CBC · California Building Code

Permitted design methods (ASD, LRFD, conventional light‑frame) and design value provisions

The California Building Code allows three wood design paths: ASD (§2306.1), LRFD (§2307.1) and prescriptive conventional light‑frame (§2308). Pick the method appropriate to each element, follow the specific referenced standards (Table 2306.1 and ANSI/AWC documents), respect the §2308 limits on stories, wind and spans for prescriptive framing, and include the required plan data when using the conventional provisions.

Ask a question free See coverage

Last reviewed: July 5, 2026

What the code requires — 2–4 sentences

Chapter 23 permits three mutually‑exclusive wood design approaches: allowable stress design (ASD), load and resistance factor design (LRFD), and conventional light‑frame construction; each method must be used in accordance with the specific provisions and referenced standards identified in the chapter. ASD is governed by Section §2306.1 and the standards listed in Table 2306.1. LRFD is permitted under Section §2307.1 and must follow ANSI/AWC NDS and AWC SDPWS. Conventional light‑frame construction is covered by Section §2308 and is limited by the story, span, wind and risk‑category constraints in that section.

Requirements in detail

Which methods are permitted and where to find the rules

  • Allowable Stress Design (ASD): Use the standards listed in Table 2306.1; designs using ASD must comply with the applicable standards and provisions called out in §2306.1.
  • Load and Resistance Factor Design (LRFD): Use LRFD in accordance with ANSI/AWC NDS and AWC SDPWS as required in §2307.1.
  • Conventional light‑frame construction (prescriptive): Use §2308 for prescriptive (conventional) wood framing details and the limitations in §2308.2 (stories, spans, wind, risk category). Buildings that do not meet §2308 limits must be designed under ASD or LRFD (or engineered alternative).

Key decision dimensions (quick reference)

Decision dimension Typical decision value / limit Code reference
Methods allowed ASD, LRFD, Conventional light‑frame (mutually exclusive per element) §2302.1
Standards for ASD See Table 2306.1 (ANSI/AWC NDS, SDPWS, APA, ASABE, etc.) §2306.1 and Table 2306.1
LRFD governing standard ANSI/AWC NDS and AWC SDPWS required for LRFD §2307.1
Conventional — max stories (by SDC) SD Ctg A/B = 3 stories; C = 2; D & E = 1 (see table) §2308.2.1 and Table 2308.2.1
Conventional — basic wind speed limit V shall not exceed 130 mph (3‑sec gust). Exceptions apply. §2308.2.4
Conventional — max rafter/joist/truss span Not more than 40 ft between vertical supports §2308.2.5
Conventional — Risk Category limit Not permitted for Risk Category IV unless assigned SDC A §2308.2.6
Shear walls/diaphragms permanent load reduction For permanent loads only: use SDPWS nominal capacities × 0.2 for ASD, × 0.3 for LRFD §2305.1.2
Fire‑retardant treated wood Allowable stresses and connection values developed per §2303.2.6; load‑duration factors >1.6 not permitted §2306.1.4
Documentation for conventional method Construction documents must indicate dead/live loads, ground snow pg and pg(asd), basic wind V and Vasd, SDC/site class, soil bearing, etc. §1603 (exception for §2308) and §2308.1 notes

How the code ties methods to referenced standards

  • ASD: §2306.1 requires designers using ASD to follow the applicable standards listed in Table 2306.1 (AWC, APA, ASABE items shown in that table). The code does not duplicate those standards — it mandates them. Designers must therefore use the listed standards for material properties, allowable stresses, connection design, diaphragm and shear‑wall values, etc.
  • LRFD: §2307.1 explicitly directs LRFD wood designs to ANSI/AWC NDS and AWC SDPWS; LRFD load combinations and resistance factors are therefore governed by those referenced standards.
  • Conventional light frame: §2308 is a prescriptive system with explicit dimensional and performance limits (stories, spans, wind, risk category); where a building exceeds those limits, the code requires engineered design using ASD or LRFD or other accepted engineering practice.

Exceptions & special cases

  • The conventional light‑frame provisions are limited by many specific criteria (§2308.2.*). If any of those limits are exceeded the affected portions or the supporting load path must be engineered (see §2308.3 and §2308.4).
  • §2308.2.4 allows limited wind exceptions: buildings in Exposure B (non‑hurricane regions) can be permitted up to 140 mph, and where V exceeds 130 mph other standards (AWC WFCM or ICC 600) are permitted. If Vasd is required for conventional documentation, use Section 1609 procedures.
  • For shear walls / diaphragms subjected only to permanent loads, the SDPWS nominal capacities must be reduced by factors shown in §2305.1.2 (×0.2 ASD, ×0.3 LRFD). This is a special load‑duration provision for these lateral elements.
  • Fire‑retardant‑treated wood: allowable stresses and connection values must be developed as required in §2303.2.6 and §2306.1.4; code bars use of load‑duration factors greater than 1.6 for these materials.

If a needed detail (for example a specific LRFD resistance factor or a particular material table) is not printed in Chapter 23, the code intends the designer to consult the referenced standard (ANSI/AWC NDS, SDPWS, APA publications, etc.) — the code text points to those standards rather than reproducing them.

Common mistakes

  • Treating the three methods as interchangeable for the same element. Chapter 23 requires you to pick the method consistent with §2302.1 and apply the appropriate referenced standards for that element — you cannot mix ASD tables and LRFD resistance factors for the same item without clearly documenting an accepted alternative method.
  • Assuming conventional limits (§2308) are merely guidance — they are prescriptive limits; exceeding them means engineered design is required for the portion that exceeds the limits.
  • Forgetting the permanent‑load reductions in lateral element design (SDPWS reductions ×0.2 ASD, ×0.3 LRFD) when diaphragms/shear walls carry only permanent load durations. That mistake overstates capacity.
  • Using load‑duration multipliers >1.6 for fire‑retardant‑treated wood. §2306.1.4 prohibits that practice.
  • Omitting required construction‑document notes when using §2308 prescriptive provisions (dead/live loads, Vasd, pg(asd), SDC/site class, etc.). The §1603 exception for §2308 makes these items mandatory on plans.

Worked example — applying the rule with numbers

Scenario: You propose a two‑story wood office building, Seismic Design Category C, located in a 120 mph basic wind zone (3‑sec gust), roof rafters span 30 ft, floor design live load 40 psf.

Step 1 — Can you use conventional light‑frame?

  • Table in §2308.2.1 permits two stories in SDC C, so story limit is satisfied.
  • §2308.2.4 limits V to 130 mph; your V = 120 mph, so wind speed limit is satisfied for conventional provisions.
  • Roof/rafter span 30 ft is less than the 40 ft limit in §2308.2.5, so the span limit is satisfied.
    Conclusion: the building fits within §2308 conventional limits, so you may use the prescriptive conventional provisions in §2308 for framing and bracing, provided you meet the other detailed requirements (wall bracing, sill anchorage, diaphragm connections, etc.).

Step 2 — Choose the design approach to document on plans

  • If you select the conventional path, the construction documents must show the design parameters listed in the §1603 exception for §2308: dead/live loads (e.g., floor live load = 40 psf), ground snow pg / pg(asd) if applicable, basic wind V and Vasd, seismic design category and site class, soil bearing, etc. Include these notes and reference §2308 on the drawings.

Step 3 — If you instead choose ASD for specific members (for example engineered headers or special diaphragms)

  • Apply ASD per §2306.1 and the standards listed in Table 2306.1 (ANSI/AWC NDS, SDPWS, etc.). For lateral elements that are permanent‑duration only, remember to use SDPWS capacities ×0.2 per §2305.1.2. For any fire‑retardant‑treated wood members, do not apply load‑duration factors >1.6 per §2306.1.4.

Numeric checks you can perform from the code text available here: confirm story limits (§2308.2.1), wind (≤130 mph) (§2308.2.4), and the 40‑ft roof span limit (§2308.2.5). For material allowable stresses, connection values, and LRFD resistance factors, the code points you to the referenced standards in Table 2306.1 and §2307.1 where those numbers reside — consult ANSI/AWC NDS, SDPWS and APA tables for the specific Fb, E, φ, and connection values.

Related provisions

  • §2302.1 — Permitted design methods and how to select among them.
  • §2305.1.2 — Permanent load duration reductions for lateral elements (SDPWS multipliers).
  • §1603 (exception for §2308) — Required construction‑document data when using conventional provisions.
  • §2303.2.6 / §2306.1.4 — Fire‑retardant‑treated wood allowable stresses development and limitations.
  • §2304 and §2305 — General construction and lateral force‑resisting requirements that apply across ASD, LRFD and conventional methods.

Code references

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

  • CBC § 25.4 High relevance — show source text

    Staples for the attachment of gypsum lath and woven-wire lath shall have a minimum crown width of3/4 inch, measured outside the legs.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per foot = 14.5939 N/m.
    a. These shear walls shall not be used to resist loads imposed by masonry or concrete walls (see AWC SDPWS). Values shown are for short-term loading due to wind or seismic
    loading. Walls resisting seismic loads shall be subject to the limitations in Section 12.2.1 of ASCE 7. Values shown shall be reduced 25 percent for normal loading.
    b. Applies to fastening at studs, top and bottom plates and blocking.
    c. Except as noted, shear values are based on a maximum framing spacing of 16 inches on center.
    d. Maximum framing spacing of 24 inches on center.
    e. All edges are blocked, and edge fastening is provided at all supports and all panel edges.
    f. Staples shall have a minimum crown width of7/16 inch, measured outside the legs, and shall be installed with their crowns parallel to the long dimension of the framing
    members.
    g. Staples for the attachment of gypsum lath and woven-wire lath shall have a minimum crown width of3/4 inch, measured outside the legs.|

    �

    SECTION 2307—LOAD AND RESISTANCE FACTOR DESIGN

    2307.1 Load and resistance factor design. The design and construction of wood elements and structures using load and resistance factor design shall be in accordance with ANSI/AWC NDS and AWC SDPWS.

    SECTION 2308—CONVENTIONAL LIGHT-FRAME CONSTRUCTION

    2308.1 General. The requirements of this section are intended for buildings of conventional light-frame construction not exceeding the story height limitations of Section 2308.2.1. Other construction methods are permitted to be used, provided that a satisfactory design is submitted showing compliance with other provisions of this code. Interior nonload-bearing partitions, ceilings and curtain walls of conventional light-frame construction are not subject to the limitations of Section 2308.2. Detached one- and two-family dwellings and townhouses not more than three stories above grade plane in height with a separate means of egress and their accessory structures shall comply with the California Residential Code .

    2308.2 Limitations. Buildings are permitted to be constructed in accordance with the provisions of conventional light-frame construction, subject to the limitations in Sections 2308.2.1 through 2308.2.7. [DSA-SS, DSA-SS/CC, OSHPD 1R, 2 & 5] 2308.2.8.

    2308.2.1 Stories. Structures of conventional light-frame construction shall be limited in story height in accordance with Table 2308.2.1.

    23-32 2025 CALIFORNIA BUILDING CODE

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

    WOOD

  • CBC § 2307.1 High relevance — show source text

    �

    SECTION 2307—LOAD AND RESISTANCE FACTOR DESIGN

    2307.1 Load and resistance factor design. The design and construction of wood elements and structures using load and resistance factor design shall be in accordance with ANSI/AWC NDS and AWC SDPWS.

    SECTION 2308—CONVENTIONAL LIGHT-FRAME CONSTRUCTION

    2308.1 General. The requirements of this section are intended for buildings of conventional light-frame construction not exceeding the story height limitations of Section 2308.2.1. Other construction methods are permitted to be used, provided that a satisfactory design is submitted showing compliance with other provisions of this code. Interior nonload-bearing partitions, ceilings and curtain walls of conventional light-frame construction are not subject to the limitations of Section 2308.2. Detached one- and two-family dwellings and townhouses not more than three stories above grade plane in height with a separate means of egress and their accessory structures shall comply with the California Residential Code .

    2308.2 Limitations. Buildings are permitted to be constructed in accordance with the provisions of conventional light-frame construction, subject to the limitations in Sections 2308.2.1 through 2308.2.7. [DSA-SS, DSA-SS/CC, OSHPD 1R, 2 & 5] 2308.2.8.

    2308.2.1 Stories. Structures of conventional light-frame construction shall be limited in story height in accordance with Table 2308.2.1.

    23-32 2025 CALIFORNIA BUILDING CODE

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

    WOOD

    TABLE 2308.2.1—ALLOWABLE STORY HEIGHT Col2
    SEISMIC DESIGN CATEGORY ALLOWABLE STORY ABOVE GRADE PLANE
    A and B Three stories
    C Two stories
    D and Ea One story
    For SI:1 inch = 25.4 mm.
    a. For the purposes of this section, for buildings assigned to_Seismic Design Category_ D or E, cripple walls shall be considered to be a_story_ unless cripple walls are solid blocked
    and do not exceed 14 inches in height.    		 For SI:1 inch = 25.4 mm.
    a. For the purposes of this section, for buildings assigned to_Seismic Design Category_ D or E, cripple walls shall be considered to be a_story_ unless cripple walls are solid blocked
    and do not exceed 14 inches in height.

    2308.2.2 Allowable floor-to-floor height. Maximum floor-to-floor height shall not exceed 11 feet, 7 inches (3531 mm). Exterior bearing wall and interior braced wall heights shall not exceed a stud height of 10 feet (3048 mm).

  • CBC § 23-2 High relevance — show source text

    23-2 2025 CALIFORNIA BUILDING CODE

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

    23 WOOD

    User notes:

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

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

    SECTION 2301—GENERAL

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

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

    2301.1.1 Application. [DSA-SS, DSA-SS/CC & OSHPD 1, 1R, 2, 4 & 5] The scope of application of Chapter 23 is as follows: 1. Structures regulated by the Division of the State Architect-Structural Safety, which include those applications listed in Section 1.9.2.1 (DSA-SS) and 1.9.2.2 (DSA-SS/CC). These applications include public elementary and secondary schools, community colleges and state-owned or state-leased essential services buildings. 2. Applications listed in Section 1.10, regulated by the Department of Health Care Access and Information/Office of Statewide Hospital Planning and Development (OSHPD). These applications include hospitals, hospital buildings removed from general acute care service, skilled nursing facilities, intermediate care facilities, correctional treatment centers and acute psychiatric hospital buildings.

    Exception: For applications listed in Sections 1.10.3 (Licensed Clinics) and 1.10.6 (Chemical Dependency Recovery Hospi- tals), the provisions of this chapter without OSHPD amendments identified in accordance with Section 2301.1.3 shall apply.

    2301.1.2 Amendments in this chapter. [DSA-SS, DSA-SS/CC & OSHPD 1, 1R, 2, 4 & 5] DSA-SS, DSA-SS/CC and OSHPD adopt this chapter as amended.

  • CBC § 2308.2.8 High 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 § 3.4 High relevance — show source text

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

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

    2025 CALIFORNIA BUILDING CODE 23-1

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

    23-2 2025 CALIFORNIA BUILDING CODE

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

    23 WOOD

    User notes:

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

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

    SECTION 2301—GENERAL

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

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

    2301.1.1 _**Application.

  • CBC § 0.42. High relevance — show source text

    Portions of connections of wood-framed floor systems not noted in the figures shall be in accordance with Section R502, or AWC WFCM, if applicable. Wood framing members shall be of a species having a specific gravity equal to or greater than 0.42. 2. For floor systems of cold-formed steel construction, the provisions of Section R608.9.1 and the prescriptive details of Figures R608.9(5) through R608.9(8), where permitted by the tables accompanying those figures. Portions of connections of coldformed steel-framed floor systems not noted in the figures shall be in accordance with Section R505, or AISI S230, if applicable. 3. Proprietary connectors selected to resist loads and load combinations in accordance with Appendix A (ASD) or Appendix B (LRFD) of PCA 100. 4. An engineered design using loads and load combinations in accordance with Appendix A (ASD) or Appendix B (LRFD) of PCA 100.

    1. An engineered design using loads and material design provisions in accordance with this code, or in accordance with ASCE 7, ACI 318, and AWC NDS for wood-framed construction or AISI S100 for cold-formed steel frame construction.

    R608.9.3 Connections between concrete walls and light-frame ceiling and roof systems. Connections between concrete walls and light-frame ceiling and roof systems shall be in accordance with one of the following:

    1. For ceiling and roof systems of wood-framed construction, the provisions of Section R608.9.1 and the prescriptive details of Figures R608.9(9) and R608.9(10), where permitted by the tables accompanying those figures. Portions of connections of wood-framed ceiling and roof systems not noted in the figures shall be in accordance with Section R802, or AWC WFCM, if applicable. Wood framing members shall be of a species having a specific gravity equal to or greater than 0.42.
    2. For ceiling and roof systems of cold-formed steel construction, the provisions of Section R608.9.1 and the prescriptive details of Figures R608.9(11) and R608.9(12), where permitted by the tables accompanying those figures. Portions of

    2025 CALIFORNIA RESIDENTIAL CODE 6-171

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

    WALL CONSTRUCTION

    connections of cold-formed steel-framed ceiling and roof systems not noted in the figures shall be in accordance with Section R804, or AISI S230, if applicable. 3. Proprietary connectors selected to resist loads and load combinations in accordance with Appendix A (ASD) or Appendix B (LRFD) of PCA 100. 4. An engineered design using loads and load combinations in accordance with Appendix A (ASD) or Appendix B (LRFD) of PCA 100.

    1. An engineered design using loads and material design provisions in accordance with this code, or in accordance with ASCE 7, ACI 318, and AWC NDS for wood-framed construction or AISI S100 for cold-formed steel-framed construction.
  • CBC § 2308.2.4 High relevance — show source text
    1. Live loads shall not exceed 40 psf (1916 N/m [2] ) for floors. Exception: Live loads for concrete slab-on-ground floors in Risk Categories I and II shall be not more than 125 psf (5985 N/m [2] ).
    2. Allowable stress design ground snow load, p g(asd), shall not exceed 50 psf (2395 N/m [2] ).
    3. Where design for tornado loads is required, tornado loads on the main windforce-resisting system and all components and cladding shall not exceed the corresponding wind loads on these same elements.

    2308.2.4 Basic wind speed. V shall not exceed 130 miles per hour (57 m/s) (3-second gust).

    Exceptions:

    1. V shall not exceed 140 mph (63 m/s) (3-second gust) for buildings in Exposure Category B that are not located in a hurricane-prone region.
    2. Where V exceeds 130 mph (3-second gust), the provisions of either AWC WFCM or ICC 600 are permitted to be used.

    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.

  • CBC § 9.1.1 High relevance — show source text

    R608.9.1.1 Anchor bolts. Anchor bolts used to connect light-frame floor, ceiling and roof systems to concrete walls in accordance with Figures R608.9(1) through R608.9(12) shall have heads, or shall be rods with threads on both ends with a hex or square nut on the end embedded in the concrete. Bolts and threaded rods shall comply with Section R608.5.2.2. Anchor bolts with J- or L-hooks shall not be used where the connection details in these figures are used.

    R608.9.1.2 Removal of stay-in-place form material at bolts. Holes in stay-in-place forms for installing bolts for attaching facemounted wood ledger boards to the wall shall be not less than 4 inches (102 mm) in diameter for forms not greater than 1 [1] / 2 inches (38 mm) in thickness, and increased 1 inch (25 mm) in diameter for each [1] / 2 -inch (12.7 mm) increase in form thickness. Holes in stayin-place forms for installing bolts for attaching face-mounted cold-formed steel tracks to the wall shall be not less than 4 inches (102 mm) square. The wood ledger board or steel track shall be in direct contact with the concrete at each bolt location. Exception: A vapor retarder or other material less than or equal to [1] / 16 inch (1.6 mm) in thickness is permitted to be installed between the wood ledger or cold-formed track and the concrete.

    R608.9.2 Connections between concrete walls and light-frame floor systems. Connections between concrete walls and lightframe floor systems shall be in accordance with one of the following:

    1. For floor systems of wood-framed construction, the provisions of Section R608.9.1 and the prescriptive details of Figures R608.9(1) through R608.9(4), where permitted by the tables accompanying those figures. Portions of connections of wood-framed floor systems not noted in the figures shall be in accordance with Section R502, or AWC WFCM, if applicable. Wood framing members shall be of a species having a specific gravity equal to or greater than 0.42.

    2. For floor systems of cold-formed steel construction, the provisions of Section R608.9.1 and the prescriptive details of Figures R608.9(5) through R608.9(8), where permitted by the tables accompanying those figures. Portions of connections of coldformed steel-framed floor systems not noted in the figures shall be in accordance with Section R505, or AISI S230, if applicable.

    3. Proprietary connectors selected to resist loads and load combinations in accordance with Appendix A (ASD) or Appendix B (LRFD) of PCA 100.

    4. An engineered design using loads and load combinations in accordance with Appendix A (ASD) or Appendix B (LRFD) of PCA 100.

    5. An engineered design using loads and material design provisions in accordance with this code, or in accordance with ASCE 7, ACI 318, and AWC NDS for wood-framed construction or AISI S100 for cold-formed steel frame construction.

    R608.9.3 Connections between concrete walls and light-frame ceiling and roof systems. Connections between concrete walls and light-frame ceiling and roof systems shall be in accordance with one of the following:

    1. For ceiling and roof systems of wood-framed construction, the provisions of Section R608.9.1 and the prescriptive details of Figures R608.9(9) and R608.9(10), where permitted by the tables accompanying those figures.
  • CBC § 2.1 High relevance — show source text

    1616 A .2.1 Concrete frame structures. Frame structures constructed primarily of reinforced or prestressed concrete, either castin-place or precast, or a combination of these, shall conform to the requirements of Section 4.10 of ACI 318. Where ACI 318 requires that nonprestressed reinforcing or prestressing steel pass through the region bounded by the longitudinal column reinforcement, that reinforcing or prestressing steel shall have a minimum nominal tensile strength equal to two-thirds of the

    16A-34 2025 CALIFORNIA BUILDING CODE

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

    STRUCTURAL DESIGN

    required one-way vertical strength of the connection of the floor or roof system to the column in each direction of beam or slab reinforcement passing through the column.

    Exception: Where concrete slabs with continuous reinforcement having an area not less than 0.0015 times the concrete area in each of two orthogonal directions are present and are either monolithic with or equivalently bonded to beams, girders or columns, the longitudinal reinforcing or prestressing steel passing through the column reinforcement shall have a nominal tensile strength of one-third of the required one-way vertical strength of the connection of the floor or roof system to the column in each direction of beam or slab reinforcement passing through the column.

    1616 A .2.2 Structural steel, open web steel joist or joist girder, or composite steel and concrete frame structures. Frame structures constructed with a structural steel frame or a frame composed of open web steel joists, joist girders with or without other structural steel elements or a frame composed of composite steel or composite steel joists and reinforced concrete elements shall conform to the requirements of this section.

    1616 A .2.2.1 Columns. Each column splice shall have the minimum design strength in tension to transfer the design dead and live load tributary to the column between the splice and the splice or base immediately below.

    1616 A .2.2.2 Beams. End connections of all beams and girders shall have a minimum nominal axial tensile strength equal to the required vertical shear strength for allowable stress design (ASD) or two-thirds of the required shear strength for load and resistance factor design (LRFD) but not less than 10 kips (45 kN). For the purpose of this section, the shear force and the axial tensile force need not be considered to act simultaneously.

    Exception: Where beams, girders, open web joist and joist girders support a concrete slab or concrete slab on metal deck that is attached to the beam or girder with not less than [3] / 8 -inch-diameter (9.5 mm) headed shear studs, at a spacing of not more than 12 inches (305 mm) on center, averaged over the length of the member, or other attachment having equivalent shear strength, and the slab contains continuous distributed reinforcement in each of two orthogonal directions with an area not less than 0.0015 times the concrete area, the nominal axial tension strength of the end connection shall be permitted to be taken as half the required vertical shear strength for ASD or one-third of the required shear strength for LRFD, but not less than 10 kips (45 kN).

  • CBC § 0.63 High 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 § 408.3.5 High relevance — show source text

    Group I-3 408.3.5, 1011.15, 1011.16 Heliport 412.7.3 Refrigeration machinery room 1006.2.2.2

    Ship′s ladders 408.3.5, 1011.15 Stage 410.5.3.4 Laminated Timber, Structural Glued 602.4, 2303.1, 2303.1.3, 2304.12.2.4, 2306.1, 2308.8.3, 2308.11.8 Landings Doors 1010.1.5

    Ramp 1012.6 Stair 1011.6

    Landscaped Roof 1606.5 Lath, Metal or Wire Table 2507.2 Laundries 304.1, 306.2, Table 509.1 Laundry Chute 713.13, 903.2.11.2 Legal Federal and state authority 102.2 Liability 104.8 Notice of violation 114.2, 116.3 Registered design professional 107.1, 107.3.4 Right of entry 104.4 Unsafe buildings or systems 116 Violation penalties 114.4 Libraries

    Classification, other than school 303.1.3, 303.4 Classification, school 303.1.3, 305.1 Live load Table 1607.1 Light, Required 1204 Artificial 1204.3 Emergency (see Emergency Lighting) Means of egress 1008.2 Natural 1204.2

    Stairways 1204.4 Yards and courts 1205 Light-Frame Construction Cold-formed steel 2206 Conventional (wood) 2308 Lights, Plastic Ceiling Diffusers 2606.7 Limit State 1604.2 Limited Verbal or Physical Assistance 308.2.2, 310.5.2 Linen Chute 713.13, 903.2.11.2 Lintel

    Adobe 2109.2.4.9

    Fire resistance 704.10 Masonry, wood support 2304.13 Liquefied Petroleum Gas Table 414.5.1,

    415.9.2 Listed (definition) 202 Listing Agency (definition) 202 Live Load 1607

    Construction Documents 1603.1.1

    Posting of 106.1 Roof 1607

    Live/Work Units 310.3, 508.5 Accessibility Chapters 11A and 11B Separation 508.2 Load and Resistance Factor Design (LRFD) 1602.1

    Factored load 1604.2

    Limit state 1604.2

    Load combinations 1605 Wood design 2302.1, 2307 Load Combinations 1605 Allowable stress design 1605, 1605.2 Alternative allowable stress load

    combinations 1605.2 Load and resistance factor design 1605 Strength design 1605 Loads 106, 202 Atmospheric ice 1614 Combinations 1605

    Dead 1606

    Factored load 402.8.2.1, 1604.2,

    1709.2

  • CBC § 23-25 High relevance — show source text

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

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

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

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

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

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

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

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

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

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

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

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

    2407 Glass in Handrails and Guards . . . . . . . . . . . . . . . . . . 24-9

    2408 Glazing in Athletic Facilities. . . . . . . . . . . . . . . . . . . .24-10

    2409 Glass in Walkways, Elevator Hoistways and Elevator Cars . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .24-10

    2410 [DSA-SS, DSA-SS/CC, OSHPD 1, 1R, 2, 4 & 5] Structural Sealant Glazing (SSG) . . . . . . . . . . . . . . 24-11

    2411 [OSHPD 1, 1R, 2, 4 & 5] Thermal Barriers in Aluminum Mullion Systems . . . . . . . . . . . . . . . . . . . 24-12

    CHAPTER 25 GYPSUM PANEL PRODUCTS AND

    PLASTER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .25-1

    2501 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25-3

    2502 Performance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25-3

  • CBC § 2301.2 Medium 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 § 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 § 3.1 Medium relevance — show source text

    Exception: Construction documents for buildings constructed in accordance with the conventional light-frame construction provisions of Section 2308 shall indicate the following structural design information:

    1. Floor and roof dead and live loads.

    2. Ground snow load, p g, and allowable stress design ground snow load, p g(asd) .

    3. Basic wind speed, V, mph (m/s), and allowable stress design wind speed, V asd , as determined in accordance with Section 1609 A .3.1 and wind exposure.

    4. Seismic design category and site class.

    5. Flood design data, if located in flood hazard areas established in Section 1612 A .3.

    6. Design load-bearing values of soils.

    7. Rain load data.

    [DSA-SS] Additional requirements are included in Section 4-210 and 4-317 of the California Administrative Code (Part 1, Title 24, C.C.R).

    [OSHPD 1] Additional requirements are included in Section 7-115 and 7-125 of the California Administrative Code.

    1603 A .1.1 Floor live load. The uniformly distributed, concentrated and impact floor live load used in the design shall be indicated for floor areas. Use of live load reduction in accordance with Section 1607 A .13 shall be indicated for each type of live load used in the design.

    1603 A .1.2 Roof live load. The roof live load used in the design shall be indicated for roof areas. 1603 A .1.3 Roof snow load data. The ground snow load, p g, shall be indicated. In areas where the ground snow load, p g , exceeds 15 pounds per square foot (psf) (0.72 kN/m [2] ), the following additional information shall also be provided, regardless of whether snow loads govern the design of the roof:

    1. Flat-roof snow load, p f .
    2. Snow exposure factor, C e .
    3. Risk category.
    4. Thermal factor, C t .
    5. Slope factor(s), C s .
    6. Drift surcharge load(s), p d , where the sum of p d and p f exceeds 30 psf (1.44 kN/m [2] ) .
    7. Width of snow drift(s), w .
    8. Winter wind parameter for snow drift, W 2 .

    1603 A .1.4 Wind and tornado design data. The following information related to wind loads and, where required by Section 1609 A .5, tornado loads shall be shown, regardless of whether wind or tornado loads govern the design of the lateral force-resisting system of the structure:

    1. Basic wind speed, V, mph (m/s), tornado speed, V T, mph (m/s), and allowable stress design wind speed, V asd, mph (m/s), as determined in accordance with Section 1609 A .3.1.
  • CBC § 1603.1 Medium relevance — show source text

    W i = Wind-on-ice in accordance with Chapter 10 of ASCE 7.

    SECTION 1603—CONSTRUCTION DOCUMENTS

    1603.1 General. Construction documents shall show the material, size, section and relative locations of structural members with floor levels, column centers and offsets dimensioned. The design loads and other information pertinent to the structural design required by Sections 1603.1.1 through 1603.1.9 shall be indicated on the construction documents.

    Exception: Construction documents for buildings constructed in accordance with the conventional light-frame construction provisions of Section 2308 shall indicate the following structural design information:

    1. Floor and roof dead and live loads.

    2. Ground snow load, p g, and allowable stress design ground snow load, p g(asd) .

    3. Basic wind speed, V, mph (m/s), and allowable stress design wind speed, V asd , as determined in accordance with Section 1609.3.1 and wind exposure.

    4. Seismic design category and site class.

    5. Flood design data, if located in flood hazard areas established in Section 1612.3.

    6. Design load-bearing values of soils.

    7. Rain load data.

    [OSHPD 1R, 2 & 5] Additional requirements are included in Sections 7-115 and 7-125 of the California Administrative Code (Part 1, Title 24, C.C.R).

    1603.1.1 Floor live load. The uniformly distributed, concentrated and impact floor live load used in the design shall be indicated for floor areas. Use of live load reduction in accordance with Section 1607.13 shall be indicated for each type of live load used in the design.

    1603.1.2 Roof live load. The roof live load used in the design shall be indicated for roof areas. 1603.1.3 Roof snow load data. The ground snow load, p g, shall be indicated. In areas where the ground snow load, p g , exceeds 15 pounds per square foot (psf) (0.72 kN/m [2] ), the following additional information shall also be provided, regardless of whether snow loads govern the design of the roof:

    1. Flat-roof snow load, p f .
    2. Snow exposure factor, C e .
    3. Risk category.
    4. Thermal factor, C t .
    5. Slope factor(s), C s .
    6. Drift surcharge load(s), p d , where the sum of p d and p f exceeds 30 psf (1.44 kN/m [2] ) .
    7. Width of snow drift(s), w .
    8. Winter wind parameter for snow drift, W 2 .

    1603.1.4 Wind and tornado design data. The following information related to wind loads and, where required by Section 1609.5, tornado loads shall be shown, regardless of whether wind or tornado loads govern the design of the lateral force-resisting system of the structure:

    1. Basic wind speed, V, mph (m/s), tornado speed, V T, mph (m/s), and allowable stress design wind speed, V asd, mph (m/s), as determined in accordance with Section 1609.3.1.

    2. Risk category.

  • CBC § 907.2.14 Medium relevance — show source text

    907.2.14 Occupant evacuation elevators 3008.9 Underground buildings 405.8.2, 907.2.20 Allowable Stress Design 202 Load combinations 1605, 1605.2 Masonry design 2107 Wood design 2306 Alterations 101.4.7, D103.1 Means of egress 3301.4, 3310.2 Alternating Tread Devices 1011.14 Construction 1011.14.2 Equipment platform 505.3 Heliports 412.7.3 Technical production areas 410.5.3.4 Alternative Materials, Design and Methods 104.2.3, Appendix O Aluminum 1403.5.1, 1604.3.5, Chapter 20 Ambulatory Care Facilities 304.1, 422, Table 509.1, 709.5, Table 1020.3 Emergency and standby power 2702.2 Fire protection and detection 903.2.2.1, 903.3.2, 907.2.2.1 Medical gas systems 427 Smoke compartment 422.2, 422.3, 909.5.3, 1026.4.1 Amusement Area, Special 411 Alarm and detection 411.2, 411.3.3,

    907.2.13 Automatic sprinkler system 411.2 Classification 411.1 Emergency voice/alarm communications system 411.3.3, 907.2.13.3 Exit marking 411.4, 411.4.1 Interior finish 411.5

    Puzzle room 411.1

    Amusement Park Structures 303 Accessibility 11B-234, 11B-1002 Anchor Building (see Covered Mall and Open Mall Building) 402 Construction type 402.4.1.2, 507.13 Means of egress 402.8.4.1 Occupant load 402.8.2.3 Separation 402.4.2.2, 402.4.2.3 Sprinkler protection 402.5 Anchorage 1604.8 Braced wall line sills 2308.7.1.1, 2308.7.1.2, 2308.10.7, 2308.10.7.3

    Concrete 1901.3 Conventional light-frame construction 2308.7.1, 2308.8.10 Decks 1604.8.3 Seismic anchorage for masonry chimneys 2113.4 Seismic anchorage for masonry fireplaces 2111.5 Walls 1604.8.2

    Wood sill plates 2308.7.1 Apartment Houses 310.3 Appeals 113, 1.8.8, Appendix B, G106 Approved (definition) 202 Approved Agency 104.4, 1703.1 Approved Listing Agency (definition) 202 Approved Testing Agency (definition) 202 Architect (see Definitions for Registered Design Professional and Registered

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

  • CBC § 1404.2 Medium relevance — show source text

    Weather Protection

    Exterior walls 1404.2

    Roofs 1503 Welding Materials, verification of steel reinforcement 1705.3.2 Special inspections 1705.13.3, 1705.2, 1705.3.1 Splices of reinforcement in masonry 2107.3, 2108.3 Wildland-Urban Interface 101.4.8

    Wind Load 1609 Basic design wind speed 1609.3 Construction documents

    107, 1603.1.4 Exposure category 1609.4 Glazing 1609.2, 2404 Hurricane 1507.1.1 Masonry, empirical design 2109.1.1 Nominal design wind speed 1609.3.1 Roofs 1504.1, 1609.6, 2308.11.4 Seismic detailing required 1604.10 Special inspection 1705.12 Statement of special inspections 1704.3 Wind design geodatabase 1609.3 Wind tunnel testing 1504.3.1.2, 1609.1.1 Winders, stair (see Stairway Construction) Window Accessibility 11B-229 Emergency egress 1031 Exterior, structural testing 1709.5 Fire (see Opening Protectives) 716.2, 716.2.8 Glass (see Glazing) 1404.14 Guards 1015.8 Required light 1204.1, 1204.2 Wells 1031.6 Wires, Penetration Protection 714 Wood Chapter 23 Allowable stress design 2306 Bracing, 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.

  • 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 § 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 § 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:

Frequently asked questions

When can I mix ASD and LRFD in one project?

You must apply a single, consistent design methodology to each structural element as required by §2302.1; mixing methods for the same element is not acceptable unless you provide an approved engineered alternative demonstrating equivalence.

Where do I find the actual allowable stresses and LRFD factors?

Chapter 23 directs designers to the referenced standards — Table 2306.1 for ASD standards and §2307.1 for LRFD references (ANSI/AWC NDS, AWC SDPWS, APA documents). The code requires use of those standards rather than reproducing all tables.

My building is in a 135 mph wind zone — can I use §2308?

No. §2308.2.4 limits basic wind speed for conventional method to 130 mph (with limited exceptions); where V exceeds that you must use engineered design per the referenced standards (AWC WFCM or other acceptable practice).

Are there special limits for fire‑retardant treated wood?

Yes. §2306.1.4 requires that allowable stresses and connection design values for fire‑retardant‑treated wood be developed per §2303.2.6, and prohibits using load‑duration factors greater than 1.6 for these members.

What must be shown on the plans if I take the conventional light‑frame route?

The construction documents must show specified items (dead/live loads, ground snow pg and pg(asd), basic wind V and Vasd, seismic design category and site class, soil bearing values, etc.) as listed in the §1603 exception for §2308.

More in California Building Code

Ask about the CBC

Get cited, plain-English answers on the California Building Code for your project — any code section, any scenario.

Start Free Trial

Related in the CBC

Shear walls, diaphragms and lateral force‑resisting system rules

Trusses, cutting/notching of framing and conventional light‑frame limits

Structural Design & Lateral Systems

California Building Code