CBC · California Building Code
Cold‑formed and stainless cold‑formed steel (light‑frame, seismic, trusses)
This page orients designers to the CBC rules and referenced standards governing cold‑formed and stainless cold‑formed steel for light‑frame, seismic, and truss applications.
Last reviewed: July 5, 2026
Overview
This hub covers the California Building Code provisions for cold‑formed carbon/low‑alloy steel and cold‑formed stainless steel used in structural and light‑frame construction—principally located in Chapter 22, including §2204 (cold‑formed steel), §2205 (cold‑formed stainless steel) and §2206 (cold‑formed steel light‑frame construction).
The CBC ties design and detailing to the referenced consensus standards: general cold‑formed members follow AISI S100 (§2204), cold‑formed stainless members follow ASCE 8 (§2205), and light‑frame systems are governed by AISI S240 with seismic design triggers to AISI S400 for higher Seismic Design Categories; see the seismic provisions at §2206.1.1 (including §2206.1.1.1 and §2206.1.1.2).
Trusses and fabrication quality are called out specifically: cold‑formed steel trusses must meet the truss drawing, restraint/bracing and quality‑assurance requirements in §2206.1.3 (including design drawings per AISI S202, RDP design for spans ≥60 ft, and special inspection criteria); nonstructural members and cutting/notching rules are also specified in §2206.2–§2206.3.
In this section
Code references
Grounded in the retrieved California Building Code — click a citation to read the verbatim passage:
CBC § 2204.2.1 High relevance — show source text
[OSHPD 1R, 2 & 5] Cold-formed steel structures shall be designed and detailed in accordance with the requirements of AISI S100 and AISI S400. Cold-formed steel special bolted moment frames are not permitted by OSHPD.
2204.2.1 CFS special bolted moment frames. Where a response modification coefficient, R, in accordance with ASCE 7, Table 12.2-1, is used for the design of cold-formed steel special bolted moment frames, the structures shall be designed and detailed in accordance with the requirements of AISI S400.
2204.2.2 Cold-formed steel seismic force-resisting systems. The response modification coefficient, R, designated in ASCE 7 Table 12.2-1 for “Steel systems not specifically detailed for seismic resistance, excluding cantilever column systems" shall be permitted for systems designed and detailed in accordance with AISI S100. Such systems need not be designed and detailed in accordance with AISI S400.
SECTION 2205—COLD-FORMED STAINLESS STEEL
2205.1 General. The design of cold-formed stainless steel structural members shall be in accordance with ASCE 8.
[OSHPD 1R, 2 & 5] Modify AISI S100 Chapter J (Connections and Joints, Section J7.2) by the following: Power-actuated fastener allow- able design strength shall not exceed that permitted in the evaluation report qualified by ICC AC 70 or ASCE 7, Section 13.4.5.
SECTION 2206—COLD-FORMED STEEL LIGHT-FRAME CONSTRUCTION
2206.1 Structural framing. For cold-formed steel light-frame construction, the design and installation of the following structural framing systems, including their members and connections, shall be in accordance with AISI S240, and Sections 2206.1.1 through 2206.1.3, as applicable:
- Floor and roof systems.
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Structural walls.
Shear walls, strap-braced walls and diaphragms that resist in-plane lateral loads.
Trusses.
2206.1.1 Seismic requirements for cold-formed steel structural systems. The design of cold-formed steel light-frame construction to resist seismic forces shall be in accordance with the provisions of Section 2206.1.1.1 or 2206.1.1.2, as applicable.
2206.1.1.1 Seismic Design Categories B and C. Where a response modification coefficient, R, in accordance with ASCE 7, Table 12.2-1 is used for the design of cold-formed steel light-frame construction assigned to Seismic Design Category B or C, the seismic force-resisting system shall be designed and detailed in accordance with the requirements of AISI S400.
Exception: The response modification coefficient, R, designated for “Steel systems not specifically detailed for seismic resistance, excluding cantilever column systems” in ASCE 7, Table 12.2-1, shall be permitted for systems designed and detailed in accordance with AISI S240 and need not be designed and detailed in accordance with AISI S400.
CBC § 1.1 High relevance — show source text
SECTION 2205 A —COLD-FORMED STAINLESS STEEL
2205 A .1 General. The design of cold-formed stainless steel structural members shall be in accordance with ASCE 8.
SECTION 2206 A —COLD-FORMED STEEL LIGHT-FRAME CONSTRUCTION
2206 A .1 Structural framing. For cold-formed steel light-frame construction, the design and installation of the following structural framing systems, including their members and connections, shall be in accordance with AISI S240, and Sections 2206 A .1.1 through 2206 A .1.3, as applicable:
Floor and roof systems.
Structural walls.
Shear walls, strap-braced walls and diaphragms that resist in-plane lateral loads.
Trusses.
2206 A .1.1 Seismic requirements for cold-formed steel structural systems. The design of cold-formed steel light-frame construction to resist seismic forces shall be in accordance with the provisions of Section 2206 A .1.1.1 or 2206 A .1.1.2, as applicable.
2206 A .1.1.1 Seismic Design Categories B and C. Not permitted by DSA-SS and OSHPD.
2206 A .1.1.2 Seismic Design Categories D through F. In cold-formed steel light-frame construction assigned to Seismic Design Category D, E or F, the seismic force-resisting system shall be designed and detailed in accordance with AISI S400. The following additional requirements apply: 1. Cold-formed steel stud foundation plates or sills shall be bolted or fastened to the foundation or foundation wall in accordance with Section 2304.3.4, Item 2.
2. Shear wall assemblies in accordance with Sections E5, E6 and E7 of AISI 400 are not permitted within the seismic force- resisting system of buildings.
2206 A .1.2 Prescriptive framing. Not permitted by DSA-SS and OSHPD.
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2206 A .1.3 Truss design. Cold-formed steel trusses shall comply with the additional provisions of Sections 2206 A .1.3.1. through 2206 A .1.3.3.
Complete engineering analysis and truss design drawings shall accompany the construction documents submitted to the enforce- ment agency for approval. When load testing is required, the test report shall be submitted with the truss design drawings and engineering analysis to the enforcement agency.
CBC § 2206.1 High relevance — show source text
2206.1 Structural framing. For cold-formed steel light-frame construction, the design and installation of the following structural framing systems, including their members and connections, shall be in accordance with AISI S240, and Sections 2206.1.1 through 2206.1.3, as applicable:
- Floor and roof systems.
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Structural walls.
Shear walls, strap-braced walls and diaphragms that resist in-plane lateral loads.
Trusses.
2206.1.1 Seismic requirements for cold-formed steel structural systems. The design of cold-formed steel light-frame construction to resist seismic forces shall be in accordance with the provisions of Section 2206.1.1.1 or 2206.1.1.2, as applicable.
2206.1.1.1 Seismic Design Categories B and C. Where a response modification coefficient, R, in accordance with ASCE 7, Table 12.2-1 is used for the design of cold-formed steel light-frame construction assigned to Seismic Design Category B or C, the seismic force-resisting system shall be designed and detailed in accordance with the requirements of AISI S400.
Exception: The response modification coefficient, R, designated for “Steel systems not specifically detailed for seismic resistance, excluding cantilever column systems” in ASCE 7, Table 12.2-1, shall be permitted for systems designed and detailed in accordance with AISI S240 and need not be designed and detailed in accordance with AISI S400.
2206.1.1.2 Seismic Design Categories D through F. In cold-formed steel light-frame construction assigned to Seismic Design Category D, E or F, the seismic force-resisting system shall be designed and detailed in accordance with AISI S400.
[OSHPD 1R, 2 & 5]: 1. Cold-formed steel stud foundation plates or sills shall be bolted or fastened to the foundation or foundation wall in accordance with Section 2304.3.4, Item 2.
2. Shear wall assemblies in accordance with Sections E5, E6 and E7 of AISI S400 are not permitted within the seismic force- resisting system of buildings.
2206.1.2 Prescriptive framing. Detached one- and two-family dwellings and townhouses, less than or equal to three stories above grade plane, shall be permitted to be constructed in accordance with AISI S230 subject to the limitations therein.
2206.1.3 Truss design. Cold-formed steel trusses shall comply with the additional provisions of Sections 2206.1.3.1. through 2206.1.3.3.
[ OSHPD 1R, 2 & 5] Complete engineering analysis and truss design drawings shall accompany the construction documents submit- ted to the enforcement agency for approval. When load testing is required, the test report shall be submitted with the truss design drawings and engineering analysis to the enforcement agency.
CBC § 2206.1.1.2 High relevance — show source text
2206.1.1.2 Seismic Design Categories D through F. In cold-formed steel light-frame construction assigned to Seismic Design Category D, E or F, the seismic force-resisting system shall be designed and detailed in accordance with AISI S400.
[OSHPD 1R, 2 & 5]: 1. Cold-formed steel stud foundation plates or sills shall be bolted or fastened to the foundation or foundation wall in accordance with Section 2304.3.4, Item 2.
2. Shear wall assemblies in accordance with Sections E5, E6 and E7 of AISI S400 are not permitted within the seismic force- resisting system of buildings.
2206.1.2 Prescriptive framing. Detached one- and two-family dwellings and townhouses, less than or equal to three stories above grade plane, shall be permitted to be constructed in accordance with AISI S230 subject to the limitations therein.
2206.1.3 Truss design. Cold-formed steel trusses shall comply with the additional provisions of Sections 2206.1.3.1. through 2206.1.3.3.
[ OSHPD 1R, 2 & 5] Complete engineering analysis and truss design drawings shall accompany the construction documents submit- ted to the enforcement agency for approval. When load testing is required, the test report shall be submitted with the truss design drawings and engineering analysis to the enforcement agency.
2206.1.3.1 Truss design drawings. The truss design drawings shall conform to the requirements of Section I1 of AISI S202 and shall be provided with the shipment of trusses delivered to the job site. The truss design drawings shall include the details of permanent individual truss member restraint/bracing in accordance with Section I1.6 of AISI S202 where these methods are utilized to provide restraint/bracing.
2206.1.3.2 Trusses spanning 60 feet or greater. The owner or the owner’s authorized agent shall contract with a registered design professional for the design of the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing for trusses with clear spans 60 feet (18 288 mm) or greater. Special inspection of trusses over 60 feet (18 288 mm) in length shall be in accordance with Section 1705.2.
2206.1.3.3 Truss quality assurance. Trusses not part of a manufacturing process that provides requirements for quality control done under the supervision of a third-party quality control agency in accordance with AISI S240 Chapter D shall be fabricated in compliance with Sections 1704.2.5 and 1705.2, as applicable.
2206.2 Nonstructural members. For cold-formed steel light-frame construction, the design and installation of nonstructural members and connections shall be in accordance with AISI S220.
[OSHPD 1R, 2 & 5] for noncomposite assembly design. Where nonstructural members do not qualify for design under AISI S220, the design and installation of nonstructural members and connections shall be in accordance with AISI S240 or S100.
2206.3 Cutting and notching. The cutting and notching of holes in cold-formed steel framing members shall be in accordance with AISI S240 for structural members and AISI S220 for nonstructural members.
SECTION 2207—STEEL JOISTS
CBC § 1.1.1 High relevance — show source text
2206 A .1.1.1 Seismic Design Categories B and C. Not permitted by DSA-SS and OSHPD.
2206 A .1.1.2 Seismic Design Categories D through F. In cold-formed steel light-frame construction assigned to Seismic Design Category D, E or F, the seismic force-resisting system shall be designed and detailed in accordance with AISI S400. The following additional requirements apply: 1. Cold-formed steel stud foundation plates or sills shall be bolted or fastened to the foundation or foundation wall in accordance with Section 2304.3.4, Item 2.
2. Shear wall assemblies in accordance with Sections E5, E6 and E7 of AISI 400 are not permitted within the seismic force- resisting system of buildings.
2206 A .1.2 Prescriptive framing. Not permitted by DSA-SS and OSHPD.
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2206 A .1.3 Truss design. Cold-formed steel trusses shall comply with the additional provisions of Sections 2206 A .1.3.1. through 2206 A .1.3.3.
Complete engineering analysis and truss design drawings shall accompany the construction documents submitted to the enforce- ment agency for approval. When load testing is required, the test report shall be submitted with the truss design drawings and engineering analysis to the enforcement agency.
2206 A .1.3.1 Truss design drawings. The truss design drawings shall conform to the requirements of Section I1 of AISI S202 and shall be provided with the shipment of trusses delivered to the job site. The truss design drawings shall include the details of permanent individual truss member restraint/bracing in accordance with Section I1.6 of AISI S202 where these methods are utilized to provide restraint/bracing. [DSA-SS] Deferred submittal per Section I1.4.2 of AISI S202 is not permitted by DSA-SS.
2206 A .1.3.2 Trusses spanning 60 feet or greater. The owner or the owner’s authorized agent shall contract with a registered design professional for the design of the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing for trusses with clear spans 60 feet (18 288 mm) or greater. Special inspection of trusses over 60 feet (18 288 mm) in length shall be in accordance with Section 1705.2.
2206 A .1.3.3 Truss quality assurance. Trusses not part of a manufacturing process that provides requirements for quality control done under the supervision of a third-party quality control agency in accordance with AISI S240 Chapter D shall be fabricated in compliance with Sections 1704.2.5 and 1705.2, as applicable.
CBC § 2206.1.3.2 High relevance — show source text
2206.1.3.2 Trusses spanning 60 feet or greater. The owner or the owner’s authorized agent shall contract with a registered design professional for the design of the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing for trusses with clear spans 60 feet (18 288 mm) or greater. Special inspection of trusses over 60 feet (18 288 mm) in length shall be in accordance with Section 1705.2.
2206.1.3.3 Truss quality assurance. Trusses not part of a manufacturing process that provides requirements for quality control done under the supervision of a third-party quality control agency in accordance with AISI S240 Chapter D shall be fabricated in compliance with Sections 1704.2.5 and 1705.2, as applicable.
2206.2 Nonstructural members. For cold-formed steel light-frame construction, the design and installation of nonstructural members and connections shall be in accordance with AISI S220.
[OSHPD 1R, 2 & 5] for noncomposite assembly design. Where nonstructural members do not qualify for design under AISI S220, the design and installation of nonstructural members and connections shall be in accordance with AISI S240 or S100.
2206.3 Cutting and notching. The cutting and notching of holes in cold-formed steel framing members shall be in accordance with AISI S240 for structural members and AISI S220 for nonstructural members.
SECTION 2207—STEEL JOISTS
2207.1 General. The design, manufacture and use of open-web steel joists and joist girders shall be in accordance with either SJI 100 or SJI 200, as applicable.
2207.1.1 Seismic design. Where required, the seismic design of buildings shall be in accordance with the additional provisions of Section 2202.2 or 2206.1.1.
2207.2 Design. The registered design professional shall indicate on the construction documents the steel joist and steel joist girder designations from SJI 100 or SJI 200; and shall indicate the requirements for joist and joist girder design, layout, end supports, anchorage, bridging design that differs from SJI 100 or SJI 200, bridging termination connections and bearing connection design to resist uplift and lateral loads. These documents shall indicate special requirements as follows:
- Special loads including:
1.1. Concentrated loads.
1.2. Nonuniform loads.
1.3. Net uplift loads.
1.4. Axial loads.
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1.5. End moments.
1.6. Connection forces.
- Special considerations including: 2.1. Profiles for joist and joist girder configurations that differ from those defined by SJI 100 or SJI 200. 2.2. Oversized or other nonstandard web openings.
2.3. Extended ends.
- Deflection criteria for joists and joist girder configurations that differ from those defined by SJI 100 or SJI 200.
**2207.3 Calculations.
California Building Code High relevance — show source text
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| |2000|38|79|148|304|455|877|1400|2470|5040|California Building Code High relevance — show source text
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| |1000<bCBC § 2202.4.4 High relevance — show source text
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14. Bolted sideplate connections used on heavy-shallow frame beams for beams greater than 200 plf and shallower than 24 inches (610 mm) in depth shall be considered as an alternative system. 15. Skewed beams shall utilize the link-beam fabrication method with CJP welded splices for skew angles. The skew angle shall be less than 15 degrees. 16. For two-sided bolted sideplate connections sharing the same side plates at the same height and depth across the column, the vertical offset in the beams shall not exceed 10 inches (254 mm).
2202.4.4 Modifications to AISC 358 Chapter 12. The Simpson Strong-Tie (SST) Strong Frame bolted moment connection shall be permitted, provided: 1. Only T-stub yield links are permitted. End plate yield links are not permitted. 2. The biaxial dual-strong axis and column minor axis configurations of the moment connection shall be considered as an alternative system. 3. Beam flange width-to-thickness ratio shall satisfy AISC 341 Table D1.1b. 4. Yield-Link stem-to-beam flange connection bolts shall not slip under wind design demand loads. Yield-Link stem-to-beam flange connection shall be designed to prevent slip using AISC 360 Equation J3-4, where the slip resistance, μ , is taken to be 0.3.
5. Double shear plate connection is permitted to increase connection axial capacity for collector loads. A partial joint penetra- tion (PJP) groove weld for second shear plate is permissible due to space restrictions.
2202.4.5 Modifications to AISC 358 Chapter 15. The DuraFuse Frames (DFF) bolted moment connection shall be permitted, provided: 1. The biaxial dual-strong axis and column minor axis configurations of the moment connection shall be considered as an alternative system. 2. DFF connection bolts shall not slip under wind design demand loads. The connection shall be designed to prevent slip using AISC 360 Equation J3-4, where the slip resistance is taken to be 0.3. 3. Beam flange width-to-thickness ratio shall satisfy AISC 341 Table D1.1b. 4. The beam weight shall be limited to a maximum of 232 pounds per foot (345 kg/m).
SECTION 2203—STRUCTURAL STAINLESS STEEL
2203.1 General. The design, manufacture and erection of austenitic and duplex structural stainless steel shall be in accordance with AISC 370.
SECTION 2204—COLD-FORMED STEEL
2204.1 General. The design of cold-formed carbon and low-alloy steel structural members not covered in Sections 2206 through 2209 shall be in accordance with AISI S100. The design of cold-formed steel diaphragms shall be in accordance with additional provisions of AISI S310 as applicable. Where required, the seismic design of cold-formed steel structures shall be in accordance with the additional provisions of Section 2204.2.
2204.2 Seismic design. The design and detailing of cold-formed steel seismic force-resisting systems shall be in accordance with Sections 2204.2.1 and 2204.2.2, as applicable.
CBC § 2.7 High relevance — show source text
End-welded studs.|—|X|AWS D1.1, AWS D1.6|1705A.2.7,
1705A.13.1, 2213A.2,
**[DSA-SS/CC]** 2212.6.2_| |_ 8. Welded sheet steel for cold-formed framing members.|—|X|AWS D1.3;
AISI S240: Ch. D|1705A.2.7, 1705A.2.5.1,
1705A.12.2, 1705A.13.3| |b. Reinforcing steel.||||Table 1705A.3, Item 2| |6. Inspection of steel frame joint details for compliance:|6. Inspection of steel frame joint details for compliance:|6. Inspection of steel frame joint details for compliance:|6. Inspection of steel frame joint details for compliance:|6. Inspection of steel frame joint details for compliance:| |a. Details such as bracing and stiffening.|—|X|AISC 360: M4,
N5.8; AISC 341: I2, J9;
AISC 358: 3.3–3.6; AISC
370: M3, N5.7|1705A.2.1, 1705A.13.1| |b. Member locations.|—|X|X|X| |c. Application of joint details at each connection.|—_|X|X|X| |For SI: 1 inch = 25.4 mm.
a.
Where applicable, see also Section 1705A.13, Special inspections for seismic resistance.|For SI: 1 inch = 25.4 mm.
a.
Where applicable, see also Section 1705A.13, Special inspections for seismic resistance.|For SI: 1 inch = 25.4 mm.
a.
Where applicable, see also Section 1705A.13, Special inspections for seismic resistance.|For SI: 1 inch = 25.4 mm.
a.
Where applicable, see also Section 1705A.13, Special inspections for seismic resistance.|For SI: 1 inch = 25.4 mm.
a.
Where applicable, see also Section 1705A.13, Special inspections for seismic resistance.|Notes: [OSHPD 1 & 4]
1. Quality assurance requirements in AISC 360, AISC 341, AISC 358, AISI S240, SDI QA/QC and AISC 370 are equivalent to special inspection and testing requirements in this code and are provided by approved agencies employed by the Owner. 2. Chapter 22A requires the steel fabrication and erection, including quality control, to be in accordance with the AISC 360, AISC 341, AISC 358, AISC 358, AISI S240 and AISC 370.
CBC § 0.099 High relevance — show source text
TABLE R703.3(2)—SCREW FASTENER SUBSTITUTION FOR SIDING
ATTACHMENT TO COLD-FORMED STEEL LIGHT FRAME CONSTRUCTIONa, b, c, d, eCol2 ** NAIL DIAMETER PER TABLE R703.3(1)** ** MINIMUM SCREW FASTENER SIZE** 0.099″ No. 6 0.113″ No. 7 0.120″ No. 8 For SI: 1 inch = 25.4 mm.
a. Screws shall comply with ASTM C1513 and shall penetrate a minimum of three threads through minimum 33 mil (20 gage) cold-formed steel frame construction.
b. Screw head diameter shall be not less than the nail head diameter required by Table R703.3(1).
c. Number and spacing of screw fasteners shall comply with Table R703.3(1).
d. Pan head, hex washer head, modified truss head or other screw head types with a flat attachment surface under the head shall be used for vinyl siding attachment.
e. Aluminum siding shall not be fastened directly to cold-formed steel light frame construction.For SI: 1 inch = 25.4 mm.
a. Screws shall comply with ASTM C1513 and shall penetrate a minimum of three threads through minimum 33 mil (20 gage) cold-formed steel frame construction.
b. Screw head diameter shall be not less than the nail head diameter required by Table R703.3(1).
c. Number and spacing of screw fasteners shall comply with Table R703.3(1).
d. Pan head, hex washer head, modified truss head or other screw head types with a flat attachment surface under the head shall be used for vinyl siding attachment.
e. Aluminum siding shall not be fastened directly to cold-formed steel light frame construction.R703.3.1 Siding clearance at wall and adjacent surfaces. Unless otherwise specified by the cladding manufacturer or this code, polypropylene, insulated vinyl and vinyl claddings shall have clearance of not less than 6 inches (152 mm) from the ground and not less than [1] / 2 inch (13 mm) from other adjacent surfaces (decks, roofs, slabs).
R703.3.2 Wind limitations. Where the design wind pressure exceeds 30 psf or where the limits of Table R703.3.2 are exceeded, the attachment of wall coverings shall be designed to resist the component and cladding loads specified in Table R301.2.1(1) for walls, adjusted for height and exposure in accordance with Table R301.2.1(2). For the determination of wall covering, component and cladding loads shall be determined using an effective wind area of 10 square feet (0.93 m [2] ).
|TABLE R703.3.2—LIMITS FOR ATTACHMENT PER TABLE R703.
CBC § 21A-8 High relevance — show source text
2106A Seismic Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21A-8
2107A Allowable Stress Design . . . . . . . . . . . . . . . . . . . . . . . . . 21A-9
2108A Strength Design of Masonry. . . . . . . . . . . . . . . . . . . . . 21A-10
2109A Empirical Design of Adobe Masonry . . . . . . . . . . . . . 21A-10
2110A Glass Unit Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21A-10
2111A Masonry Fireplaces. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21A-10
2112A Masonry Heaters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21A-13
2113A Masonry Chimneys . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21A-13
2114A Dry-Stack Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21A-18
CHAPTER 22 STEEL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22-1
2201 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22-3
2202 Structural Steel and Composite Structural Steel and Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . 22-4
2203 Structural Stainless Steel . . . . . . . . . . . . . . . . . . . . . . 22-6
2204 Cold-Formed Steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22-6
2205 Cold-Formed Stainless Steel. . . . . . . . . . . . . . . . . . . . 22-6
2206 Cold-Formed Steel Light-Frame Construction . . . . 22-6
2207 Steel Joists . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22-7
2208 Steel Deck . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22-8
2209 Steel Storage Racks . . . . . . . . . . . . . . . . . . . . . . . . . . . 22-8
Frequently asked questions
When is AISI S400 required for cold‑formed light‑frame work?
For cold‑formed light‑frame construction assigned to Seismic Design Categories D, E or F, the seismic force‑resisting system must be designed and detailed in accordance with AISI S400 (§2206.1.1.2); the CBC provides limited exceptions for lower categories.
Are cold‑formed stainless‑steel members designed to the same standard as carbon cold‑formed steel?
No—cold‑formed stainless steel structural members are to be designed in accordance with ASCE 8 as referenced in §2205.
Do trusses over 60 feet require special handling or inspection?
Yes—trusses with clear spans of 60 feet or greater require a registered design professional for temporary and permanent restraint/bracing design, and they are subject to special inspection per §1705.2 as referenced in §2206.1.3.2.
More in California Building Code
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- Hazardous Materials & Occupancies
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- Fire-Resistance & Fire Safety
- Interior Finishes
- Means of Egress
- Accessibility
- Exterior Walls
- Roofing & Roof Assemblies
- Structural Design
- Special Inspections & Tests
- Foundations & Soils
- Concrete
- Masonry
- Steel
- Wood
- Elevators & Conveying Systems
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