Wood

Grounded in the retrieved California Building Code — click a citation to read the verbatim passage:

• CBC § 2304.10.2.1 Medium relevance — show source text

  2304.10.2.1 Additional requirements. [DSA-SS and OSHPD 1, 1R, 2, 4 & 5] Fasteners used for the attachment of exterior wall coverings shall be of hot-dipped zinc-coated galvanized steel, mechanically deposited zinc-coated steel, stainless steel, silicon bronze or copper. The coating weights for hot-dipped zinc-coated fasteners shall be in accordance with ASTM A153. The coating weights for mechanically deposited zinc coated fasteners shall be in accordance with ASTM B695, Class 55 minimum.

  2304.10.3 Sheathing fasteners. Sheathing nails or other approved sheathing connectors shall be driven so that their head or crown is flush with the surface of the sheathing.

  2304.10.4 Joist hangers and framing anchors. Connections depending on joist hangers or framing anchors, ties and other mechanical fastenings not otherwise covered are permitted where approved. The vertical load-bearing capacity, torsional moment capacity and deflection characteristics of joist hangers shall be determined in accordance with ASTM D7147.

  2304.10.5 Other fasteners. Clips, staples, glues and other approved methods of fastening are permitted where approved.

  2304.10.6 Fasteners and connectors in contact with preservative-treated and fire-retardant-treated wood. Fasteners, including nuts and washers, and connectors in contact with preservative-treated and fire-retardant-treated wood shall be in accordance with Sections 2304.10.6.1 through 2304.10.6.4. The coating weights for zinc-coated fasteners shall be in accordance

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  with ASTM A153. The coating weight for zinc-coated nails shall be in accordance with ASTM A153 Class D or ASTM A641 Class 3S [1 ounce per square foot (305 g/m [2] )]. Stainless steel driven fasteners shall be in accordance with the material requirements of ASTM F1667.

  2304.10.6.1 Fasteners and connectors for preservative-treated wood. Fasteners, including nuts and washers, in contact with preservative-treated wood shall be of hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze or copper. Staples shall be of stainless steel. Fasteners other than nails, staples, timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc-coated steel with coating weights in accordance with ASTM B695, Class 55 minimum. Connectors that are used in exterior applications and in contact with preservative-treated wood shall have coating types and weights in accordance with the treated wood or connector manufacturer’s recommendations. In the absence of manufacturer’s recommendations, not less than ASTM A653, Type G185 zinc-coated galvanized steel, or equivalent, shall be used.

  Exception: Plain carbon steel fasteners, including nuts and washers, in SBX/DOT and zinc borate preservative-treated wood in an interior, dry environment shall be permitted.

  2304.10.6.2 Fastenings for wood foundations. Fastenings, including nuts and washers, for wood foundations shall be as required in AWC PWF.

• CBC § 23-21 Medium relevance — show source text

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  with ASTM A153. The coating weight for zinc-coated nails shall be in accordance with ASTM A153 Class D or ASTM A641 Class 3S [1 ounce per square foot (305 g/m [2] )]. Stainless steel driven fasteners shall be in accordance with the material requirements of ASTM F1667.

  2304.10.6.1 Fasteners and connectors for preservative-treated wood. Fasteners, including nuts and washers, in contact with preservative-treated wood shall be of hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze or copper. Staples shall be of stainless steel. Fasteners other than nails, staples, timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc-coated steel with coating weights in accordance with ASTM B695, Class 55 minimum. Connectors that are used in exterior applications and in contact with preservative-treated wood shall have coating types and weights in accordance with the treated wood or connector manufacturer’s recommendations. In the absence of manufacturer’s recommendations, not less than ASTM A653, Type G185 zinc-coated galvanized steel, or equivalent, shall be used.

  Exception: Plain carbon steel fasteners, including nuts and washers, in SBX/DOT and zinc borate preservative-treated wood in an interior, dry environment shall be permitted.

  2304.10.6.2 Fastenings for wood foundations. Fastenings, including nuts and washers, for wood foundations shall be as required in AWC PWF.

  2304.10.6.3 Fasteners for fire-retardant-treated wood used in exterior applications or wet or damp locations. Fasteners, including nuts and washers, for fire-retardant-treated wood used in exterior applications or wet or damp locations shall be of hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze or copper. Staples shall be of stainless steel. Fasteners other than nails, staples, timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinccoated steel with coating weights in accordance with ASTM B695, Class 55 minimum.

  2304.10.6.4 Fasteners for fire-retardant-treated wood used in interior applications. Fasteners, including nuts and washers, for fire-retardant-treated wood used in interior locations shall be in accordance with the manufacturer’s recommendations. In the absence of manufacturer’s recommendations, Section 2304.10.6.3 shall apply.

  2304.10.7 Load path. Where wall framing members are not continuous from the foundation sill to the roof, the members shall be secured to ensure a continuous load path. Where required, sheet metal clamps, ties or clips shall be formed of galvanized steel or other approved corrosion-resistant material not less than 0.0329-inch (0.836 mm) base metal thickness.

  2304.10.8 Framing requirements. Wood columns and posts shall be framed to provide full end bearing. Alternatively, columnand-post end connections shall be designed to resist the full compressive loads, neglecting end-bearing capacity. Column-andpost end connections shall be fastened to resist lateral and net induced uplift forces.

• CBC § 22A-9 Medium relevance — show source text

  2211A Industrial Boltless Steel Shelving . . . . . . . . . . . . . . . . .22A-9

  2212A Industrial Steel Work Platforms. . . . . . . . . . . . . . . . . . .22A-9

  2213A Stairs, Ladders and Guarding for Steel Storage Racks and Industrial Steel Work Platforms. . . . . . . . . . . . .22A-9

  2214A Steel Cable Structures. . . . . . . . . . . . . . . . . . . . . . . . . . . .22A-9

  2215A [DSA-SS] Light Modular Steel Moment Frames for Public Elementary and Secondary Schools, and Community Colleges . . . . . . . . . . . . . .22A-9

  2216A Testing and Field Verification . . . . . . . . . . . . . . . . . . . .22A-10

  CHAPTER 23 WOOD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .23-1

  2301 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23-3

  2302 Design Requirements . . . . . . . . . . . . . . . . . . . . . . . . . . 23-4

  2303 Minimum Standards and Quality . . . . . . . . . . . . . . . . 23-4

  2304 General Construction Requirements. . . . . . . . . . . .23-12

  2305 General Design Requirements for Lateral Force-Resisting Systems. . . . . . . . . . . . . . . . . . . . .23-25

  2306 Allowable Stress Design . . . . . . . . . . . . . . . . . . . . . . .23-27

  2307 Load and Resistance Factor Design. . . . . . . . . . . . .23-32

  2308 Conventional Light-Frame Construction . . . . . . . .23-32

  2309 Wood Frame Construction Manual . . . . . . . . . . . . .23-80

  CHAPTER 24 GLASS AND GLAZING . . . . . . . . . . . . . . . . . . .24-1

  2401 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24-3

  2402 Glazing Replacement . . . . . . . . . . . . . . . . . . . . . . . . . . 24-3

  2403 General Requirements for Glass . . . . . . . . . . . . . . . . . 24-3

  2404 Wind, Snow, Seismic and Dead Loads on Glass . . . 24-4

  2405 Sloped Glazing and Skylights . . . . . . . . . . . . . . . . . . . 24-6

  2406 Safety Glazing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24-7

• CBC § 2301.1.5 Medium relevance — show source text

  2301.1.5 Prohibition. [DSA-SS & DSA-SS/CC & OSHPD 1, 1R, 2, 4 & 5] The following design methods, systems and materials are not permitted by DSA and OSHPD: 1. Straight-sheathed horizontal lumber diaphragms. 2. Gypsum-based sheathing shear walls and portland cement plaster shear walls. 3. Shear wall foundation anchor bolt washers in accordance with exception to AWC SDPWS Section 4.3.6.4.3.

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  4. Wood structural panel shear walls and diaphragms using staples as fasteners.

  5. Unblocked shear walls.

  6. Any wood structural panel sheathing used for diaphragms and shear walls that are part of the seismic force-resisting system, not applied directly to framing members. 7. Single and double diagonally sheathed lumber walls used to resist seismic forces. 8. Log structures in accordance with ICC 400. 9. [OSHPD 1, 1R, 2, 4 & 5] Cross-laminated timber used as part of the seismic force-resisting system, unless approved as an alternative system in accordance with Section 104.2.3. [DSA-SS, DSA-SS/CC] Not adopted by DSA.

  2301.2 Dimensions. For the purposes of this chapter, where dimensions of lumber are specified, they shall be deemed to be nominal dimensions unless specifically designated as actual dimensions (see Section 2304.2). Where dimensions of cross-laminated timber thickness are specified, they shall be deemed to be actual dimensions.

  SECTION 2302—DESIGN REQUIREMENTS

  2302.1 General. The design of structural elements or systems, constructed partially or wholly of wood or wood-based products, shall be in accordance with one of the following methods:

  1. Allowable stress design in accordance with Sections 2304, 2305 and 2306.

  2. Load and resistance factor design in accordance with Sections 2304, 2305 and 2307.

  3. Conventional light-frame construction in accordance with Sections 2304 and 2308.

  4. AWC WFCM in accordance with Section 2309.

  5. The design and construction of log structures in accordance with the provisions of ICC 400.

  SECTION 2303—MINIMUM STANDARDS AND QUALITY

  2303.1 General. Structural sawn lumber; end-jointed lumber; prefabricated wood I-joists; structural glued-laminated timber; crosslaminated timber; wood structural panels; fiberboard sheathing (where used structurally); hardboard siding (where used structurally); particleboard; preservative-treated wood; structural log members; structural composite lumber; round timber poles and piles; fire-retardant-treated wood; hardwood plywood; wood trusses; joist hangers; nails; and staples shall conform to the applicable provisions of this section.

• CBC § 0.35 Medium relevance — show source text

  Lateral requirements shall be in accordance
  with Section 2305 or 2308.
  c. Wood structural panels with span ratings of wall-16 or wall-24 shall be permitted as an alternative to panels with a 24/0 span rating. Plywood siding rated 16 on center or 24 on
  center shall be permitted as an alternative to panels with a 24/16 span rating. Wall-16 and plywood siding 16 on center shall be used with studs spaced not more than 16
  inches on center.
  d. Where the specific gravity of the wood species used for wall framing is greater than or equal to 0.35 but less than 0.42 in accordance with AWC NDS, nail spacing in the field of
  the panel shall be multiplied by 0.67. Where the specific gravity of the wood species used for wall framing is less than 0.35, fastening of the wall sheathing shall be designed in
  accordance with AWC NDS.|For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
  a. Panel strength axis shall be parallel or perpendicular to supports. Three-ply plywood sheathing with studs spaced more than 16 inches on center shall be applied with panel
  strength axis perpendicular to supports.
  b. The table is based on wind pressures acting toward and away from building surfaces in accordance with Section 30.4 of ASCE 7. Lateral requirements shall be in accordance
  with Section 2305 or 2308.
  c. Wood structural panels with span ratings of wall-16 or wall-24 shall be permitted as an alternative to panels with a 24/0 span rating. Plywood siding rated 16 on center or 24 on
  center shall be permitted as an alternative to panels with a 24/16 span rating. Wall-16 and plywood siding 16 on center shall be used with studs spaced not more than 16
  inches on center.
  d. Where the specific gravity of the wood species used for wall framing is greater than or equal to 0.35 but less than 0.42 in accordance with AWC NDS, nail spacing in the field of
  the panel shall be multiplied by 0.67. Where the specific gravity of the wood species used for wall framing is less than 0.35, fastening of the wall sheathing shall be designed in
  accordance with AWC NDS.|For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
  a. Panel strength axis shall be parallel or perpendicular to supports. Three-ply plywood sheathing with studs spaced more than 16 inches on center shall be applied with panel
  strength axis perpendicular to supports.
  b. The table is based on wind pressures acting toward and away from building surfaces in accordance with Section 30.4 of ASCE 7. Lateral requirements shall be in accordance
  with Section 2305 or 2308.
  c. Wood structural panels with span ratings of wall-16 or wall-24 shall be permitted as an alternative to panels with a 24/0 span rating. Plywood siding rated 16 on center or 24 on
  center shall be permitted as an alternative to panels with a 24/16 span rating. Wall-16 and plywood siding 16 on center shall be used with studs spaced not more than 16
  inches on center.
  d.

• CBC § 1609.3. Medium relevance — show source text

  Interpolation is permitted for intermediate values of_V_ and roof spans.
  h. The rated capacity of approved tie-down devices is permitted to include up to a 60-percent increase for wind effects where allowed by material specifications. The required
  rating of approved uplift connectors is based on allowable stress design loads.
  i._ V_ shall be determined in accordance with Section 1609.3.|

  2308.11.5 Framing around openings. Trimmer and header rafters shall be doubled, or of lumber of equivalent cross section, where the span of the header exceeds 4 feet (1219 mm). The ends of header rafters that are more than 6 feet (1829 mm) in length shall be supported by framing anchors or rafter hangers unless bearing on a beam, partition or wall.

  2308.11.5.1 Openings in roof diaphragms in Seismic Design Categories B, C, D and E. In buildings classified as Seismic Design Category B, C, D or E. openings in horizontal diaphragms with a dimension that is greater than 4 feet (1219 mm) shall be constructed with metal ties and blocking in accordance with this section and Figure 2308.8.4.1(1). Metal ties shall be not less than 0.058 inch [1.47 mm (16 galvanized gage)] in thickness by 1 [1] / 2 inches (38 mm) in width and shall have a yield stress not less than 33,000 psi (227 MPa). Blocking shall extend not less than the dimension of the opening in the direction of the tie and blocking. Ties shall be attached to blocking in accordance with the manufacturer’s instructions but with not less than eight 16d common nails on each side of the header-joist intersection.

  2308.11.6 Purlins. Purlins to support roof loads are permitted to be installed to reduce the span of rafters within allowable limits and shall be supported by struts to bearing walls. The maximum span of 2-inch by 4-inch (51 mm by 102 mm) purlins shall be 4 feet (1219 mm). The maximum span of the 2-inch by 6-inch (51 mm by 152 mm) purlin shall be 6 feet (1829 mm), but the purlin shall not be smaller than the supported rafter. Struts shall be not less than 2-inch by 4-inch (51 mm by 102 mm) members. The

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  unbraced length of struts shall not exceed 8 feet (2438 mm) and the slope of the struts shall be not less than 45 degrees (0.79 rad) from the horizontal.

  2308.11.7 Blocking. Roof rafters and ceiling joists shall be supported laterally to prevent rotation and lateral displacement in accordance with Section 2308.8.6 and connected to braced wall lines in accordance with Section 2308.10.7.2.

  2308.11.8 Engineered wood products. Prefabricated wood I-joists, structural glued-laminated timber and structural composite lumber shall not be notched or drilled except where permitted by the manufacturer’s recommendations or where the effects of such alterations are specifically considered in the design of the member by a registered design professional.

• CBC § 22A-3 Medium relevance — show source text

  Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22A-3

  2203A Structural Stainless Steel . . . . . . . . . . . . . . . . . . . . . . . . 22A-6

  2204A Cold-Formed Steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22A-6

  2205A Cold-Formed Stainless Steel. . . . . . . . . . . . . . . . . . . . . .22A-6

  2206A Cold-Formed Steel Light-Frame Construction . . . . .22A-6

  2207A Steel Joists . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .22A-7

  2208A Steel Deck . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .22A-8

  2209A Steel Storage Racks. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .22A-8

  2210A Metal Building Systems . . . . . . . . . . . . . . . . . . . . . . . . . .22A-8

  2211A Industrial Boltless Steel Shelving . . . . . . . . . . . . . . . . .22A-9

  2212A Industrial Steel Work Platforms. . . . . . . . . . . . . . . . . . .22A-9

  2213A Stairs, Ladders and Guarding for Steel Storage Racks and Industrial Steel Work Platforms. . . . . . . . . . . . .22A-9

  2214A Steel Cable Structures. . . . . . . . . . . . . . . . . . . . . . . . . . . .22A-9

  2215A [DSA-SS] Light Modular Steel Moment Frames for Public Elementary and Secondary Schools, and Community Colleges . . . . . . . . . . . . . .22A-9

  2216A Testing and Field Verification . . . . . . . . . . . . . . . . . . . .22A-10

  CHAPTER 23 WOOD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .23-1

  2301 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23-3

  2302 Design Requirements . . . . . . . . . . . . . . . . . . . . . . . . . . 23-4

  2303 Minimum Standards and Quality . . . . . . . . . . . . . . . . 23-4

• CBC § 30.4 Medium relevance — show source text

  Panel strength axis shall be parallel or perpendicular to supports. Three-ply plywood sheathing with studs spaced more than 16 inches on center shall be applied with panel
  strength axis perpendicular to supports.
  b. The table is based on wind pressures acting toward and away from building surfaces in accordance with Section 30.4 of ASCE 7. Lateral requirements shall be in accordance
  with Section 2305 or 2308.
  c. Wood structural panels with span ratings of wall-16 or wall-24 shall be permitted as an alternative to panels with a 24/0 span rating. Plywood siding rated 16 on center or 24 on
  center shall be permitted as an alternative to panels with a 24/16 span rating. Wall-16 and plywood siding 16 on center shall be used with studs spaced not more than 16
  inches on center.
  d. Where the specific gravity of the wood species used for wall framing is greater than or equal to 0.35 but less than 0.42 in accordance with AWC NDS, nail spacing in the field of
  the panel shall be multiplied by 0.67. Where the specific gravity of the wood species used for wall framing is less than 0.35, fastening of the wall sheathing shall be designed in
  accordance with AWC NDS.|For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
  a. Panel strength axis shall be parallel or perpendicular to supports. Three-ply plywood sheathing with studs spaced more than 16 inches on center shall be applied with panel
  strength axis perpendicular to supports.
  b. The table is based on wind pressures acting toward and away from building surfaces in accordance with Section 30.4 of ASCE 7. Lateral requirements shall be in accordance
  with Section 2305 or 2308.
  c. Wood structural panels with span ratings of wall-16 or wall-24 shall be permitted as an alternative to panels with a 24/0 span rating. Plywood siding rated 16 on center or 24 on
  center shall be permitted as an alternative to panels with a 24/16 span rating. Wall-16 and plywood siding 16 on center shall be used with studs spaced not more than 16
  inches on center.
  d. Where the specific gravity of the wood species used for wall framing is greater than or equal to 0.35 but less than 0.42 in accordance with AWC NDS, nail spacing in the field of
  the panel shall be multiplied by 0.67. Where the specific gravity of the wood species used for wall framing is less than 0.35, fastening of the wall sheathing shall be designed in
  accordance with AWC NDS.|For SI: 1 inch = 25.4 mm, 1 mile per hour = 0.447 m/s.
  a. Panel strength axis shall be parallel or perpendicular to supports. Three-ply plywood sheathing with studs spaced more than 16 inches on center shall be applied with panel
  strength axis perpendicular to supports.
  b. The table is based on wind pressures acting toward and away from building surfaces in accordance with Section 30.4 of ASCE 7. Lateral requirements shall be in accordance
  with Section 2305 or 2308.
  c. Wood structural panels with span ratings of wall-16 or wall-24 shall be permitted as an alternative to panels with a 24/0 span rating.

• CBC § 1202.2. Medium relevance — show source text

  Where 1-inch by 4-inch (25 mm by 102 mm) spaced sheathing is installed at 10 inches (254 mm) on center, additional 1-inch by 4-inch (25 mm by 102 mm) boards shall be installed between the sheathing boards. Where wood shakes are installed over spaced sheathing and the underside of the shakes are exposed to the attic space, the attic shall be ventilated in accordance with Section 1202.2. The shakes shall not be backed with materials that will occupy the required air gap space and prevent the free movement of air on the interior side of the spaced sheathing.

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  ROOF ASSEMBLIES AND ROOFTOP STRUCTURES

  1507.9.1.1 Solid sheathing required. Solid sheathing is required in areas where the average daily temperature in January is 25°F (-4°C) or less or where there is a possibility of ice forming along the eaves causing a backup of water.

  1507.9.2 Deck slope. Wood shakes shall only be used on slopes of not less than 4 units vertical in 12 units horizontal (33-percent slope).

  1507.9.3 Underlayment. Underlayment shall comply with Section 1507.1.1.

  1507.9.4 Ice barrier. Where required, ice barriers shall comply with Section 1507.1.2.

  1507.9.5 Interlayment. Interlayment shall comply with ASTM D226, Type I.

  1507.9.6 Material standards. Wood shakes shall comply with the requirements of Table 1507.9.6.

  TABLE 1507.9.6—WOOD SHAKE MATERIAL REQUIREMENTS	Col2	Col3
  MATERIAL	MINIMUM GRADES	APPLICABLE GRADING RULES
  Wood shakes of naturally durable wood	1	CSSB
  Taper sawn shakes of naturally durable wood	1 or 2	CSSB
  Preservative-treated shakes and shingles of naturally durable wood	1	CSSB
  Fire-retardant-treated shakes and shingles of naturally durable wood	1	CSSB
  Preservative-treated taper sawn shakes of Southern pine treated in accor- dance with AWPA U1 (Commodity Specification A, Special Requirement 4.6)	1 or 2	TFS
  CSSB = Cedar Shake and Shingle Bureau. TFS = Forest Products Laboratory of the Texas Forest Services.	CSSB = Cedar Shake and Shingle Bureau. TFS = Forest Products Laboratory of the Texas Forest Services.	CSSB = Cedar Shake and Shingle Bureau. TFS = Forest Products Laboratory of the Texas Forest Services.

  1507.9.7 Attachment. Fasteners for wood shakes shall be corrosion resistant with a minimum penetration of [3] / 4 inch (19.1 mm) into the sheathing. For sheathing less than [1] / 2 inch (12.7 mm) in thickness, the fasteners shall extend through the sheathing. Each shake shall be attached with not fewer than two fasteners.

• CBC § 2308.10.7.2 Medium relevance — show source text

  2308.10.7.2 Top plate connection. Where joists or rafters are used, braced wall line top plates shall be fastened over the full length of the braced wall line to joists, rafters, rim boards or full-depth blocking above in accordance with Table 2304.10.2, as applicable, based on the orientation of the joists or rafters to the braced wall line. Blocking shall be not less than 2 inches (51 mm) in nominal thickness and shall be fastened to the braced wall line top plate as specified in Table 2304.10.2. Notching or drilling of holes in blocking in accordance with the requirements of Section 2308.6 or 2308.11.4 shall be permitted.

  At exterior gable end walls, braced wall panel sheathing in the top story shall be extended and fastened to the roof framing where the spacing between parallel exterior braced wall lines is greater than 50 feet (15 240 mm).

  Where roof trusses are used and are installed perpendicular to an exterior braced wall line, lateral forces shall be transferred from the roof diaphragm to the braced wall over the full length of the braced wall line by blocking of the ends of the trusses or by other approved methods providing equivalent lateral force transfer. Blocking shall be not less than 2 inches (51 mm) in nominal thickness and equal to the depth of the truss at the wall line and shall be fastened to the braced wall line top plate as specified in Table 2304.10.2. Notching or drilling of holes in blocking in accordance with the requirements of Section 2308.6 or 2308.11.4 shall be permitted. Exception: Where the roof sheathing is greater than 9 [1] / 4 inches (235 mm) above the top plate, solid blocking is not required where the framing members are connected using one of the following methods:

  1. In accordance with Figure 2308.10.7.2(1).
  2. In accordance with Figure 2308.10.7.2(2).
  3. Full-height engineered blocking panels designed for values listed in AWC WFCM.
  4. A design in accordance with accepted engineering methods.

  FIGURE 2308.10.7.2(1)—BRACED WALL LINE TOP PLATE CONNECTION

  For SI:1 foot = 304.8 mm. a. Methods of bracing shall be as described in Table 2308.10.3(1) DWB, WSP, SFB, GB, PBS, PCP or HPS.

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  FIGURE 2308.10.7.2(2)—BRACED WALL PANEL TOP PLATE CONNECTION

  For SI:1 foot = 304.8 mm. a. Methods of bracing shall be as described in Table 2308.10.3(1) DWB, WSP, SFB, GB, PBS, PCP or HPS.

  2308.10.7.3 Sill anchorage. Where foundations are required by Section 2308.10.8, braced wall line sills shall be anchored to concrete or masonry foundations. Such anchorage shall conform to the requirements of Section 2308.7. The anchors shall be distributed along the length of the braced wall line. Other anchorage devices having equivalent capacity are permitted.

• CBC § 3.4 Medium relevance — show source text

  3.4_||||||||X|X|X|X|X||X|X|||||||||| |2304.4.1||||||||X|X|X|X|X|||X|||||||||| |2304.10.2.1||||||||X||X|X|X||X|X|||||||||| |2304.12.1.1.1||||||||||||||||||||||X||| |2304.12.1.2||||||||X||X|X|X||X|X|||||||||| |2304.12.1.4.1||||||||X||X|X|X||X|X|||||||||| |2304.12.8||||||||||||||||||||||X||| |2304.12.9||||||||||||||||||||||X||| |2305.1.2||||||||X|X|X|X|X||X|X|||||||||| |2308.2.7||||||||X|X||X|X|||X|||||||||| |2309.1.1||||||||X|X||X|X|||X||||||||||

  The state agency does not adopt sections identified with the following symbol: The Office of the State Fire Marshal’s adoption of this chapter or individual sections is applicable to structures regulated by other state agencies pursuant to Section 1.11.

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  23 WOOD

  User notes:

  About this chapter: Chapter 23 provides minimum requirements for the design of buildings and structures that use wood and wood-based products. The chapter is organized around three design methodologies: allowable stress design (ASD), load and resistance factor design (LRFD) and conventional light-frame construction. In addition it allows the use of the American Wood Council Wood Frame Construction Manual for a limited range of structures. Included in the chapter are references to design and manufacturing standards for various wood and wood-based products; general construction requirements; design criteria for lateral force-resisting systems and specific requirements for the application of the three design methods.

  ICC code development note: Code change proposals to sections preceded by the designation [BF] will be considered by a code development committee meeting during the 2024 (Group A) Code Development Cycle. All other code change proposals will be considered by a code development committee meeting during the 2025 (Group B) Code Development Cycle.

  SECTION 2301—GENERAL

  2301.1 Scope. The provisions of this chapter shall govern the materials, design, construction and quality of wood members and their fasteners.

  [HCD 1] For limited-density owner-built rural dwellings, owner-produced or used materials and appliances may be utilized unless found not to be of sufficient strength or durability to perform the intended function; owner-produced or used lumber, or shakes and shingles may be utilized unless found to contain dry rot, excessive splitting or other defects obviously rendering the material unfit in strength or durability for the intended purpose.

  2301.1.1 _**Application.

• CBC § 2303.1.5 Medium relevance — show source text

  on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.

  WOOD

  2303.1.5 Wood structural panels. Wood structural panels, where used structurally (including those used for siding, roof and wall sheathing, subflooring, diaphragms and built-up members), shall conform to the requirements for their type in DOC PS 1, DOC PS 2 or ANSI/APA PRP 210. Each panel or member shall be identified for grade, bond classification, and Performance Category by the trademarks of an approved testing and grading agency. The Performance Category value shall be used as the “nominal panel thickness” or “panel thickness” whenever referenced in this code. Wood structural panel components shall be designed and fabricated in accordance with the applicable standards listed in Section 2306.1 and identified by the trademarks of an approved testing and inspection agency indicating conformance to the applicable standard. In addition, wood structural panels where permanently exposed in outdoor applications shall be of exterior type, except that wood structural panel roof sheathing exposed to the outdoors on the underside is permitted to be Exposure 1 type.

  2303.1.6 Fiberboard. Fiberboard for its various uses shall conform to ASTM C208. Fiberboard sheathing, where used structurally, shall be identified by an approved agency as conforming to ASTM C208.

  2303.1.6.1 Jointing. To ensure tight-fitting assemblies, edges shall be manufactured with square, shiplapped, beveled, tongue-and-groove or U-shaped joints.

  2303.1.6.2 Roof insulation. Where used as roof insulation in all types of construction, fiberboard shall be protected with an approved roof covering.

  2303.1.6.3 Wall insulation. Where installed and fireblocked to comply with Chapter 7, fiberboards are permitted as wall insulation in all types of construction. In fire walls and fire barriers, unless treated to comply with Section 803.1 for Class A materials, the boards shall be cemented directly to the concrete, masonry or other noncombustible base and shall be protected with an approved noncombustible veneer anchored to the base without intervening airspaces.

  2303.1.6.3.1 Protection. Fiberboard wall insulation applied on the exterior of foundation walls shall be protected below ground level with a bituminous coating.

  2303.1.7 Hardboard. Hardboard siding shall conform to the requirements of ANSI A135.6 and, where used structurally, shall be identified by the label of an approved agency. Hardboard underlayment shall meet the strength requirements of [7] / 32 -inch (5.6 mm) or [1] / 4 -inch (6.4 mm) service class hardboard planed or sanded on one side to a uniform thickness of not less than 0.200 inch (5.1 mm). Prefinished hardboard paneling shall meet the requirements of ANSI A135.5. Other basic hardboard products shall meet the requirements of ANSI A135.4. Hardboard products shall be installed in accordance with manufacture’s recommendations.

  2303.1.8 Particleboard. Particleboard shall conform to ANSI A208.1. Particleboard shall be identified by the grade mark or certificate of inspection issued by an approved agency. Particleboard shall not be utilized for applications other than indicated in this section unless the particleboard complies with the provisions of Section 2306.3.