Standards for engineered wood products (I-joists, SCL, CLT, glulam)

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

• CBC § 2303.1.1 High relevance — show source text

  2303.1.1 Sawn lumber. Sawn lumber used for load-supporting purposes, including end-jointed or edge-glued lumber, machine stress-rated or machine-evaluated lumber, shall be identified by the grade mark of a lumber grading or inspection agency that has been approved by an accreditation body that complies with DOC PS 20 or equivalent. Grading practices and identification shall comply with rules published by an agency approved in accordance with the procedures of DOC PS 20 or equivalent procedures.

  2303.1.1.1 Certificate of inspection. In lieu of a grade mark on the material, a certificate of inspection as to species and grade issued by a lumber grading or inspection agency meeting the requirements of this section is permitted to be accepted for precut, remanufactured or rough-sawn lumber and for sizes larger than 3 inches (76 mm) nominal thickness.

  2303.1.1.2 End-jointed lumber. Approved end-jointed lumber is permitted to be used interchangeably with solid-sawn members of the same species and grade. End-jointed lumber used in an assembly required to have a fire-resistance rating shall have the designation “Heat Resistant Adhesive” or “HRA” included in its grade mark.

  2303.1.2 Prefabricated wood I-joists. Structural capacities and design provisions for prefabricated wood I-joists shall be established and monitored in accordance with ASTM D5055.

  2303.1.3 Structural glued-laminated timber. Glued-laminated timbers shall be manufactured and identified as required in ANSI/APA 190.1 and ASTM D3737.

  2303.1.3.1 Additional requirements. [DSA-SS, DSA-SS/CC and OSHPD 1, 1R, 2, 4 & 5] The construction documents shall indicate the following: 1. Dry or wet service conditions. 2. Laminating combinations and stress requirements. 3. Species group. 4. Preservative material and retention, when preservative treatment is required. 5. Provisions for protection during shipping and field handling, such as sealing and wrapping in accordance with AITC 111.

  When mechanical reinforcement such as radial tension reinforcement is required, such reinforcement shall comply with AITC 404 and shall be detailed accordingly in the construction documents. Construction documents shall specify that the moisture content of laminations at the time of manufacture shall not exceed 12 percent for dry conditions of use.

  The design of fasteners and connections shall comply with AITC 117, Section I, Item 6 (Connection Design), and NDS Appendix E.

  2303.1.4 Cross-laminated timber. Cross-laminated timbers shall be manufactured and identified in accordance with ANSI/APA PRG 320.

  2303.1.4.1 Additional requirements. [DSA-SS & DSA-SS/CC & OSHPD 1, 1R, 2, 4 & 5] Requirements in Section 2303.1.3.1 shall apply to cross-laminated timber.

  23-4 2025 CALIFORNIA BUILDING CODE

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

  WOOD

  **2303.1.5 Wood structural panels.

• CBC § 2301.2 High relevance — show source text

  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.

  2303.1.1 Sawn lumber. Sawn lumber used for load-supporting purposes, including end-jointed or edge-glued lumber, machine stress-rated or machine-evaluated lumber, shall be identified by the grade mark of a lumber grading or inspection agency that has been approved by an accreditation body that complies with DOC PS 20 or equivalent. Grading practices and identification shall comply with rules published by an agency approved in accordance with the procedures of DOC PS 20 or equivalent procedures.

  2303.1.1.1 Certificate of inspection. In lieu of a grade mark on the material, a certificate of inspection as to species and grade issued by a lumber grading or inspection agency meeting the requirements of this section is permitted to be accepted for precut, remanufactured or rough-sawn lumber and for sizes larger than 3 inches (76 mm) nominal thickness.

  2303.1.1.2 End-jointed lumber. Approved end-jointed lumber is permitted to be used interchangeably with solid-sawn members of the same species and grade. End-jointed lumber used in an assembly required to have a fire-resistance rating shall have the designation “Heat Resistant Adhesive” or “HRA” included in its grade mark.

  2303.1.2 Prefabricated wood I-joists. Structural capacities and design provisions for prefabricated wood I-joists shall be established and monitored in accordance with ASTM D5055.

  2303.1.3 Structural glued-laminated timber. Glued-laminated timbers shall be manufactured and identified as required in ANSI/APA 190.1 and ASTM D3737.

• CBC § 602.4.3.2 Medium relevance — show source text

  The ASTM E1354 test shall be conducted on specimens at the thickness intended for use, in the horizontal orientation and at an incident radiant heat flux of 50 kW/m [2] .

  602.4.3.2 Interior protection. Mass timber elements are permitted to be unprotected.

  602.4.3.3 Floors. Floor finishes in accordance with Section 804 shall be permitted on top of the floor construction.

  602.4.3.4 Roof coverings. Roof coverings in accordance with Chapter 15 shall be permitted on the outside surface of the roof assembly.

  602.4.3.5 Concealed spaces. Concealed spaces shall not contain combustibles other than electrical, mechanical, fire protection, or plumbing materials and equipment permitted in plenums in accordance with the California Mechanical Code, and shall comply with all applicable provisions of Section 718. Combustible construction forming concealed spaces shall be protected with noncombustible protection with a minimum assigned time of 40 minutes, as specified in Table 722.7.1(1).

  602.4.3.6 Shafts. Shafts shall be permitted in accordance with Sections 713 and 718. Shafts and elevator hoistway and interior exit stairway enclosures shall be protected with noncombustible protection with a minimum assigned time of 40 minutes, as specified in Table 722.7.1(1), on both the inside of the shaft and the outside of the shaft.

  602.4.4 Type IV-HT. Type IV-HT (Heavy Timber) construction is that type of construction in which the exterior walls are of noncombustible materials and the interior building elements are of solid wood, laminated heavy timber or structural composite lumber (SCL), without concealed spaces or with concealed spaces complying with Section 602.4.4.3. The minimum dimensions for permitted materials including solid timber, glued-laminated timber, SCL and cross-laminated timber (CLT) and the details of Type IV construction shall comply with the provisions of this section and Section 2304.11. Exterior walls complying with Section 602.4.4.1 or 602.4.4.2 shall be permitted. Interior walls and partitions not less than 1-hour fire-resistance rated or heavy timber conforming with Section 2304.11.2.2 shall be permitted.

  602.4.4.1 Fire-retardant-treated wood in exterior walls. Fire-retardant-treated wood framing and sheathing complying with Section 2303.2 shall be permitted within exterior wall assemblies with a 2-hour rating or less.

  602.4.4.2 Cross-laminated timber in exterior walls. Cross-laminated timber (CLT) not less than 4 inches (102 mm) in thickness complying with Section 2303.1.4 shall be permitted within exterior wall assemblies with a 2-hour rating or less. Heavy timber structural members appurtenant to the CLT exterior wall shall meet the requirements of Table 2304.11 and be fire-resistance rated as required for the exterior wall. The exterior surface of the cross-laminated timber and heavy timber elements shall be protected by one of the following:

  1. Fire-retardant-treated wood sheathing complying with Section 2303.2 and not less than [15] / 32 inch (12 mm) thick.

  2. Gypsum board not less than [1] / 2 inch (12.7 mm) thick.

  3. A noncombustible material.

• CBC § 2304.11. Medium relevance — show source text

  The minimum dimensions for permitted materials including solid timber, glued-laminated timber, SCL and cross-laminated timber (CLT) and the details of Type IV construction shall comply with the provisions of this section and Section 2304.11. Exterior walls complying with Section 602.4.4.1 or 602.4.4.2 shall be permitted. Interior walls and partitions not less than 1-hour fire-resistance rated or heavy timber conforming with Section 2304.11.2.2 shall be permitted.

  602.4.4.1 Fire-retardant-treated wood in exterior walls. Fire-retardant-treated wood framing and sheathing complying with Section 2303.2 shall be permitted within exterior wall assemblies with a 2-hour rating or less.

  602.4.4.2 Cross-laminated timber in exterior walls. Cross-laminated timber (CLT) not less than 4 inches (102 mm) in thickness complying with Section 2303.1.4 shall be permitted within exterior wall assemblies with a 2-hour rating or less. Heavy timber structural members appurtenant to the CLT exterior wall shall meet the requirements of Table 2304.11 and be fire-resistance rated as required for the exterior wall. The exterior surface of the cross-laminated timber and heavy timber elements shall be protected by one of the following:

  1. Fire-retardant-treated wood sheathing complying with Section 2303.2 and not less than [15] / 32 inch (12 mm) thick.

  2. Gypsum board not less than [1] / 2 inch (12.7 mm) thick.

  3. A noncombustible material.

  602.4.4.3 Concealed spaces. Concealed spaces shall not contain combustible materials other than building elements and electrical, mechanical, fire protection, or plumbing materials and equipment permitted in plenums in accordance with the California Mechanical Code . Concealed spaces shall comply with applicable provisions of Section 718. Concealed spaces shall be protected in accordance with one or more of the following:

  1. The building shall be sprinklered throughout in accordance with Section 903.3.1.1 and automatic sprinklers shall also be provided in the concealed space.
  2. The concealed space shall be completely filled with noncombustible insulation.

  6-6 2025 CALIFORNIA BUILDING CODE

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

  TYPES OF CONSTRUCTION

  3. Combustible surfaces within the concealed space shall be fully sheathed with not less than [5] / 8 -inch Type X gypsum board.

  Exception: Concealed spaces within interior walls and partitions with a 1-hour or greater fire-resistance rating complying with Section 2304.11.2.2 shall not require additional protection.

  602.4.4.4 Exterior structural members. Where a fire separation distance of 20 feet (6096 mm) or more is provided, wood columns and arches conforming to heavy timber sizes complying with Section 2304.11 shall be permitted to be used externally.

  602.5 Type V. Type V construction is that type of construction in which the structural elements, exterior walls and interior walls are of any materials permitted by this code.

  SECTION 603—COMBUSTIBLE MATERIAL IN TYPES I AND II CONSTRUCTION

  **603.1 Allowable materials.

• CBC § 1.1 Medium relevance — show source text

  SECTION R802—WOOD ROOF FRAMING

  R802.1 General. Wood and wood-based products used for load-supporting purposes shall conform to the applicable provisions of this section.

  R802.1.1 Sawn lumber. Sawn lumber shall be identified by a grade mark of an accredited lumber grading or inspection agency and have design values certified by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certificate of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted.

  Note: See Section R301.1.1.1 for limited-density owner- built rural dwellings.

  R802.1.1.1 End-jointed lumber. Approved end-jointed lumber identified by a grade mark conforming to Section R802.1.1 shall be permitted to be used interchangeably with solid-sawn members of the same species and grade. End-jointed lumber used in an assembly required elsewhere in this code to have a fire-resistance rating shall have the designation “Heat-Resistant Adhesive” or “HRA” included in its grade mark.

  R802.1.2 Structural glued-laminated timbers. Glued-laminated timbers shall be manufactured and identified as required in ANSI A190.1, ANSI 117 and ASTM D3737.

  R802.1.3 Structural log members. Structural log members shall comply with the provisions of ICC 400.

  R802.1.4 Structural composite lumber. Structural capacities for structural composite lumber shall be established and monitored in accordance with ASTM D5456.

  R802.1.5 Cross-laminated timber. Cross-laminated timber shall be manufactured and identified as required by ANSI/APA PRG 320.

  R802.1.6 Engineered wood rim board. Engineered wood rim boards shall conform to ANSI/APA PRR 410 or shall be evaluated in accordance with ASTM D7672. Structural capacities shall be in accordance with ANSI/APA PRR 410 or established in accordance with ASTM D7672. Rim boards conforming to ANSI/APA PRR 410 shall be marked in accordance with that standard.

  R802.1.7 Prefabricated wood I-joists. Structural capacities and design provisions for prefabricated wood I-joists shall be established and monitored in accordance with ASTM D5055.

  R802.2 Design and construction. The roof and ceiling assembly shall provide continuous ties across the structure to prevent roof thrust from being applied to the supporting walls. The assembly shall be designed and constructed in accordance with the provisions of this chapter and Figures R606.11(1), R606.11(2) and R606.11(3) or in accordance with AWC NDS.

  R802.3 Ridge. A ridge board used to connect opposing rafters shall be not less than 1 inch (25 mm) nominal thickness and not less in depth than the cut end of the rafter. Where ceiling joist or rafter ties do not provide continuous ties across the structure as required by Section R802.5.2, the ridge shall be supported by a wall or ridge beam designed in accordance with accepted engineering practice and supported on each end by a wall or column.

  R802.4 Rafters. Rafters shall be in accordance with this section.

• 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.

  2025 CALIFORNIA BUILDING CODE 23-3

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

  WOOD

  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 § 0.63 Medium relevance — show source text

  Staples shall have a minimum crown width of7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members.
  i. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56, respectively.|For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
  a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table for Structural I panels (regardless of
  actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
  b. Panel edges backed with 2-inch nominal or wider framing. Install panels either horizontally or vertically. Space fasteners maximum 6 inches on center along intermediate
  framing members for3/8-inch and7/16-inch panels installed on studs spaced 24 inches on center. For other conditions and panel thickness, space fasteners maximum 12 inches
  on center on intermediate supports.
  c. 3/8-inch panel thickness or siding with a span rating of 16 inches on center is the minimum recommended where applied directly to framing as exterior siding. For grooved
  panel siding, the nominal panel thickness is the thickness of the panel measured at the point of fastening.
  d. Framing at adjoining panel edges shall be 3 inches nominal or wider.
  e. Values apply to all-veneer plywood. Thickness at point of fastening on panel edges governs shear values.
  f. Where panels are applied on both faces of a wall and fastener spacing is less than 6 inches on center on either side, panel joints shall be offset to fall on different framing
  members, or framing shall be 3 inches nominal or thicker at adjoining panel edges.
  g. In Seismic Design Category D, E or F, where shear design values exceed 350 pounds per linear foot, all framing members receiving edge fastening from abutting panels shall be
  not less than a single 3-inch nominal member, or two 2-inch nominal members fastened together in accordance with Section 2306.1 to transfer the design shear value
  between framing members. Wood structural panel joint and sill plate nailing shall be staggered at all panel edges. See AWC SDPWS for sill plate size and anchorage
  requirements.
  h. Staples shall have a minimum crown width of7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members.
  i. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56, respectively.|

• CBC § 5-1 Medium relevance — show source text

  The state agency does not adopt sections identified with the following symbol: †

  2025 CALIFORNIA RESIDENTIAL CODE 5-1

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

  5-2 2025 CALIFORNIA RESIDENTIAL CODE

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

  5 FLOORS

  User notes:

  About this chapter: Chapter 5 provides the requirements for the design and construction of floor systems that will be capable of supporting minimum required design loads. This chapter covers wood floor framing, wood floors on the ground, cold-formed steel floor framing and concrete slabs on the ground. Allowable span tables are provided that greatly simplify the determination of joist, girder and sheathing sizes for raised floor systems of wood framing and cold-formed steel framing. This chapter also contains prescriptive requirements for wood-framed exterior decks and their attachment to the main building.

  SECTION R501—GENERAL

  R501.1 Application. The provisions of this chapter shall control the design and construction of the floors for buildings, including the floors of attic spaces used to house mechanical or plumbing fixtures and equipment.

  R501.2 Requirements. Floor construction shall be capable of accommodating all loads in accordance with Section R301 and of transmitting the resulting loads to the supporting structural elements.

  SECTION R502—WOOD FLOOR FRAMING

  R502.1 General. Wood and wood-based products used for load-supporting purposes shall conform to the applicable provisions of this section.

  R502.1.1 Sawn lumber. Sawn lumber shall be identified by a grade mark of an accredited lumber grading or inspection agency and have design values certified by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certificate of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted.

  Note: See Section R301.1.1.1 for limited-density owner- built rural dwellings.

  R502.1.1.1 Preservative-treated lumber. Preservative treated dimension lumber shall be identified as required by Section R304.2.

  R502.1.1.2 End-jointed lumber. Approved end-jointed lumber identified by a grade mark conforming to Section R502.1.1 shall be permitted to be used interchangeably with solid-sawn members of the same species and grade. End-jointed lumber used in an assembly required elsewhere in this code to have a fire-resistance rating shall have the designation “Heat-Resistant Adhesive” or “HRA” included in its grade mark.

  R502.1.2 Prefabricated wood I-joists. Structural capacities and design provisions for prefabricated wood I-joists shall be established and monitored in accordance with ASTM D5055.

  R502.1.3 Structural glued-laminated timbers. Glued-laminated timbers shall be manufactured and identified as required in ANSI A190.1, ANSI 117 and ASTM D3737.

  R502.1.4 Structural log members. Structural log members shall comply with the provisions of ICC 400.

  R502.1.5 Structural composite lumber. Structural capacities for structural composite lumber shall be established and monitored in accordance with ASTM D5456.

  R502.1.6 Cross-laminated timber. Cross-laminated timber shall be manufactured and identified as required by ANSI/APA PRG 320.

• CBC § 0.7 Medium relevance — show source text

  For continuous aluminum structural members supporting edge of glass, the total load
  deflection shall not exceed_l_/175 for each glass lite or_l_/60 for the entire length of the member, whichever is more stringent. For aluminum sandwich panels used in roofs or
  walls of sunroom additions or patio covers, the total load deflection shall not exceed_l_/120.
  i._ l_ = Length of the member between supports. For cantilever members,l shall be taken as twice the length of the cantilever.
  j. The snow load shall be permitted to be taken as 0.7 times the design snow load determined in accordance with Section 1608_A_.1 for the purpose of determining deflection
  limits in Table 1604_A_.3.|For SI: 1 foot = 304.8 mm.
  a. For structural roofing and siding made of formed metal sheets, the total load deflection shall not exceed_l_/60. For secondary roof structural members supporting formed
  metal roofing, the live load deflection shall not exceed_l_/150. For secondary wall members supporting formed metal siding, the design wind load deflection shall not exceed
  l/90. For roofs, this exception only applies when the metal sheets have no roof covering.
  b. Flexible, folding and portable partitions are not governed by the provisions of this section. The deflection criterion for interior partitions is based on the horizontal load
  defined in Section 1607_A_.16.
  c. See Section 2403 for glass supports.
  d. The deflection limit for the_D_ + (L or_Lr_) load combination only applies to the deflection due to the creep component of long-term dead load deflection plus the short-term live load
  deflection. For lumber, structural glued laminated timber, prefabricated wood I-joists and structural composite lumber members that are dry at time of installation and used under
  dry conditions in accordance with the ANSI/AWC NDS, the creep component of the long-term deflection shall be permitted to be estimated as the immediate dead load deflection
  resulting from 0.5_D_. For lumber and glued laminated timber members installed or used at all other moisture conditions or cross laminated timber and wood structural panels that
  are dry at time of installation and used under dry conditions in accordance with the ANSI/AWC NDS, the creep component of the long-term deflection is permitted to be estimated
  as the immediate dead load deflection resulting from_D_. The value of 0.5_D_ shall not be used in combination with ANSI/AWC NDS provisions for long-term loading.
  e. The preceding deflections do not ensure against ponding. Roofs that do not have sufficient slope or camber to ensure adequate drainage shall be investigated for ponding.
  See Chapter 8 of ASCE 7.
  f. The wind load shall be permitted to be taken as 0.42 times the “component and cladding” loads or directly calculated using the 10-year mean return interval basic wind
  speed,V, for the purpose of determining deflection limits in Table 1604_A_.3. Where framing members support glass, the deflection limit therein shall not exceed that specified
  in Section 1604_A_.3.7
  g. For steel structural members, the deflection due to creep component of long-term dead load shall be permitted to be taken as zero.
  h. For aluminum structural members or aluminum panels used in skylights and sloped glazing framing, roofs or walls of sunroom additions or patio covers not supporting edge
  of glass or aluminum sandwich panels, the total load deflection shall not exceed_l_/60.

• CBC § 0.080 Medium relevance — show source text

  1/4″|4d casing (11/2″ × 0.080″); or
  4d finish (11/2″ × 0.072″)|6|12| |41.3/8″|6d casing (2″ × 0.099″); or
  6d finish (2″ × 0.092″)
  (Panel supports at 24 inches)|6|12| |For SI: 1 inch = 25.4 mm.
  a. Nails spaced at 6 inches at intermediate supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer
  to Section 2305. Nails for wall sheathing are permitted to be common, box or casing.
  b. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural applications. Panel supports at 16 inches (20 inches if
  strength axis in the long direction of the panel, unless otherwise marked).
  c. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule and the ceiling joist is fastened to the top plate in accordance with this schedule,
  the number of toenails in the rafter shall be permitted to be reduced by one nail.
  d. RSRS is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667.
  e. Tabulated fastener requirements apply where the basic wind speed,V, is less than 140 mph. For wood structural panel roof sheathing attached to gable-end roof framing and
  to intermediate supports within 48 inches of roof edges and ridges, nails shall be spaced at 4 inches on center where the basic wind speed,V, is greater than 130 mph in Expo-
  sure B or greater than 110 mph in Exposure C. Spacing exceeding 6 inches on center at intermediate supports shall be permitted where the fastening is designed per the AWC
  NDS. Where the specific gravity of the wood species used for roof framing is greater than or equal to 0.35 but less than 0.42 in accordance with AWC NDS, fastening of roof
  sheathing shall be with RSRS-03 (21/2″ × 0.131″ × 0.281″ head) nails unless alternative fastening is designed in accordance with AWC NDS. Where the specific gravity of the wood
  species used for roof framing is less than 0.35, fastening of the roof sheathing shall be designed in accordance with AWC NDS.
  f. Fastening is only permitted where the basic wind speed,V, is less than or equal to 110 mph and where fastening is to wood framing of a species with specific gravity greater
  than or equal to 0.42 in accordance with AWC NDS.
  g. Nails and staples are carbon steel meeting the specifications of ASTM F1667. Connections using nails and staples of other materials, such as stainless steel, shall be designed
  by acceptable engineering practice or approved under Section 104.2.3.|For SI: 1 inch = 25.4 mm.
  a. Nails spaced at 6 inches at intermediate supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer
  to Section 2305. Nails for wall sheathing are permitted to be common, box or casing.
  b. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural applications.

• CBC § 1.1 Medium relevance — show source text

  SECTION R602—WOOD WALL FRAMING

  R602.1 General. Wood and wood-based products used for load-supporting purposes shall conform to the applicable provisions of this section.

  R602.1.1 Sawn lumber. Sawn lumber shall be identified by a grade mark of an accredited lumber grading or inspection agency and have design values certified by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certification of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted.

  Note: See Section R301.1.1.1 for limited-density owner- built rural dwellings.

  R602.1.2 End-jointed lumber. Approved end-jointed lumber identified by a grade mark conforming to Section R602.1 shall be permitted to be used interchangeably with solid-sawn members of the same species and grade. End-jointed lumber used in an assembly required elsewhere in this code to have a fire-resistance rating shall have the designation “Heat Resistant Adhesive” or “HRA” included in its grade mark.

  R602.1.3 Structural glued-laminated timbers. Glued-laminated timbers shall be manufactured and identified as required in ANSI A190.1, ANSI 117 and ASTM D3737.

  R602.1.4 Structural log members. Structural log members shall comply with the provisions of ICC 400.

  R602.1.5 Structural composite lumber. Structural capacities for structural composite lumber shall be established and monitored in accordance with ASTM D5456.

  R602.1.6 Cross-laminated timber. Cross-laminated timber shall be manufactured and identified as required by ANSI/APA PRG 320.

  R602.1.7 Engineered wood rim board. Engineered wood rim boards shall conform to ANSI/APA PRR 410 or shall be evaluated in accordance with ASTM D7672. Structural capacities shall be in accordance with either ANSI/APA PRR 410 or established in accordance with ASTM D7672. Rim boards conforming to ANSI/APA PRR 410 shall be marked in accordance with that standard.

  R602.1.8 Wood structural panels. Wood structural panel sheathing shall conform to DOC PS 1, DOC PS 2 or, when manufactured in Canada, CSA O325 or CSA O437. Panels shall be identified for grade, bond classification, and performance category by a grade mark or certificate of inspection issued by an approved agency.

  R602.1.9 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.

  R602.1.10 Fiberboard. Fiberboard shall conform to ASTM C208. Fiberboard sheathing, where used structurally, shall be identified by an approved agency as conforming to ASTM C208.

  R602.1.11 Structural insulated panels. Structural insulated panels shall be manufactured and identified in accordance with ANSI/APA PRS 610.1.

  R602.2 Grade. Studs shall be a minimum No. 3, standard or stud grade lumber.

  Exception: Bearing studs not supporting floors and nonbearing studs shall be permitted to be utility grade lumber, provided that the studs are spaced in accordance with Table R602.3(5).

• CBC § 25.4 Medium relevance — show source text

  For composite and four-ply plywood structural panel, load shall be reduced by 15 pounds per square foot.
  c. Where the total load includes snow, use allowable stress design snow loads.|For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m2.
  a. Uniform load deflection limitations1/180 of span under live load plus dead load,1/240 under live load only. Edges shall be blocked with lumber or other approved type of edge
  supports.
  b. For composite and four-ply plywood structural panel, load shall be reduced by 15 pounds per square foot.
  c. Where the total load includes snow, use allowable stress design snow loads.|For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m2.
  a. Uniform load deflection limitations1/180 of span under live load plus dead load,1/240 under live load only. Edges shall be blocked with lumber or other approved type of edge
  supports.
  b. For composite and four-ply plywood structural panel, load shall be reduced by 15 pounds per square foot.
  c. Where the total load includes snow, use allowable stress design snow loads.|For SI: 1 inch = 25.4 mm, 1 pound per square foot = 0.0479 kN/m2.
  a. Uniform load deflection limitations1/180 of span under live load plus dead load,1/240 under live load only. Edges shall be blocked with lumber or other approved type of edge
  supports.
  b. For composite and four-ply plywood structural panel, load shall be reduced by 15 pounds per square foot.
  c. Where the total load includes snow, use allowable stress design snow loads.|

  2304.8.1 Structural floor sheathing. Structural floor sheathing shall be designed in accordance with the general provisions of this code.

  Floor sheathing conforming to the provisions of Table 2304.8(1), 2304.8(2), 2304.8(3) or 2304.8(4) shall be deemed to meet the requirements of this section.

  2304.8.2 Structural roof sheathing. Structural roof sheathing shall be designed in accordance with the general provisions of this code and the special provisions in this section.

  Roof sheathing conforming to the provisions of Table 2304.8(1), 2304.8(2), 2304.8(3) or 2304.8(5) shall be deemed to meet the requirements of this section. Wood structural panel roof sheathing shall be of a type manufactured with exterior glue (Exposure 1 or Exterior).

  2304.9 Lumber decking. Lumber decking shall be designed and installed in accordance with the general provisions of this code and Sections 2304.9.1 through 2304.9.5.3. Other lumber decking patterns and connection designs shall be substantiated through engineering analysis.

• CBC § 602.4 Medium relevance — show source text

  ANSI/APA PRG 320—2019: Standard for Performance-rated Cross-laminated Timber

  602.4, 2303.1.4

  ANSI/APA PRP 210—2019: Standard for Performance-Rated Engineered Wood Siding 2303.1.5, 2304.7, 2306.3, Table 2306.3(1)

  ANSI/APA PRR 410—2021: Standard for Performance-Rated Engineered Wood Rim Boards

  2303.1.13

  APA PDS Supplement 1—23: Design and Fabrication of Plywood Curved Panels

  2306.1

  APA PDS Supplement 2—23: Design and Fabrication of Plywood-lumber Beams

  2306.1

  APA PDS Supplement 3—23: Design and Fabrication of Plywood Stressed-skin Panels

  2306.1

  APA PDS Supplement 4—23: Design and Fabrication of Plywood Sandwich Panels

  2306.1

  APA PDS Supplement 5—23: Design and Fabrication of All-plywood Beams

  2306.1

  APA PDS—20: Panel Design Specification

  2306.1

  APA R540—19: Builder Tips: Proper Storage and Handling of Glulam Beams

  2306.1

  APA S475—20: Glued Laminated Beam Design Tables

  2306.1

  APA S560—20: Technical Note: Field Notching and Drilling of Glued Laminated Timber Beams

  2306.1

  APA T300—23: Glulam Connection Details

  2306.1

  APA X440—23: Product Guide: Glulam

  2306.1

  APA X450—23: Glulam in Residential Building—Construction Guide

  2306.1

  ASABE American Society of Agricultural and Biological Engineers, 2950 Niles Road, St. Joseph, MI 49085

  EP 484.3 DEC2017 (R2022): Diaphragm Design of Metal-clad, Wood-frame Rectangular Buildings

  1807.3, 2306.1

  EP 486.3 SEP2017 (R2021): Shallow-post and Pier Foundation Design

  1807.3, 2306.1

  EP 559.1 AUG2010 (R2019): Design Requirements and Bending Properties for Mechanically Laminated Wood Assemblies

  2306.1

  35-8 2025 CALIFORNIA BUILDING CODE

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

  REFERENCED STANDARDS

  ASCE/SEI American Society of Civil Engineers Structural Engineering Institute, 1801 Alexander Bell Drive, Reston, VA 20191

  7—22: Minimum Design Loads and Associated Criteria for Buildings and Other Structures with Supplement 1 104.11, 202, Table 1504.2, 1504.8, Table 1504.8, 1510.7.1, 1602.1, 1603.1.4, 1603A.1.5, 1603A.2, Table 1604.3, 1604.4, 1604A.4, 1604.5, Table 1604.5, 1604.8.2, 1604.9, 1605.1, 1605.1.1, 1605.

• CBC § 2308.8.2.2 Medium relevance — show source text

  2308.8.2.2 Bearing. The ends of each joist shall have not less than 1 [1] / 2 inches (38 mm) of bearing on wood or metal, or not less than 3 inches (76 mm) on masonry, except where supported on a 1-inch by 4-inch (25 mm by 102 mm) ribbon strip and nailed to the adjoining stud.

  2308.8.2.3 Framing details. Joists shall be supported laterally at the ends and at each support by solid blocking except where the ends of the joists are nailed to a header, band or rim joist or to an adjoining stud or by other means. Solid blocking shall be not less than 2 inches (51 mm) in thickness and the full depth of the joist. Joist framing from opposite sides of a beam, girder or partition shall be lapped not less than 3 inches (76 mm) or the opposing joists shall be tied together in an approved manner. Joists framing into the side of a wood girder shall be supported by framing anchors or on ledger strips not less than 2 inches by 2 inches (51 mm by 51 mm).

  2025 CALIFORNIA BUILDING CODE 23-41

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

  WOOD

  2308.8.3 Engineered wood products. Engineered wood products shall be installed in accordance with manufacturer’s recommendations. Cuts, notches and holes bored in trusses, structural composite lumber, structural glued-laminated members or I-joists are not permitted 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.

  2308.8.4 Framing around openings. Trimmer and header joists 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 joists more than 6 feet (1829 mm) in length shall be supported by framing anchors or joist hangers unless bearing on a beam, partition or wall. Tail joists over 12 feet (3658 mm) in length shall be supported at the header by framing anchors or on ledger strips not less than 2 inches by 2 inches (51 mm by 51 mm).

  2308.8.4.1 Openings in floor diaphragms in Seismic Design Categories B, C, D and E. Openings in horizontal diaphragms in Seismic Design Categories B, C, D and E 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.

• CBC § 25.4 Medium relevance — show source text

  End bearing length shall be increased to 2 inches.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
  Note: Check sources for availability of lumber in lengths greater than 20 feet.
  a. End bearing length shall be increased to 2 inches.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
  Note: Check sources for availability of lumber in lengths greater than 20 feet.
  a. End bearing length shall be increased to 2 inches.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
  Note: Check sources for availability of lumber in lengths greater than 20 feet.
  a. End bearing length shall be increased to 2 inches.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
  Note: Check sources for availability of lumber in lengths greater than 20 feet.
  a. End bearing length shall be increased to 2 inches.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
  Note: Check sources for availability of lumber in lengths greater than 20 feet.
  a. End bearing length shall be increased to 2 inches.|

  2308.8.2.2 Bearing. The ends of each joist shall have not less than 1 [1] / 2 inches (38 mm) of bearing on wood or metal, or not less than 3 inches (76 mm) on masonry, except where supported on a 1-inch by 4-inch (25 mm by 102 mm) ribbon strip and nailed to the adjoining stud.

  2308.8.2.3 Framing details. Joists shall be supported laterally at the ends and at each support by solid blocking except where the ends of the joists are nailed to a header, band or rim joist or to an adjoining stud or by other means. Solid blocking shall be not less than 2 inches (51 mm) in thickness and the full depth of the joist. Joist framing from opposite sides of a beam, girder or partition shall be lapped not less than 3 inches (76 mm) or the opposing joists shall be tied together in an approved manner. Joists framing into the side of a wood girder shall be supported by framing anchors or on ledger strips not less than 2 inches by 2 inches (51 mm by 51 mm).

  2025 CALIFORNIA BUILDING CODE 23-41

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

  WOOD

  2308.8.3 Engineered wood products. Engineered wood products shall be installed in accordance with manufacturer’s recommendations. Cuts, notches and holes bored in trusses, structural composite lumber, structural glued-laminated members or I-joists are not permitted 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 § 3103.6.3 Medium relevance — show source text

  202

  A137.3—22: American National Standard Specification for Gauged Porcelain Tile and Gauged Porcelain Tile Panels/Slabs

  202

  E1.21—2020: Entertainment Technology—Temporary Structures Used for Technical Production of Outdoor Entertainment Events

  3103.6.3, 3103.8

  ES1.7—2021: Event Safety Requirements - Weather Preparedness

  3103.8

  2025 CALIFORNIA BUILDING CODE 35-7

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

  REFERENCED STANDARDS

  S3.41: American National Standard Specifications for Audible Emergency Evacuation Signal

  907.5.2.1.4

  Z 97.1—2015 (Reaffirmed 2020): Safety Glazing Materials Used in Buildings—Safety Performance Specifications and Methods of

  Test

  2406.1.2, 2406.2, Table 2406.2(2), 2406.3.1, 2407.1, 2407.1.4, 2408.2.1, 2408.3, 2409.2, 2409.3, 2409.4.1

  APA APA - Engineered Wood Association, 7011 South 19th Street, Tacoma, WA 98466-7400

  ANSI 117—2020: Standard Specification for Structural Glued Laminated Timber of Softwood Species

  2306.1

  ANSI/APA A190.1—2022: Product Standard for Structural Glued Laminated Timber

  1705.5.5, 2303.1.3, 2306.1

  ANSI/APA PRG 320—2019: Standard for Performance-rated Cross-laminated Timber

  602.4, 2303.1.4

  ANSI/APA PRP 210—2019: Standard for Performance-Rated Engineered Wood Siding 2303.1.5, 2304.7, 2306.3, Table 2306.3(1)

  ANSI/APA PRR 410—2021: Standard for Performance-Rated Engineered Wood Rim Boards

  2303.1.13

  APA PDS Supplement 1—23: Design and Fabrication of Plywood Curved Panels

  2306.1

  APA PDS Supplement 2—23: Design and Fabrication of Plywood-lumber Beams

  2306.1

  APA PDS Supplement 3—23: Design and Fabrication of Plywood Stressed-skin Panels

  2306.1

  APA PDS Supplement 4—23: Design and Fabrication of Plywood Sandwich Panels

  2306.1

  APA PDS Supplement 5—23: Design and Fabrication of All-plywood Beams

  2306.1

  APA PDS—20: Panel Design Specification

  2306.1

  APA R540—19: Builder Tips: Proper Storage and Handling of Glulam Beams

  2306.1

  APA S475—20: Glued Laminated Beam Design Tables

  2306.1

  APA S560—20: Technical Note: Field Notching and Drilling of Glued Laminated Timber Beams

  2306.1

  APA T300—23: Glulam Connection Details

  2306.1

  APA X440—23: Product Guide: Glulam

  2306.1

• CBC § 486.3 Medium relevance — show source text

  3|Diaphragm Design of Metal-clad, Wood-Frame Rectangular Buildings| ||ASABE EP 486.3|Shallow Post and Pier Foundation Design| ||ASABE EP 559.1|Design Requirements and Bending Properties for Mechanically Laminated Wood Assemblies| |APA—The Engineered Wood Association|APA—The Engineered Wood Association|APA—The Engineered Wood Association| ||ANSI 117|Standard Specifications for Structural Glued Laminated Timber of Softwood Species| ||ANSI A190.1|Structural Glued Laminated Timber| |||Panel Design Specification| |||Plywood Design Specification Supplement 1—Design & Fabrication of Plywood Curved Panel| |||Plywood Design Specification Supplement 2—Design & Fabrication of Glued Plywood-lumber Beams| |||Plywood Design Specification Supplement 3—Design & Fabrication of Plywood Stressed-skin Panels| |||Plywood Design Specification Supplement 4—Design & Fabrication of Plywood Sandwich Panels| |||Plywood Design Specification Supplement 5—Design & Fabrication of All-plywood Beams| ||APA T300|Glulam Connection Details| ||APA S560|Field Notching and Drilling of Glued Laminated Timber Beams| ||APA S475|Glued Laminated Beam Design Tables| ||APA X450|Glulam in Residential Construction| ||APA X440|Product and Application Guide: Glulam| ||APA R540|Builders Tips: Proper Storage and Handling of Glulam Beams| |Truss Plate Institute, Inc.|Truss Plate Institute, Inc.|Truss Plate Institute, Inc.| ||TPI 1|National Design Standard for Metal Plate Connected Wood Truss Construction|

  2025 CALIFORNIA BUILDING CODE 23-27

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

  WOOD

  TABLE 2306.1—STANDARDS FOR DESIGN AND CONSTRUCTION OF WOOD ELEMENTS IN STRUCTURES USING ALLOWABLE STRESS DESIGN—continued	Col2	Col3
  STANDARDS PROMULGATOR	STANDARD	TITLE
  West Coast Lumber Inspection Bureau	West Coast Lumber Inspection Bureau	West Coast Lumber Inspection Bureau
  	AITC 104	Typical Construction Details
  	AITC 110	Standard Appearance Grades for Structural Glued Laminated Timber
  	AITC 113	Standard for Dimensions of Structural Glued Laminated Timber
  	AITC 119	Standard Specifications for Structural Glued Laminated Timber of Hardwood Species
  	AITC 200	Inspection Manual

  2306.1.1 Joists and rafters. The design of rafter spans is permitted to be in accordance with the AWC STJR.

  2306.1.2 Plank and beam flooring. The design of plank and beam flooring is permitted to be in accordance with the AWC Wood Construction Data No. 4.

  2306.1.3 Preservative-treated wood allowable stresses. The allowable unit stresses for preservative-treated wood conforming to AWPA U1 need not be adjusted for treatment, but are subject to other adjustments. Load duration factors greater than 1.6 shall not be used in the structural design of preservative-treated wood members.

• CBC § 104.1 Medium relevance — show source text

  [A] 104.1 General. The building official is hereby authorized and directed to enforce the provisions of this code.

  [A] 104.2 Determination of compliance. The building official shall have the authority to determine compliance with this code, to render interpretations of this code and to adopt policies and procedures in order to clarify the application of its provisions. Such interpretations, policies and procedures:

  1. Shall be in compliance with the intent and purpose of this code.
  2. Shall not have the effect of waiving requirements specifically provided for in this code.

  [A] 104.2.1 Listed compliance. Where this code or a referenced standard requires equipment, materials, products or services to be listed and a listing standard is specified, the listing shall be based on the specified standard. Where a listing standard is not specified, the listing shall be based on an approved listing criteria. Listings shall be germane to the provision requiring the listing. Installation shall be in accordance with the listing and the manufacturer’s instructions, and where required to verify compliance, the listing standard and manufacturer’s instructions shall be made available to the building official.

  [A] 104.2.2 Technical assistance. To determine compliance with this code, the building official is authorized to determine compliance with this code, to require the owner or owner’s authorized agent to provide a technical opinion and report.

  [A] 104.2.2.1 Cost. A technical opinion and report shall be provided without charge to the jurisdiction.

  [A] 104.2.2.2 Preparer qualifications. The technical opinion and report shall be prepared by a qualified engineer, specialist, laboratory or specialty organization acceptable to the building official. The building official is authorized to require design submittals to be prepared by, and bear the stamp of, a registered design professional.

  [A] 104.2.2.3 Content. The technical opinion and report shall analyze the properties of the design, operation or use of the building or premises and the facilities and appurtenances situated thereon to identify and propose necessary recommendations.

  [A] 104.2.2.4 Tests. Where there is insufficient evidence of compliance with the provisions of this code, the building official shall have the authority to require tests as evidence of compliance. Test methods shall be as specified in this code or by other recognized test standards. In the absence of recognized test standards, the building official shall approve the testing procedures. Such tests shall be performed by a party acceptable to the building official.

  [A] 104.2.3 Alternative materials, design and methods of construction and equipment. The provisions of this code are not intended to prevent the installation of any material or to prohibit any design or method of construction not specifically prescribed by this code, provided that any such alternative has been approved.

  Exception: Performance-based alternative materials, designs or methods of construction and equipment complying with the International Code Council Performance Code . This exception shall not apply to alternative structural materials or to alternative structural designs. [DSA-SS, DSA-SS/CC] The International Code Council Performance Code is not permitted by DSA.

  [DSA-SS, DSA-SS/CC & OSHPD 1, 1R, 2, 4 & 5] Alternative system shall satisfy ASCE 7 Section 1.3, unless more restrictive require- ments are established by this code for an equivalent system.

  [DSA-SS, DSA-SS/CC] Alternative systems shall also satisfy the California Administrative Code, Section 4-304.

• CBC § 2303.1.7 Medium relevance — show source text

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

  INDEX

  Hardboard 2303.1.7 Heavy timber construction 602.4, 2304.11

  Hurricane shutters 1609.2

  I-joist 2303.1.2 Inspection, special 1705.12.1, 1705.13.2, 1705.5 Lateral force-resisting systems 2305 Light-frame construction, conventional 2308 Load and resistance factor design 2307

  Moisture content 2303.1.9.2, 2303.2.9, 2303.7, 2304.9.5.1, Table 2305.2(1), Table 2305.2(2) Nails and staples 2303.6 Plywood, hardwood 2303.3 Preservative treated 1402.6, 1402.9,

  2303.1.9 Roof framing (see Roof Construction, Wood)

  2304.4 Roof sheathing 2304.8 Seismic provisions 2305, 2306, 2308.10.10, 2308.10.6, 2308.10.8 Shear walls 2305, 2306.3 Standards and quality, minimum 2303 Structural panels 2303.1.5 Supporting concrete or masonry 2304.13 Termite, protection against 2304.12 Trusses 2303.4

  Veneer Chapter 14 Wall framing (see Wall, Wood Construction)

  2304.3 Wall sheathing, exterior 2304.6 Wood Frame Construction Manual

  2309 Wood Shingles and Shakes 1507.8, 1507.9 Wood Structural Panels (see Wood) 2303.1.5 Bracing 2308.10 Decorative 2303.3 Diaphragms 2305.2, 2306.2 Fastening 2304.10 Fire-retardant-treated 2303.2 Quality 2303.1.5 Roof sheathing 2304.8, 2308.11.9 Seismic shear panels 2305.1, 2308.10.6.2

  Shear walls 2306.3 Sheathing 2304.6.1 Standards 2306.1

  Subfloors 805.1.1

  Veneer 1404.6

  Yards or Courts 1201.1, 1205 Exit discharge 1027.4, 1029.1 Group I-2 407.10 Group I-3 408.3.6, 408.6.2 Light, natural 1204 Occupant load 1004.7 Parking garage, open 406.5.5 Unlimited area building 507.2, 507.2.1

  2025 CALIFORNIA BUILDING CODE INDEX-23

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

  INDEX-24 2025 CALIFORNIA BUILDING CODE

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

  HISTORY NOTE APPENDIX

  2025 California Building Code California Code of Regulations, Title 24, Part 2 Volume 1

  HISTORY:

• CBC § 1.7. Medium relevance — show source text

  BN102.4 Rim joists. Rim joists supporting an EPW shall comply with Figure BN102.4(1) or BN102.4(2). Sawn 2× lumber or engineered wood rim board shall be used to construct rim (band) joists. Engineered wood rim board shall comply with Section R602.1.7. The minimum bearing length requirements for the floor joists shall be satisfied or joists shall be supported with metal hangers.

  APPENDIX BN-4 2025 CALIFORNIA RESIDENTIAL CODE

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

  For SI: 1 inch = 25.4 mm.

  For SI: 1 inch = 25.4 mm.

  APPENDIX BN — EXTENDED PLATE WALL CONSTRUCTION

  FIGURE BN102.4(1)—RIM JOIST CONSTRUCTION FOR EPW—DOUBLE MEMBER

  FIGURE BN102.4(2)—RIM JOIST CONSTRUCTION FOR EPW—INSET DOUBLE MEMBER

  2025 CALIFORNIA RESIDENTIAL CODE APPENDIX BN-5

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

  APPENDIX BN — EXTENDED PLATE WALL CONSTRUCTION

  BN102.4.1 Rim joist used as rim header. Wood rim boards, or band joists, that serve as rim board headers shall be constructed in accordance with Section R602.7.2.

  BN102.5 Foam plastic insulating sheathing. Foam plastic insulating sheathing with a total thickness of 2 inches (51 mm) shall be installed directly to the exterior surface of the 2 × 4 studs between top and bottom plates and flush with the 2 × 6 top and bottom plates as shown in Figure BN102.1(1). The foam plastic insulating sheathing shall comply with ASTM C578 or ASTM C1289 with a minimum compressive strength of 15 psi and shall be permitted to be installed in one or more layers.

  BN102.6 Cladding attachment. Cladding shall be specified and installed in accordance with Section R703 and one of the following:

  1. Table R703.3.3 for siding attachment to wood structural panels only.
  2. Table R703.8.4(2) for brick tie spacing and attachment to wood structural panels only.
  3. Fastening schedule and fasteners as required by Table R703.3(1), except fastener length shall be selected to meet or exceed the minimum required penetration into framing.

  BN102.7 Uplift connections. Where roof uplift tie-downs are required in accordance with Section R802.11, the roof tie-downs shall be fastened to either side of the double top plate or, where required to be fastened to studs, shall be installed on the interior face of the EPW in accordance with the manufacturer’s installation instructions. Where uplift forces determined in accordance with Section R602.3.5 require approved uplift connectors between floors or between the foundation and the floor, these uplift connectors shall not rely on wood structural panel sheathing for resisting the wind uplift forces.

  APPENDIX BN-6 2025 CALIFORNIA RESIDENTIAL CODE

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

  CALIFORNIA RESIDENTIAL CODE – MATRIX ADOPTION TABLE

  APPENDIX BO – EXISTING BUILDINGS AND STRUCTURES

• CBC § 0.5 Medium relevance — show source text

  For lumber, structural glued laminated timber, prefabricated wood I-joists and structural composite lumber members that are dry at time of installation and used under
  dry conditions in accordance with the ANSI/AWC NDS, the creep component of the long-term deflection shall be permitted to be estimated as the immediate dead load deflection
  resulting from 0.5_D_. For lumber and glued laminated timber members installed or used at all other moisture conditions or cross laminated timber and wood structural panels that
  are dry at time of installation and used under dry conditions in accordance with the ANSI/AWC NDS, the creep component of the long-term deflection is permitted to be estimated
  as the immediate dead load deflection resulting from_D_. The value of 0.5_D_ shall not be used in combination with ANSI/AWC NDS provisions for long-term loading.
  e. The preceding deflections do not ensure against ponding. Roofs that do not have sufficient slope or camber to ensure adequate drainage shall be investigated for ponding.
  See Chapter 8 of ASCE 7.
  f. The wind load shall be permitted to be taken as 0.42 times the “component and cladding” loads or directly calculated using the 10-year mean return interval basic wind
  speed,V, for the purpose of determining deflection limits in Table 1604_A_.3. Where framing members support glass, the deflection limit therein shall not exceed that specified
  in Section 1604_A_.3.7
  g. For steel structural members, the deflection due to creep component of long-term dead load shall be permitted to be taken as zero.
  h. For aluminum structural members or aluminum panels used in skylights and sloped glazing framing, roofs or walls of sunroom additions or patio covers not supporting edge
  of glass or aluminum sandwich panels, the total load deflection shall not exceed_l_/60. For continuous aluminum structural members supporting edge of glass, the total load
  deflection shall not exceed_l_/175 for each glass lite or_l_/60 for the entire length of the member, whichever is more stringent. For aluminum sandwich panels used in roofs or
  walls of sunroom additions or patio covers, the total load deflection shall not exceed_l_/120.
  i._ l_ = Length of the member between supports. For cantilever members,l shall be taken as twice the length of the cantilever.
  j. The snow load shall be permitted to be taken as 0.7 times the design snow load determined in accordance with Section 1608_A_.1 for the purpose of determining deflection
  limits in Table 1604_A_.3.|For SI: 1 foot = 304.8 mm.
  a. For structural roofing and siding made of formed metal sheets, the total load deflection shall not exceed_l_/60. For secondary roof structural members supporting formed
  metal roofing, the live load deflection shall not exceed_l_/150. For secondary wall members supporting formed metal siding, the design wind load deflection shall not exceed
  l/90. For roofs, this exception only applies when the metal sheets have no roof covering.
  b. Flexible, folding and portable partitions are not governed by the provisions of this section. The deflection criterion for interior partitions is based on the horizontal load
  defined in Section 1607_A_.16.
  c. See Section 2403 for glass supports.
  d. The deflection limit for the_D_ + (L or_Lr_) load combination only applies to the deflection due to the creep component of long-term dead load deflection plus the short-term live load
  deflection.

• CBC § 2308.10 Medium relevance — show source text

  walls 2308.10 Calculated fire resistance 722.6 Ceiling framing 2308.11 Connectors and fasteners 2304.10,

  2308.5

  Contacting concrete, masonry or earth 2304.12.1.3, 2304.12.1.4, 2304.12.2.1, 2304.12.2.2, 2304.12.2.6 Cross-laminated timber 2301.2, 2303.1, 2303.1.4, 2304.11.2.1, 2304.11.3.1, 2304.11.4.1 Cutting, notching and boring of dimensional wood framing 2308.6 Decay, protection against 2304.12 Diaphragms 2305.1, 2305.2, 2306.2 Dimensions 2301.2 Draftstopping 718.3, 718.4 End-jointed lumber 2303.1.1.2 Fiberboard 2303.1.6, Table 2306.3(2) Fireblocking 718.2 Fire-retardant treated 2303.2 Floor and roof framing (see Floor Construction, Wood) 2304.4 Floor sheathing 2304.8 Foundation 1807.1.4, 2304.10.6.2, 2304.12.1.2, 2308.10.8.1, 2308.7 Grade, lumber 2303.1.1

  INDEX-22 2025 CALIFORNIA BUILDING CODE

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

  INDEX

  Hardboard 2303.1.7 Heavy timber construction 602.4, 2304.11

  Hurricane shutters 1609.2

  I-joist 2303.1.2 Inspection, special 1705.12.1, 1705.13.2, 1705.5 Lateral force-resisting systems 2305 Light-frame construction, conventional 2308 Load and resistance factor design 2307

  Moisture content 2303.1.9.2, 2303.2.9, 2303.7, 2304.9.5.1, Table 2305.2(1), Table 2305.2(2) Nails and staples 2303.6 Plywood, hardwood 2303.3 Preservative treated 1402.6, 1402.9,

  2303.1.9 Roof framing (see Roof Construction, Wood)

  2304.4 Roof sheathing 2304.8 Seismic provisions 2305, 2306, 2308.10.10, 2308.10.6, 2308.10.8 Shear walls 2305, 2306.3 Standards and quality, minimum 2303 Structural panels 2303.1.5 Supporting concrete or masonry 2304.13 Termite, protection against 2304.12 Trusses 2303.4

  Veneer Chapter 14 Wall framing (see Wall, Wood Construction)

  2304.3 Wall sheathing, exterior 2304.6 Wood Frame Construction Manual

• CBC § 1.1.1 Medium relevance — show source text

  Note: See Section R301.1.1.1 for limited-density owner- built rural dwellings.

  R502.1.1.1 Preservative-treated lumber. Preservative treated dimension lumber shall be identified as required by Section R304.2.

  R502.1.1.2 End-jointed lumber. Approved end-jointed lumber identified by a grade mark conforming to Section R502.1.1 shall be permitted to be used interchangeably with solid-sawn members of the same species and grade. End-jointed lumber used in an assembly required elsewhere in this code to have a fire-resistance rating shall have the designation “Heat-Resistant Adhesive” or “HRA” included in its grade mark.

  R502.1.2 Prefabricated wood I-joists. Structural capacities and design provisions for prefabricated wood I-joists shall be established and monitored in accordance with ASTM D5055.

  R502.1.3 Structural glued-laminated timbers. Glued-laminated timbers shall be manufactured and identified as required in ANSI A190.1, ANSI 117 and ASTM D3737.

  R502.1.4 Structural log members. Structural log members shall comply with the provisions of ICC 400.

  R502.1.5 Structural composite lumber. Structural capacities for structural composite lumber shall be established and monitored in accordance with ASTM D5456.

  R502.1.6 Cross-laminated timber. Cross-laminated timber shall be manufactured and identified as required by ANSI/APA PRG 320.

  R502.1.7 Engineered wood rim board. Engineered wood rim boards shall conform to ANSI/APA PRR 410 or shall be evaluated in accordance with ASTM D7672. Structural capacities shall be in accordance with ANSI/APA PRR 410 or established in accordance with ASTM D7672. Rim boards conforming to ANSI/APA PRR 410 shall be marked in accordance with that standard.

  R502.2 Design and construction. Floors shall be designed and constructed in accordance with the provisions of this chapter, Figure R502.2 and Sections R304 and R305 or in accordance with ANSI AWC NDS.

  2025 CALIFORNIA RESIDENTIAL CODE 5-3

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

  FLOORS

  FIGURE R502.2—FLOOR CONSTRUCTION

  SILL PLATE

  BAND, RIM OR HEADER JOIST

  BOTTOM WALL STUDS

  PLATE

  OPTIONAL FINISH

  FLOOR

  SUBFLOOR OR FLOOR SHEATHING– JOISTS–SEE TABLES SEE SECTION R503 R502.3.1(1) AND R502.3.1(2)

  Col1	Col2	Col3	Col4	Col5	Col6	Col7	Col8	Col9	Col10	Col11	Col12	Col13	Col14	Col15

  2 IN. CLEARANCE

  SEE SECTION

  R1001.11

  FIREPLACE

  SOLID

  BLOCKING–SEE

  SECTION R502.7

  SILL PLATE

  FOUNDATION

• CBC § 0.42 Medium relevance — show source text

  Roofs that do not have sufficient slope or camber to ensure adequate drainage shall be investigated for ponding.
  See Chapter 8 of ASCE 7.
  f. The wind load shall be permitted to be taken as 0.42 times the “component and cladding” loads or directly calculated using the 10-year mean return interval basic wind speed,V, for
  the purpose of determining deflection limits in Table 1604.3. Where framing members support glass, the deflection limit therein shall not exceed that specified in Section 1604.3.7
  g. For steel structural members, the deflection due to creep component of long-term dead load shall be permitted to be taken as zero.
  h. For aluminum structural members or aluminum panels used in skylights and sloped glazing framing, roofs or walls of sunroom additions or patio covers not supporting edge
  of glass or aluminum sandwich panels, the total load deflection shall not exceed_l_/60. For continuous aluminum structural members supporting edge of glass, the total load
  deflection shall not exceed_l_/175 for each glass lite or_l_/60 for the entire length of the member, whichever is more stringent. For aluminum sandwich panels used in roofs or
  walls of sunroom additions or patio covers, the total load deflection shall not exceed_l_/120.
  i._ l_ = Length of the member between supports. For cantilever members,l shall be taken as twice the length of the cantilever.
  j. The snow load shall be permitted to be taken as 0.7 times the design snow load determined in accordance with Section 1608.1 for the purpose of determining deflection
  limits in Table 1604.3.|For SI: 1 foot = 304.8 mm.
  a. For structural roofing and siding made of formed metal sheets, the total load deflection shall not exceed_l_/60. For secondary roof structural members supporting formed
  metal roofing, the live load deflection shall not exceed_l_/150. For secondary wall members supporting formed metal siding, the design wind load deflection shall not exceed
  l/90. For roofs, this exception only applies when the metal sheets have no roof covering.
  b. Flexible, folding and portable partitions are not governed by the provisions of this section. The deflection criterion for interior partitions is based on the horizontal load
  defined in Section 1607.16.
  c. See Section 2403 for glass supports.
  d. The deflection limit for the_D_ + (L or_Lr_) load combination only applies to the deflection due to the creep component of long-term dead load deflection plus the short-term live load
  deflection. For lumber, structural glued laminated timber, prefabricated wood I-joists and structural composite lumber members that are dry at time of installation and used under
  dry conditions in accordance with the ANSI/AWC NDS, the creep component of the long-term deflection shall be permitted to be estimated as the immediate dead load deflection
  resulting from 0.5_D_. For lumber and glued laminated timber members installed or used at all other moisture conditions or cross laminated timber and wood structural panels that
  are dry at time of installation and used under dry conditions in accordance with the ANSI/AWC NDS, the creep component of the long-term deflection is permitted to be estimated
  as the immediate dead load deflection resulting from_D_. The value of 0.5_D_ shall not be used in combination with ANSI/AWC NDS provisions for long-term loading.
  e. The preceding deflections do not ensure against ponding.

• CBC § 1604.3 Medium relevance — show source text

  Loads and forces for occupancies or uses not covered in this chapter shall be subject to the approval of the building official.

  1604.3 Serviceability. Structural systems and members thereof shall be designed to have adequate stiffness to limit deflections as indicated in Table 1604.3.

  TABLE 1604.3—DEFLECTION LIMITSa, b, c, h, i	Col2	Col3	Col4
  CONSTRUCTION	_L or L_r	_S j or W_f	D + L d, g
  Roof members:e
  Supporting plaster or stucco ceiling	l/360	l/360	l/240
  Supporting nonplaster ceiling	l/240	l/240	l/180
  Not supporting ceiling	l/180	l/180	l/120
  Floor members	l/360	—	l/240
  Exterior walls:
  With plaster or stucco finishes	—	l/360	—
  With other brittle finishes	—	l/240	—
  With flexible finishes	—	l/120	—
  Interior partitions:b
  With plaster or stucco finishes	l/360	—	—
  With other brittle finishes	l/240	—	—

  2025 CALIFORNIA BUILDING CODE 16-5

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

  STRUCTURAL DESIGN

  TABLE 1604.3—DEFLECTION LIMITSa, b, c, h, i—continued	Col2	Col3	Col4
  CONSTRUCTION	_L or L_r	_S j or W_f	D + L d, g
  With flexible finishes	l/120	—	—
  Farm buildings	—	—	l/180
  Greenhouses	—	—	l/120
  For SI: 1 foot = 304.8 mm. a. For structural roofing and siding made of formed metal sheets, the total load deflection shall not exceed_l_/60. For secondary roof structural members supporting formed metal roofing, the live load deflection shall not exceed_l_/150. For secondary wall members supporting formed metal siding, the design wind load deflection shall not exceed l/90. For roofs, this exception only applies when the metal sheets have no roof covering. b. Flexible, folding and portable partitions are not governed by the provisions of this section. The deflection criterion for interior partitions is based on the horizontal load defined in Section 1607.16. c. See Section 2403 for glass supports. d. The deflection limit for the_D_ + (L or_Lr_) load combination only applies to the deflection due to the creep component of long-term dead load deflection plus the short-term live load deflection. For lumber, structural glued laminated timber, prefabricated wood I-joists and structural composite lumber members that are dry at time of installation and used under dry conditions in accordance with the ANSI/AWC NDS, the creep component of the long-term deflection shall be permitted to be estimated as the immediate dead load deflection resulting from 0.5_D_.

• CBC § 2303.1.3.1 Medium relevance — show source text

  2303.1.3.1 Additional requirements. [DSA-SS, DSA-SS/CC and OSHPD 1, 1R, 2, 4 & 5] The construction documents shall indicate the following: 1. Dry or wet service conditions. 2. Laminating combinations and stress requirements. 3. Species group. 4. Preservative material and retention, when preservative treatment is required. 5. Provisions for protection during shipping and field handling, such as sealing and wrapping in accordance with AITC 111.

  When mechanical reinforcement such as radial tension reinforcement is required, such reinforcement shall comply with AITC 404 and shall be detailed accordingly in the construction documents. Construction documents shall specify that the moisture content of laminations at the time of manufacture shall not exceed 12 percent for dry conditions of use.

  The design of fasteners and connections shall comply with AITC 117, Section I, Item 6 (Connection Design), and NDS Appendix E.

  2303.1.4 Cross-laminated timber. Cross-laminated timbers shall be manufactured and identified in accordance with ANSI/APA PRG 320.

  2303.1.4.1 Additional requirements. [DSA-SS & DSA-SS/CC & OSHPD 1, 1R, 2, 4 & 5] Requirements in Section 2303.1.3.1 shall apply to cross-laminated timber.

  23-4 2025 CALIFORNIA BUILDING CODE

  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.

• CBC § 2304.11.1 Medium relevance — show source text

  WOOD

  2304.11.1 Details of heavy timber structural members. Heavy timber structural members shall be detailed and constructed in accordance with Sections 2304.11.1 through 2304.11.1.3.

  2304.11.1.1 Columns. Minimum dimensions of columns shall be in accordance with Table 2304.11. Columns shall be connected in an approved manner. Columns shall be continuous or aligned vertically from floor to floor in all stories of Type IV-HT construction. Girders and beams at column connections shall be closely fitted around columns and adjoining ends shall be cross tied to each other, or intertied by caps or ties, to transfer horizontal loads across joints. Wood bolsters shall not be placed on tops of columns unless the columns support roof loads only. Where traditional heavy timber detailing is used, connections shall be by means of reinforced concrete or metal caps with brackets, by properly designed steel or iron caps, with pintles and base plates, by timber splice plates affixed to the columns by metal connectors housed within the contact faces, or by other approved methods.

  2304.11.1.2 Floor framing. Minimum dimensions of floor framing shall be in accordance with Table 2304.11. Approved wall plate boxes or hangers shall be provided where wood beams, girders or trusses rest on masonry or concrete walls. Where intermediate beams are used to support a floor, they shall rest on top of girders, or shall be supported by an approved metal hanger into which the ends of the beams shall be closely fitted. Where traditional heavy timber detailing is used, these connections shall be permitted to be supported by ledgers or blocks securely fastened to the sides of the girders.

  2304.11.1.3 Roof framing. Minimum dimensions of roof framing shall be in accordance with Table 2304.11. Every roof girder and not less than every alternate roof beam shall be anchored to its supporting member to resist forces as required in Chapter 16.

  2304.11.2 Partitions and walls. Partitions and walls shall comply with Section 2304.11.2.1 or 2304.11.2.2.

  2304.11.2.1 Exterior walls. Exterior walls shall be permitted to be cross-laminated timber not less than 4 inches (102 mm) in thickness meeting the requirements of Section 2303.1.4.

  2304.11.2.2 Interior walls and partitions. Interior walls and partitions shall be of solid wood construction formed by not less than two layers of 1-inch (25 mm) matched boards or laminated construction 4 inches (102 mm) thick, or of 1-hour fire-resistance-rated construction.

  2304.11.3 Floors. Floors shall be without concealed spaces or with concealed spaces complying with Section 602.4.4.3. Wood floors shall be constructed in accordance with Section 2304.11.3.1 or 2304.11.3.2.

  2304.11.3.1 Cross-laminated timber floors. Cross-laminated timber shall be not less than 4 inches (102 mm) in thickness. Cross-laminated timber shall be continuous from support to support and mechanically fastened to one another. Cross-laminated timber shall be permitted to be connected to walls without a shrinkage gap providing swelling or shrinking is considered in the design. Corbelling of masonry walls under the floor shall be permitted to be used.

• CBC § 2304.11.1.3 Medium relevance — show source text

  2304.11.1.3 Roof framing. Minimum dimensions of roof framing shall be in accordance with Table 2304.11. Every roof girder and not less than every alternate roof beam shall be anchored to its supporting member to resist forces as required in Chapter 16.

  2304.11.2 Partitions and walls. Partitions and walls shall comply with Section 2304.11.2.1 or 2304.11.2.2.

  2304.11.2.1 Exterior walls. Exterior walls shall be permitted to be cross-laminated timber not less than 4 inches (102 mm) in thickness meeting the requirements of Section 2303.1.4.

  2304.11.2.2 Interior walls and partitions. Interior walls and partitions shall be of solid wood construction formed by not less than two layers of 1-inch (25 mm) matched boards or laminated construction 4 inches (102 mm) thick, or of 1-hour fire-resistance-rated construction.

  2304.11.3 Floors. Floors shall be without concealed spaces or with concealed spaces complying with Section 602.4.4.3. Wood floors shall be constructed in accordance with Section 2304.11.3.1 or 2304.11.3.2.

  2304.11.3.1 Cross-laminated timber floors. Cross-laminated timber shall be not less than 4 inches (102 mm) in thickness. Cross-laminated timber shall be continuous from support to support and mechanically fastened to one another. Cross-laminated timber shall be permitted to be connected to walls without a shrinkage gap providing swelling or shrinking is considered in the design. Corbelling of masonry walls under the floor shall be permitted to be used.

  2304.11.3.2 Sawn or glued-laminated plank floors. Sawn or glued-laminated plank floors shall be one of the following:

  1. Sawn or glued-laminated planks, splined or tongue-and-groove, of not less than 3 inches (76 mm) nominal in thick ness covered with 1-inch (25 mm) nominal dimension tongue-and-groove flooring, laid crosswise or diagonally, [15] / 32

  inch (12 mm) wood structural panel or [1] / 2 -inch (12.7 mm) particleboard. 2. Planks not less than 4 inches (102 mm) nominal in width set on edge close together and well spiked and covered with 1-inch (25 mm) nominal dimension flooring or [15] / 32 -inch (12 mm) wood structural panel or [1] / 2 -inch (12.7 mm) particleboard.

  The lumber shall be laid so that continuous lines of joints will occur only at points of support. Floors shall not extend closer than [1] / 2 inch (12.7 mm) to walls. Such [1] / 2 -inch (12.7 mm) space shall be covered by a molding fastened to the wall and so arranged that it will not obstruct the swelling or shrinkage movements of the floor. Corbelling of masonry walls under the floor shall be permitted to be used in place of molding.

• CBC § 407.6 Medium relevance — show source text

  For SI:

  Δ sw = vh 3 3EAb⁄ + vh Gt⁄ + -----------407.6 he n - + d a h b⁄

  where:

  A = Area of end-post cross section in square inches (mm [2] ).

  b = Shear wall length, in feet (mm).

  d a = Total vertical elongation of wall anchorage system (such as fastener slip, device elongation, rod elongation) in inches (mm), at the induced unit shear in the shear wall ( v ).

  E = Modulus of elasticity of end posts, in pounds per square inch (N/mm [2] ).

  e n = Staple slip, in inches (mm) [see Table 2305.2(1)].

  Gt = Panel rigidity through the thickness, in pounds per inch (N/mm) of panel width or depth [see Table 2305.2(2)].

  h = Shear wall height, in feet (mm).

  v = Induced unit shear, in pounds per linear foot (N/mm).

  Δ sw = Maximum shear wall deflection determined by elastic analysis, in inches (mm).

  SECTION 2306—ALLOWABLE STRESS DESIGN

  2306.1 Allowable stress design. The design and construction of wood elements in structures using allowable stress design shall be in accordance with the applicable standards listed in Table 2306.1.

  TABLE 2306.1—STANDARDS FOR DESIGN AND CONSTRUCTION OF WOOD ELEMENTS IN STRUCTURES USING ALLOWABLE STRESS DESIGN	Col2	Col3
  STANDARDS PROMULGATOR	STANDARD	TITLE
  American Wood Council	American Wood Council	American Wood Council
  	ANSI/AWC NDS	National Design Specification for Wood Construction
  	SDPWS	Special Design Provisions for Wind and Seismic
  American Society of Agricultural and Biological Engineers	American Society of Agricultural and Biological Engineers	American Society of Agricultural and Biological Engineers
  	ASABE EP 484.3	Diaphragm Design of Metal-clad, Wood-Frame Rectangular Buildings
  	ASABE EP 486.3	Shallow Post and Pier Foundation Design
  	ASABE EP 559.1	Design Requirements and Bending Properties for Mechanically Laminated Wood Assemblies
  APA—The Engineered Wood Association	APA—The Engineered Wood Association	APA—The Engineered Wood Association
  	ANSI 117	Standard Specifications for Structural Glued Laminated Timber of Softwood Species
  	ANSI A190.1	Structural Glued Laminated Timber
  		Panel Design Specification
  		Plywood Design Specification Supplement 1—Design & Fabrication of Plywood Curved Panel
  		Plywood Design Specification Supplement 2—Design & Fabrication of Glued Plywood-lumber Beams
  		Plywood Design Specification Supplement 3—Design & Fabrication of Plywood Stressed-skin Panels
  		Plywood Design Specification Supplement 4—Design & Fabrication of Plywood Sandwich Panels
  		Plywood Design Specification Supplement 5—Design & Fabrication of All-plywood Beams
  	APA T300	Glulam Connection Details
  	APA S560	Field Notching and Drilling of Glued Laminated Timber Beams
  	APA S475	Glued Laminated Beam Design Tables
  	APA X450	Glulam

• CBC § 2303.4.4 Medium relevance — show source text

  2303.4.4 Anchorage. The design for the transfer of loads and anchorage of each truss to the supporting structure is the responsibility of the registered design professional.

  2303.4.5 Alterations to trusses. Truss members and components shall not be cut, notched, drilled, spliced or otherwise altered in any way without written concurrence and approval of a registered design professional. Alterations resulting in the addition of loads to any member (for example, HVAC equipment, piping, additional roofing or insulation) shall not be permitted without verification that the truss is capable of supporting such additional loading.

  2303.4.6 TPI 1 specifications. In addition to Sections 2303.4.1 through 2303.4.5, the design, manufacture and quality assurance of metal-plate-connected wood trusses shall be in accordance with TPI 1. Job-site inspections shall be in compliance with Section 110.4, as applicable.

  2303.4.7 Truss quality assurance. Trusses not part of a manufacturing process in accordance with either Section 2303.4.6 or a referenced standard, which provides requirements for quality control done under the supervision of a third-party quality control agency, shall be manufactured in compliance with Sections 1704.2.5 and 1705.5, as applicable.

  2303.5 Test standard for joist hangers. Joist hangers shall be in accordance with ASTM D7147.

  2303.6 Nails and staples. Nails and staples shall conform to requirements of ASTM F1667, including Supplement 1. Nails used for framing and sheathing connections shall have minimum average bending yield strengths as follows: 80 kips per square inch (ksi) (551 MPa) for shank diameters larger than 0.177 inch (4.50 mm) but not larger than 0.254 inch (6.45 mm), 90 ksi (620 MPa) for shank diameters larger than 0.142 inch (3.61 mm) but not larger than 0.177 inch (4.50 mm) and 100 ksi (689 MPa) for shank diameters of not less than 0.099 inch (2.51 mm) but not larger than 0.142 inch (3.61 mm). Staples used for framing and sheathing connections shall have minimum average bending moments as follows: 3.6 in.-lbs (0.41 N-m) for No. 16 gage staples, 4.0 in.-lbs (0.45 N-m) for No. 15 gage staples, and 4.3 in.-lbs (0.49 N-m) for No. 14 gage staples.

  2303.7 Shrinkage. Consideration shall be given in design for the effects of wood cross-grain dimensional changes that occur as a result of changes in the wood moisture content after installation.

  2025 CALIFORNIA BUILDING CODE 23-11

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

  WOOD

  SECTION 2304—GENERAL CONSTRUCTION REQUIREMENTS

  2304.1 General. The provisions of this section apply to design methods specified in Section 2302.1.

  2304.2 Size of structural members. Computations to determine the required sizes of members shall be based on the net dimensions (actual sizes) and not nominal sizes.

• CBC § 3.6 Medium relevance — show source text

  Staples used for framing and sheathing connections shall have minimum average bending moments as follows: 3.6 in.-lbs (0.41 N-m) for No. 16 gage staples, 4.0 in.-lbs (0.45 N-m) for No. 15 gage staples, and 4.3 in.-lbs (0.49 N-m) for No. 14 gage staples.

  2303.7 Shrinkage. Consideration shall be given in design for the effects of wood cross-grain dimensional changes that occur as a result of changes in the wood moisture content after installation.

  2025 CALIFORNIA BUILDING CODE 23-11

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

  WOOD

  SECTION 2304—GENERAL CONSTRUCTION REQUIREMENTS

  2304.1 General. The provisions of this section apply to design methods specified in Section 2302.1.

  2304.2 Size of structural members. Computations to determine the required sizes of members shall be based on the net dimensions (actual sizes) and not nominal sizes.

  2304.3 Wall framing. The framing of exterior and interior walls shall be in accordance with the provisions specified in Section 2308 unless a specific design is furnished. 2304.3.1 Bottom plates. Studs shall have full bearing on a 2-inch-thick (actual 1 [1] / 2 -inch, 38 mm) or larger plate or sill having a width not less than equal to the width of the studs.

  2304.3.1.1 [HCD 1] Rodent proofing. Annular spaces around pipes, electric cables, conduits or other openings in bottom/sole plates at exterior walls shall be protected against the passage of rodents by closing such openings in accordance with the Califor- nia Green Building Standards Code (CALGreen), Chapter 4, Division 4.4.

  2304.3.2 Framing over openings. Headers, double joists, trusses or other approved assemblies that are of adequate size to transfer loads to the vertical members shall be provided over window and door openings in load-bearing walls and partitions.

  2304.3.3 Shrinkage. Wood walls and bearing partitions shall not support more than two floors and a roof unless an analysis satisfactory to the building official shows that shrinkage of the wood framing will not have adverse effects on the structure or any plumbing, electrical or mechanical systems or other equipment installed therein due to excessive shrinkage or differential movements caused by shrinkage. The analysis shall show that the roof drainage system and the foregoing systems or equipment will not be adversely affected or, as an alternate, such systems shall be designed to accommodate the differential shrinkage or movements.

  2304.3.4 Additional requirements. [DSA-SS, DSA-SS/CC and OSHPD 1, 1R, 2, 4 & 5] The following additional requirements apply: 1. Engineering analysis shall be furnished that demonstrates compliance of wall framing elements and connections with Section 2302.1, Item 1 or 2.

  2. Construction documents shall include detailing of sill plate anchorage to supporting masonry or concrete for all exterior _and interior bearing, nonbearing and shear walls.

• CBC § 2304.8 Medium relevance — show source text

  TABLE 2304.8(1)—ALLOWABLE SPANS FOR LUMBER FLOOR AND ROOF SHEATHING	Col2	Col3	Col4	Col5
  SPAN (inches)	MINIMUM NET THICKNESS (inches) OF LUMBER PLACED	MINIMUM NET THICKNESS (inches) OF LUMBER PLACED	MINIMUM NET THICKNESS (inches) OF LUMBER PLACED	MINIMUM NET THICKNESS (inches) OF LUMBER PLACED
  SPAN (inches)	Perpendicular to supports	Perpendicular to supports	Diagonally to supports	Diagonally to supports
  SPAN (inches)	Surfaced drya	Surfaced unseasoned	Surfaced drya	Surfaced unseasoned
  Floors	Floors	Floors	Floors	Floors
  24	3/4	25/32	3/4	25/32
  16	5/8	11/16	5/8	11/16
  Roofs	Roofs	Roofs	Roofs	Roofs
  24	5/8	11/16	3/4	25/32
  For SI: 1 inch = 25.4 mm. a. Maximum 19-percent moisture content.	For SI: 1 inch = 25.4 mm. a. Maximum 19-percent moisture content.	For SI: 1 inch = 25.4 mm. a. Maximum 19-percent moisture content.	For SI: 1 inch = 25.4 mm. a. Maximum 19-percent moisture content.	For SI: 1 inch = 25.4 mm. a. Maximum 19-percent moisture content.

  TABLE 2304.8(2)—SHEATHING LUMBER, MINIMUM GRADE REQUIREMENTS: BOARD GRADE	Col2	Col3
  SOLID FLOOR OR ROOF SHEATHING	SPACED ROOF SHEATHING	GRADING RULES
  Utility	Standard	NLGA, PLIB/WCLIB, or WWPA
  4 common or utility	3 common or standard	NLGA, PLIB/WCLIB, WWPA, or NELMA
  No. 3	No. 2	SPIB
  Merchantable	Construction common	RIS

  2025 CALIFORNIA BUILDING CODE 23-13

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

  WOOD

  |TABLE 2304.

• CBC § 2308.2.8 Medium relevance — show source text

  Exception: Light-frame buildings in which the lowest framed floor is supported directly on concrete or masonry walls over the full length of all sides except the downhill side of the building are exempt from this provision.

  2308.2.8 Additional requirements [DSA-SS & DSA-SS/CC and OSHPD 1R, 2 & 5] The use of conventional light-frame construction provisions in this section is permitted, subject to the following conditions: 1. The design and construction shall also comply with Section 2304 and Section 2305. 2. In conjunction with the use of provisions in Section 2308.10 (Wall bracing), engineering analysis shall be furnished that demonstrates compliance of lateral-force-resisting systems with Section 2305. 3. In addition to the use of provisions in Section 2308.8 (Floor framing), engineering analysis shall be furnished that demon- strates compliance of floor framing elements and connections with Section 2302.1, Item 1 or 2.

  2025 CALIFORNIA BUILDING CODE 23-33

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

  WOOD

  4. In addition to the use of provisions in Section 2308.9 (Wall construction), engineering analysis shall be furnished that demon- strates compliance of wall framing elements and connections with Section 2302.1, Item 1 or 2. 5. In addition to the use of provisions in Section 2308.11 (Roof and Ceiling Framing), engineering analysis shall be furnished demonstrating compliance of roof and ceiling framing elements and connections with Section 2302.1, Item 1 or 2.

  2308.3 Portions or elements exceeding limitations of conventional light-frame construction. Where a building of otherwise conventional light-frame construction contains portions or structural elements that exceed the limits of Section 2308.2, those portions or elements, and the supporting load path, shall be designed in accordance with accepted engineering practice and the provisions of this code. For the purposes of this section, the term “portions” shall mean parts of buildings containing volume and area such as a room or a series of rooms. The extent of such design need only demonstrate compliance of the nonconventional lightframed elements with other applicable provisions of this code and shall be compatible with the performance of the conventional light-framed system.

  2308.4 Structural elements or systems not described herein. Where a building of otherwise conventional construction contains structural elements or systems not described in Section 2308, these elements or systems shall be designed in accordance with accepted engineering practice and the provisions of this code. The extent of such design need only demonstrate compliance of the nonconventional elements with other applicable provisions of this code and shall be compatible with the performance of the conventionally framed system.

  2308.5 Connectors and fasteners. Connectors and fasteners used in conventional construction shall comply with the requirements of Section 2304.10.

  2308.6 Cutting, notching and boring of dimensional wood framing. The provisions of this section shall only apply to dimensional wood framing and shall not include engineered wood products, heavy timber or prefabricated/manufactured wood assemblies.

• CBC § 0.120 Medium relevance — show source text

  fastener**
  horizontal spacing| |CLADDING FASTENER
  THROUGH FOAM
  SHEATHING INTO:|CLADDING FASTENER
  TYPE AND MINIMUM SIZEc|CLADDING FASTENER
  VERTICAL SPACING
  (INCHES)|Cladding weight:|Cladding weight:|Cladding weight:|Cladding weight:|Cladding weight:|Cladding weight:|Cladding weight:|Cladding weight:| |CLADDING FASTENER
  THROUGH FOAM
  SHEATHING INTO:|CLADDING FASTENER
  TYPE AND MINIMUM SIZEc|CLADDING FASTENER
  VERTICAL SPACING
  (INCHES)|**3 **
  psf|11
  psf|18
  psf|25
  psf|**3 **
  psf|11
  psf|18
  psf|25
  psf| |Wood Framing
  (minimum 11/4- inch
  penetration)b|0.120" diameter nail|6|3.00|1.70|0.90|0.55|3.00|1.05|0.50|DR| |Wood Framing
  (minimum 11/4- inch
  penetration)b|0.120" diameter nail|8|3.00|1.20|0.60|DR|3.00|0.70|DR|DR| |Wood Framing
  (minimum 11/4- inch
  penetration)b|0.120" diameter nail|12|3.00|0.70|DR|DR|2.15|DR|DR|DR| |Wood Framing
  (minimum 11/4- inch
  penetration)b|0.131" diameter nail|6|4.00|2.15|1.20|0.75|4.00|1.35|0.70|DR| |Wood Framing
  (minimum 11/4- inch
  penetration)b|0.131" diameter nail|8|4.00|1.55|0.80|DR|4.00|0.90|DR|DR| |Wood Framing
  (minimum 11/4- inch
  penetration)b|0.131" diameter nail|12|4.00|0.90|DR|DR|2.70|0.50|DR|DR| |Wood Framing
  (minimum 11/4- inch
  penetration)b|0.162" diameter nail|6|4.00|3.55|2.05|1.40|4.00|2.25|1.25|0.80| |Wood Framing
  (minimum 11/4- inch
  penetration)b|0.162" diameter nail|8|4.00|2.55|1.45|0.95|4.00|1.60|0.85|0.50| |Wood Framing
  (minimum 11/4- inch
  penetration)b|0.162" diameter nail|12|4.00|1.60|0.85|0.50|4.00|0.95|DR|DR| |For SI: 1 inch = 25.

• CBC § 2.25 Medium relevance — show source text

  00|2.25|0.70|DR|3.70|1.05|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|33 mil cold-
  formed steel
  stud|#10 screw|Steel thick-
  ness plus 3
  threads|16|3.85|1.45|DR|DR|3.40|DR|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|33 mil cold-
  formed steel
  stud|#10 screw|Steel thick-
  ness plus 3
  threads|24|3.40|DR|DR|DR|2.70|DR|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|43 mil or
  thicker cold-
  formed steel
  stud|#8 Screw|Steel thick-
  ness plus 3
  threads|12|3.00|1.80|DR|DR|3.00|0.65|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|43 mil or
  thicker cold-
  formed steel
  stud|#8 Screw|Steel thick-
  ness plus 3
  threads|16|3.00|1.00|DR|DR|2.85|DR|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|43 mil or
  thicker cold-
  formed steel
  stud|#8 Screw|Steel thick-
  ness plus 3
  threads|24|2.85|DR|DR|DR|2.20|DR|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|43 mil or
  thicker cold-
  formed steel
  stud|#10 screw|Steel thick-
  ness plus 3
  threads|12|4.00|3.85|2.80|1.80|4.00|3.05|1.50|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|43 mil or
  thicker cold-
  formed steel
  stud|#10 screw|Steel thick-
  ness plus 3
  threads|16|4.00|3.30|1.95|0.60|4.00|2.25|DR|DR| |Minimum 33
  mil steel
  furring or
  minimum
  1x wood
  furringc|43 mil or
  thicker cold-
  formed steel
  stud|#10 screw|Steel thick-
  ness plus 3
  threads|24|4.00|2.25|DR|DR|4.00|0.65|DR|DR| |For SI: 1 inch = 25.4 mm, 1 pound per square foot (psf) = 0.0479 kPa, 1 pound per square inch = 0.00689 MPa.
  DR = Design Required, o.c. = on center.
  a. Wood furring shall be spruce-pine-fir or any softwood species with a specific gravity of 0.42 or greater.

• CBC § 2308.2.5 Medium relevance — show source text

  2308.2.5 Allowable roof span. Ceiling joist and rafter framing constructed in accordance with Section 2308.11 and trusses shall not span more than 40 feet (12 192 mm) between points of vertical support. A ridge board in accordance with Section 2308.11 or 2308.11.3.1 shall not be considered a vertical support.

  2308.2.6 Risk category limitation. The use of the provisions for conventional light-frame construction in this section shall not be permitted for Risk Category IV buildings assigned to a Seismic Design Category other than A.

  2308.2.7 Hillside light-frame construction. Design in accordance with Section 2308.3 shall be provided for the floor immediately above the cripple walls or post and beam systems and all structural elements and connections from this floor down to and including connections to the foundation and design of the foundation to transfer lateral loads from the framing above in buildings where all of the following apply:

  1. The grade slope exceeds 1 unit vertical in 5 units horizontal where averaged across the full length of any side of the building.
  2. The tallest cripple wall clear height exceeds 7 feet (2134 mm); or, where a post and beam system occurs at the building perimeter, the post and beam system tallest post clear height exceeds 7 feet (2134 m).
  3. Of the total plan area below the lowest framed floor, whether open or enclosed, less than 50 percent is occupiable space having interior wall finishes conforming to Section 2304.7 or Chapter 25.

  Exception: Light-frame buildings in which the lowest framed floor is supported directly on concrete or masonry walls over the full length of all sides except the downhill side of the building are exempt from this provision.

  2308.2.8 Additional requirements [DSA-SS & DSA-SS/CC and OSHPD 1R, 2 & 5] The use of conventional light-frame construction provisions in this section is permitted, subject to the following conditions: 1. The design and construction shall also comply with Section 2304 and Section 2305. 2. In conjunction with the use of provisions in Section 2308.10 (Wall bracing), engineering analysis shall be furnished that demonstrates compliance of lateral-force-resisting systems with Section 2305. 3. In addition to the use of provisions in Section 2308.8 (Floor framing), engineering analysis shall be furnished that demon- strates compliance of floor framing elements and connections with Section 2302.1, Item 1 or 2.

  2025 CALIFORNIA BUILDING CODE 23-33

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

  WOOD

  4. In addition to the use of provisions in Section 2308.9 (Wall construction), engineering analysis shall be furnished that demon- strates compliance of wall framing elements and connections with Section 2302.1, Item 1 or 2. 5. In addition to the use of provisions in Section 2308.11 (Roof and Ceiling Framing), engineering analysis shall be furnished demonstrating compliance of roof and ceiling framing elements and connections with Section 2302.1, Item 1 or 2.

• CBC § 4.504.4 Medium relevance — show source text

  4.504.4 Resilient flooring systems. Where resilient flooring is installed, at least 80 percent of floor area receiving resilient flooring shall meet the requirements of the California Department of Public Health, “Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers,” Version 1.2, January 2017 (Emission testing method for California Specification 01350).

  See California Department of Public Health’s website for certification programs and testing labs.

  https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx

  4.504.5 Composite wood products. Hardwood plywood, particleboard and medium density fiberboard composite wood products used on the interior or exterior of the building shall meet the requirements for formaldehyde as specified in ARB’s Air Toxics Control Measure for Composite Wood (17 CCR 93120 et seq.) as shown in Table 4.504.5.

  4.504.5.1 Documentation. Verification of compliance with this section shall be provided as requested by the enforcing agency. Documentation shall include at least one of the following:

  1. Product certifications and specifications.
  2. Chain of custody certifications.
  3. Product labeled and invoiced as meeting the Composite Wood Products regulation (see CCR, Title 17, Section 93120, et seq .).

  4-16 2025 CALIFORNIA GREEN BUILDING STANDARDS CODE

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

  RESIDENTIAL MANDATORY MEASURES

  4. Exterior grade products marked as meeting the PS-1 or PS-2 standards of the Engineered Wood Association, the Australian AS/NZS 2269, European 636 3S, and Canadian CSA O121, CSA O151, CSA O153 and CSA O325 standards.
  5. Other methods acceptable to the enforcing agency.

  TABLE 4.504.5—FORMALDEHYDE LIMITS1 Maximum Formaldehyde Emissions in Parts per Million	Col2
  PRODUCT	CURRENT LIMIT
  Hardwood plywood veneer core	0.05
  Hardwood plywood composite core	0.05
  Particleboard	0.09
  Medium density fiberboard	0.11
  Thin medium density fiberboard2	0.13
  1. Values in this table are derived from those specified by the California Air Resources Board, Air Toxics Control Measure for Composite Wood as tested in accordance with ASTM E1333. For additional information, see_California Code of Regulations_, Title 17, Sections 93120 through 93120.12. 2. Thin medium density fiberboard has a maximum thickness of 5/16 inch (8 mm).	1. Values in this table are derived from those specified by the California Air Resources Board, Air Toxics Control Measure for Composite Wood as tested in accordance with ASTM E1333. For additional information, see_California Code of Regulations_, Title 17, Sections 93120 through 93120.12. 2. Thin medium density fiberboard has a maximum thickness of 5/16 inch (8 mm).

  SECTION 4.505—INTERIOR MOISTURE CONTROL

  4.505.1 General. Buildings shall meet or exceed the provisions of the California Building Standards Code.