall Loads from Snow or Live Loads |
| 95 | Table 2.12A1 Ceiling Joist Spans for 10 psf Live Load Flexible Finish |
| 96 | Table 2.12A2 Ceiling Joist Spans for 10 psf Live Load Brittle Finiah |
| 97 | Table 2.12B1 Ceiling Joist Spans for 20 psf Live Load Flexible Finish |
| 98 | Table 2.12B2 Ceiling Joist Spans for 20 psf Live Load Brittle Finish |
| 99 | Table 2.13A1 Ceiling Joist Framing Capacity Requirements for 10 psf Live Load |
| 100 | Table 2.13A2 Ceiling Joist Framing Capacity Requirements for 10 psf Live Load Brittle Finish |
| 101 | Table 2.13B1 Ceiling Joist Framing Capacity Requirements for 20 psf Live Load Flexible Finish |
| 102 | Table 2.13B2 Ceiling Joist Framing Capacity Requirements for 20 psf Live Load Brittle Finish |
| 104 | Table 2.14A Rafter Spans for 20 psf Live Load |
| 107 | Table 2.14B Rafter Spans for 30 psf Ground Snow Load |
| 108 | Table 2.14C Rafter Spans for 50 psf Ground Snow Load |
| 109 | Table 2.14D Rafter Spans for 70 psf Ground Snow Load |
| 111 | Table 2.15A Roof Framing Capacity Requirements for 20 psf Roof Live Load |
| 114 | Table 2.15B Roof Framing Capacity Requirements for 30 psf Ground Snow Load |
| 115 | Table 2.15C Roof Framing Capacity Requirements for 50 psf Ground Snow Load |
| 116 | Table 2.15D Roof Framing Capacity Requirements for 70 psf Ground Snow Load |
| 118 | Table 2.16 Ridge Beam Capacity Requirements for Interior Center Bearing Roof and Ceiling |
| 119 | Table 2.17 Hip and Valley Beam Capacity Requirements |
| 121 | Chapter 3 Prescriptive Design |
| 122 | Table 3 Prescriptive Design Limitations |
| 123 | 3.1 General Provisions |
| 124 | 3.2 Connections |
| 127 | 3.3 Floor Systems |
| 129 | 3.4 Wall Systems |
| 131 | 3.5 Roof Systems |
| 133 | List of Figures |
| 134 | Figures 3.1 – 3.5 Figure 3.1a Determining the Mean Roof Height (MRH) and Top Plate to Roof Ridge Height Figure 3.1b Method for Addressing Shear Wall Line Offsets |
| 135 | Figure 3.1c Shear Wall Offset |
| 136 | Figure 3.2a Sill Plate Anchorage to Concrete Foundation Wall Figure 3.2b Sill Plate Anchorage to Masonry Foundation Wall Figure 3.2c Bottom Plate Anchorage to Slab-on-Grade |
| 137 | Figure 3.2d Wall Assembly to Permanent Wood Foundation Figure 3.2e Wall Assembly to Piles |
| 138 | Figure 3.2f Panel Attachment Figure 3.2g Panel Splice Occurring over Horizontal Framing Members |
| 139 | Figure 3.2h Panel Splice Occurring across Studs Figure 3.2i Sheathing Splice Plate (Alternative Detail) |
| 140 | Figure 3.2j Roof to Top Plate Connection Through Sheathing Figure 3.2k Roof to Top Plate Uplift Connection |
| 141 | Figure 3.3a Solid Sawn Joist and Rafter Notching and Boring Limits Figure 3.3b Stud Notching and Boring Limits |
| 142 | Figure 3.4a Joists Framing on a Solid Sawn Girder Figure 3.4b Joists Framing on a Ledger Figure 3.4c Joists Framing on a Steel Beam |
| 143 | Figure 3.4d Joist Framing on a Stud Wall Figure 3.4e Joist Framing on a Foundation Sill Plate Figure 3.4f Girder Bearing on a Concrete Wall Figure 3.4g Cantilever Floor – 3D View |
| 144 | Figure 3.5a Loadbearing Wall Offset from Support Figure 3.5b Double Joist Under a Non-Loadbearing Wall Figure 3.5c Blocking Under a Non-Loadbearing Wall Figure 3.5d Double Joist Under a Bathtub |
| 145 | Figures 3.6 – 3.12 Figure 3.6a Floor Opening – Stairway Figure 3.6b Floor Opening – Stairway With Landing |
| 146 | Figure 3.7a Ceiling Bracing Gable Endwall Figure 3.7b Floor Bracing Endwall |
| 147 | Figure 3.8a Corner Stud Hold-down Detail – 3 Studs With Blocking Figure 3.8b Corner Stud Hold-down Detail – 4 Studs Figure 3.8c Interior Stud Detail Figure 3.8d Top Plate Intersection Detail |
| 148 | Figure 3.9a Studs and Headers Around Wall Openings Figure 3.9b Studs and Headers Around Wall Openings – Bay Window |
| 149 | Figure 3.10a Ridge Beam Details Figure 3.10b Ridge Board and Ceiling Joist Detail Figure 3.10c Ridge Board and Rafter Tie Detail |
| 150 | Figure 3.11a Roof Openings – Chimney Figure 3.11b Roof Openings – Gable Dormer |
| 151 | Figure 3.11c Roof Openings – Shed Dormer |
| 152 | Figure 3.12a Hip Roof Framing Detail |
| 153 | Figure 3.12b Valley Roof Framing Detail Figure 3.12c Valley Beam Roof Framing Detail |
| 154 | List of Tables |
| 157 | Tables 3.1 – 3.5 Table 3.1 Nailing Schedule |
| 158 | Table 3.2 Sill or Bottom Plate to Foundation Connection Requirements for Wind – Exposure B |
| 160 | Table 3.2 Sill or Bottom Plate to Foundation Connection Requirements for Wind – Exposure C |
| 163 | Table 3.2A Sill Plate to Foundation Connections Resisting Shear Loads from Wind – Exposure B |
| 164 | Table 3.2A Sill Plate to Foundation Connections Resisting Shear Loads from Wind – Exposure C |
| 166 | Table 3.2B Bottom Plate to Foundation Connections (Anchor Bolts) Resisting Lateral and ShearLoads from Wind – Exposures B and C Table 3.2C Sill or Bottom Plate to Foundation Connections (Anchor Bolts) Resisting Uplift Loads from Wind – Exposures B and C |
| 167 | Table 3.3 Sill Plate to Foundation Connection Shear Load for Seismic – GSL = 30 |
| 168 | Table 3.3 Sill Plate to Foundation Connection Shear Load for Seismic – GSL = 50 |
| 169 | Table 3.3 Sill Plate to Foundation Connection Shear Load for Seismic – GSL = 70 |
| 171 | Table 3.3A1 1/2″ Anchor Bolts – Foundation Sill Plate Connection Resisting Shear Loads from Seismic – GSL = 30 |
| 172 | Table 3.3A2 1/2″ Anchor Bolts – Foundation Sill Plate Connection Resisting Shear Loads from Seismic – GSL = 50 |
| 173 | Table 3.3A3 1/2″ Anchor Bolts – Foundation Sill Plate Connection Resisting Shear Loads from Seismic – GSL = 70 |
| 174 | Table 3.3A4 5/8″ Anchor Bolts – Foundation Sill Plate Connection Resisting Shear Loads from Seismic – GSL = 30 |
| 175 | Table 3.3A5 5/8″ Anchor Bolts – Foundation Sill Plate Connection Resisting Shear Loads from Seismic – GSL = 50 |
| 176 | Table 3.3A6 5/8″ Anchor Bolts – Foundation Sill Plate Connection Resisting Shear Loads from Seismic – GSL = 70 |
| 177 | Table 3.3B Bottom Plate to Foundation Connections (Anchor Bolts) Resisting Shear from Seismic |
| 178 | Table 3.4 Rafter/ Truss Framing to Wall Connection Requirements for Wind Loads – Exposure B |
| 180 | Table 3.4 Rafter/ Truss Framing to Wall Connection Requirements for Wind Loads – Exposure C |
| 182 | Table 3.4A Rafter and/or Ceiling Joist to Top Plate Lateral and Shear Connection Requirements – Exposure B |
| 183 | Table 3.4A Rafter and/or Ceiling Joist to Top Plate Lateral and Shear Connection Requirements – Exposure C |
| 184 | Table 3.4B Shear Walls Resisting Uplift and Shear – Exposure B |
| 185 | Table 3.4B Shear Walls Resisting Uplift and Shear – Exposure C |
| 186 | Table 3.4C Rake Overhang Outlooker Uplift Connection Requirements – Exposure B |
| 187 | Table 3.4C Rake Overhang Outlooker Uplift Connection Requirements – Exposure C |
| 188 | Table 3.5 Top and Bottom Plate to Stud Lateral Connection Requirements for Wind Loads – Exposure B |
| 189 | Table 3.5 Top and Bottom Plate to Stud Lateral Connection Requirements for Wind Loads – Exposure C |
| 190 | Table 3.5A Top and Bottom Plate to Stud Lateral Connections for Wind Loads – Exposure B |
| 191 | Table 3.5A Top and Bottom Plate to Stud Lateral Connections for Wind Loads – Exposure C |
| 192 | Tables 3.6 – 3.15 Table 3.6 Ridge Connection Requirements for Wind – Exposure B |
| 193 | Table 3.6 Ridge Connection Requirements for Wind – Exposure C |
| 194 | Table 3.7 Header Connection Requirements for Wind – Exposure B |
| 195 | Table 3.7 Header Connection Requirements for Wind – Exposure C |
| 196 | Table 3.8 Window Sill Plate Connection Requirements for Wind – Exposure B |
| 197 | Table 3.8 Window Sill Plate Connection Requirements for Wind – Exposure C |
| 198 | Table 3.9 Rafter/ Ceiling Joist Heel Joint Connection Requirements |
| 199 | Table 3.9A Rafter/ Ceiling Joist Heel Joint Connection Requirements |
| 200 | Table 3.10 Roof Sheathing Attachment Requirements for Wind Loads – Exposure B |
| 201 | Table 3.10 Roof Sheathing Attachment Requirements for Wind Loads – Exposure C |
| 202 | Table 3.11 Wall Sheathing and Cladding Attachment Requirements for Wind Loads – Exposure B |
| 203 | Table 3.11 Wall Sheathing and Cladding Attachment Requirements for Wind Loads – Exposure C |
| 204 | Table 3.12A Roof Sheathing Requirements for Wind Loads – Exposure B |
| 205 | Table 3.12A Roof Sheathing Requirements for Wind Loads – Exposure C |
| 206 | Table 3.12B Maximum Roof Sheathing Spans for Roof Live and Snow Loads |
| 207 | Table 3.13A Wall Sheathing Requirements for Wind Loads – Exposure B |
| 208 | Table 3.13A Wall Sheathing Requirements for Wind Loads – Exposure C |
| 209 | Table 3.13B Wall Cladding Requirements for Wind Loads – Exposure B Table 3.13B Wall Cladding Requirements for Wind Loads – Exposure C |
| 210 | Table 3.14 Maximum Floor Sheathing Spans for Live Loads |
| 211 | Table 3.15 Minimum Attic Floor/ Ceiling Length When Bracing Gable Endwall for Wind Loads – Exposure B |
| 212 | Table 3.15 Minimum Attic Floor/ Ceiling Length When Bracing Gable Endwall for Wind Loads – Exposure C |
| 214 | Tables 3.16 – 3.19 Table 3.16A1 Roof Diaphragm Limits for Wind – Exposure B – All Slopes |
| 215 | Table 3.16A2 Roof Diaphragm Limits for Wind – Exposure B – Low Slopes |
| 216 | Table 3.16A3 Roof Diaphragm Limits for Wind – Exposure C – All Slopes |
| 217 | Table 3.16A4 Roof Diaphragm Limits for Wind – Exposure C – Low Slopes |
| 218 | Table 3.16B Floor Diaphragm Limits for Wind – Exposure B Table 3.16B Floor Diaphragm Limits for Wind – Exposure C |
| 219 | Table 3.16C1 Diaphragm Limits for Seismic – GSL = 30 |
| 220 | Table 3.16C2 Diaphragm Limits for Seismic – GSL = 50 |
| 221 | Table 3.16C3 Diaphragm Limits for Seismic – GSL = 70 |
| 223 | Table 3.17A Segmented Shear Wall Sheathing Requirements for Wind – Exposure B |
| 224 | Table 3.17A Segmented Shear Wall Sheathing Requirements for Wind – Exposure C |
| 226 | Table 3.17C1 Segmented Shear Wall Sheathing Requirements for Seismic – GSL = 30 |
| 227 | Table 3.17C2 Segmented Shear Wall Sheathing Requirements for Seismic – GSL = 50 |
| 228 | Table 3.17C3 Segmented Shear Wall Sheathing Requirements for Seismic – GSL = 70 |
| 230 | Table 3.17D Shear Wall Assembly Allowable Unit Shear Capacities, Maximum Shear Wall Segment Aspect Ratios, and Sheathing Type Adjustments |
| 234 | Table 3.17E Perforated Shear Wall Full Height Sheathing Adjustments |
| 235 | Table 3.17F Segmented and Perforated Shear Wall Hold-down Capacity Requirements |
| 236 | Table 3.18A Floor Joist Spans for Common Lumber Species – LL = 30 psf |
| 237 | Table 3.18B Floor Joist Spans for Common Lumber Species – LL = 40 psf |
| 238 | Table 3.19 Representative Metal Plate Connected Wood Floor Truss Spans |
| 240 | Tables 3.20 – 3.22 Table 3.20A1 Maximum Exterior Loadbearing and Non-loadbearing Stud Lengths for Common Lumber Species Resisting Interior Zone Wind Loads – Stud Deflection Limit = H/ 180 – Exposure B |
| 242 | Table 3.20A2 Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths for Common Lumber Species Resisting Interior Zone Wind Loads – Stud Deflection Limit = H/ 240 – Exposure B |
| 244 | Table 3.20A3 Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths for Common Lumber Species Resisting Interior Zone Wind Loads – Stud Deflection Limit = H/ 360 – Exposure B |
| 246 | Table 3.20A4 Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths for Common Lumber Species Resisting Interior Zone Wind Loads – Stud Deflection Limit = H/ 180 – Exposure C |
| 248 | Table 3.20A5 Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths for Common Lumber Species Resisting Interior Zone Wind Loads – Stud Deflection Limit = H/ 240 – Exposure C |
| 250 | Table 3.20A6 Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths for Common Lumber Species Resisting Interior Zone Wind Loads – Stud Deflection Limit = H/ 360 – Exposure C |
| 254 | Table 3.20B1 Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths for Common Lumber Species Resisting Interior Zone Wind Loads – Stud Deflection Limit = H/ 180 – Exposure B – 3/8″ WSP |
| 256 | Table 3.20B2 Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths for Common Lumber Species Resisting Interior Zone Wind Loads – Stud Deflection Limit = H/ 240 – Exposure B – 3/8″ WSP |
| 258 | Table 3.20B3 Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths for Common Lumber Species Resisting Interior Zone Wind Loads – Stud Deflection Limit = H/ 360 – Exposure B – 3/8″ WSP |
| 260 | Table 3.20B4 Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths for Common Lumber Species Resisting Interior Zone Wind Loads – Stud Deflection Limit = H/ 180 – Exposure C – 3/8″ WSP |
| 262 | Table 3.20B5 Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths for Common Lumber Species Resisting Interior Zone Wind Loads – Stud Deflection Limit = H/ 240 – Exposure C – 3/8″ WSP |
| 264 | Table 3.20B6 Maximum Exterior Loadbearing and Non-Loadbearing Stud Lengths for Common Lumber Species Resisting Interior Zone Wind Loads – Stud Deflection Limit = H/ 360 – Exposure C – 3/8″ WSP |
| 266 | Table 3.20C Size, Height, and Spacing Limits for Wood Studs |
| 267 | Table 3.21 Top Plate Requirements for Wind – Exposures B & C |
| 268 | Table 3.22A1 Laterally Unsupported (Dropped) Header Spans for Exterior Loadbearing Walls – Supporting a Roof and Ceiling |
| 269 | Table 3.22A2 Laterally Supported (Raised) Header Spans for Exterior Loadbearing Walls – Supporting a Roof and Ceiling |
| 270 | Table 3.22B1 Laterally Unsupported (Dropped) Header Spans for Exterior Loadbearing Walls – Supporting a Roof, Ceiling, and One Center Bearing Floor |
| 271 | Table 3.22B2 Laterally Supported (Raised) Header Spans for Exterior Loadbearing Walls – Supporting a Roof, Ceiling, and One Center Bearing Floor |
| 272 | Table 3.22C1 Laterally Unsupported (Dropped) Header Spans for Exterior Loadbearing Walls – Supporting a Roof, Ceiling, and One Clear Span Floor |
| 273 | Table 3.22C2 Laterally Supported (Raised) Header Spans for Exterior Loadbearing Walls – Supporting a Roof, Ceiling, and One Clear Span Floor |
| 274 | Table 3.22D1 Laterally Unsupported (Dropped) Header Spans for Exterior Loadbearing Walls – Supporting a Roof, Ceiling, and Two Center Bearing Floors |
| 275 | Table 3.22D2 Laterally Supported (Raised) Header Spans for Exterior Loadbearing Walls – Supporting a Roof, Ceiling, and Two Center Bearing Floors |
| 276 | Table 3.22E1 Laterally Unsupported (Dropped) Header Spans for Exterior Loadbearing Walls – Supporting a Roof, Ceiling, and Two Clear Span Floors |
| 277 | Table 3.22E2 Laterally Supported (Raised) Header Spans for Exterior Loadbearing Walls – Supporting a Roof, Ceiling, and Two Clear Span Floors |
| 278 | Table 3.22F Jack Stud Requirements |
| 279 | Tables 3.23 – 3.29 Table 3.23A Laterally Unsupported (Dropped) Header Spans for Exterior Loadbearing Walls Resisting Wind Loads – Exposure B |
| 280 | Table 3.23A Laterally Unsupported (Dropped) Header Spans for Exterior Loadbearing Walls Resisting Wind Loads – Exposure C |
| 281 | Table 3.23B Laterally Unsupported (Dropped) Header Spans for Exterior Non-Loadbearing Walls and Window Sill Plate Spans Resisting Wind Loads – Exposure B Table 3.23B Laterally Unsupported (Dropped) Header Spans for Exterior Non-Loadbearing Walls and Window Sill Plate Spans Resisting Wind Loads – Exposure C |
| 282 | Table 3.23C Full Height Stud Requirements for Headers or Window Sill Plates in Exterior Walls Resisting Wind Loads – Exposures B & C |
| 283 | Table 3.23D Reduced Full Height Stud Requirements for Headers or Window Sill Plates in Exterior Walls Resisting Wind Loads – Exposures B & C |
| 284 | Table 3.24A Laterally Unsupported (Dropped) Header Spans for Interior Loadbearing Walls – Supporting One Center Bearing Floor |
| 285 | Table 3.24A Laterally Supported (Raised) Header Spans for Interior Loadbearing Walls – Supporting One Center Bearing Floor |
| 286 | Table 3.24B Laterally Unsupported (Dropped) Header Spans for Interior Loadbearing Walls – Supporting Two Center Bearing Floors |
| 287 | Table 3.24B Laterally Supported (Raised) Header Spans for Interior Loadbearing Walls – Supporting Two Center Bearing Floors |
| 288 | Table 3.24C Jack Stud Requirements (For Headers in Exterior Loadbearing Walls) |
| 289 | Table 3.25A1 Ceiling Joist Spans for Common Lumber Species – LL = 10 psf Flexible Finish |
| 290 | Table 3.25A2 Ceiling Joist Spans for Common Lumber Species – LL = 10 psf Brittle Finish |
| 291 | Table 3.25B1 Ceiling Joist Spans for Common Lumber Species – LL = 20 psf Flexible Finish |
| 292 | Table 3.25B2 Ceiling Joist Spans for Common Lumber Species – LL = 20 psf Brittle Finish |
| 293 | Table 3.26A Rafter Spans for Common Lumber Species – LL = 20 – L/Δ = 180 |
| 294 | Table 3.26B Rafter Spans for Common Lumber Species – LL = 20 – L/Δ = 240 Flexible Finish |
| 295 | Table 3.26C Rafter Spans for Common Lumber Species – LL = 20 – L/Δ = 360 Brittle Finish |
| 298 | Table 3.26D Rafter Spans for Common Lumber Species – GSL = 30 – L/Δ = 180 |
| 299 | Table 3.26E Rafter Spans for Common Lumber Species – GSL = 30 – L/Δ = 240 Flexible Finish |
| 300 | Table 3.26F Rafter Spans for Common Lumber Species – GSL = 50 – L/Δ = 360 Brittle Finish |
| 301 | Table 3.26G Rafter Spans for Common Lumber Species – GSL = 50 – L/Δ = 180 |
| 302 | Table 3.26H Rafter Spans for Common Lumber Species – GSL = 70 – L/Δ = 240 Flexible Finish |
| 303 | Table 3.26I Rafter Spans for Common Lumber Species – GSL = 70 – L/Δ = 360 Brittle Finish |
| 304 | Table 3.26J Rafter Spans for Common Lumber Species – GSL = 70 – L/Δ = 180 |
| 305 | Table 3.26K Rafter Spans for Common Lumber Species – GSL = 70 – L/Δ = 240 Flexible Finish |
| 306 | Table 3.26L Rafter Spans for Common Lumber Species – GSL = 70 – L/Δ = 360 Brittle Finish |
| 308 | Table 3.27 Representative Metal Plate Connected Wood Roof Truss Spans |
| 309 | Table 3.28 Hip and Valley Beam Sizes |
| 310 | Table 3.29 Ridge Beam Spans |
| 311 | List of Appendix A Wind Load Tables for Uplift Strap and Ridge Strap Connections |
| 312 | Table A-3.4 Uplift Strap Connection Requirements (Roof-to-Wall, Wall-to-Wall, and Wall-to Foundation) – Exposure B |
| 313 | Table A-3.4 Uplift Strap Connection Requirements (Roof-to-Wall, Wall-to-Wall, and Wall-to Foundation) – Exposure C |
| 314 | Table A-3.6 Ridge Tension Strap Connection Requirements for Wind – Exposure B |
| 315 | Table A-3.6 Ridge Tension Strap Connection Requirements for Wind – Exposure C |
| 317 | Supplement |
| 318 | Table S-1 Maximum Spans and Allowable Total Uniform Loads for Floor Sheathing Table S-2A Maximum Spans and Allowable Total Uniform Loads (Bending and Shear) for Roof Sheathing for Normal Duration Loads |
| 319 | Table S-2B Maximum Spans and Allowable Total Uniform Loads (Deflection) for Roof Sheathing for Normal Duration Loads Table S-3 ASD Unit Shear Capacity for Horizontal Diaphragm Assemblies Sheathed with Gypsum Wallboard |
| 321 | References |
| 324 | Back Cover |
