CBC · California Building Code

When are prescriptive framing or engineered truss designs required for cold‑formed systems?

Short version for homeowners: The CBC lets small houses and townhouses use a prescriptive cold‑formed steel framing method (AISI S230) if they meet that standard’s limits and are three stories or less, but roof or floor trusses with clear spans of 60 feet or more must be engineered by a registered design professional and are subject to special inspection; truss design drawings must accompany shipments and meet the CBC/AISI requirements (§ 2206.1.2 and § 2206.1.3) .

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Last reviewed: July 5, 2026

What the code requires — 2-4 sentences

The California Building Code permits the use of the AISI S230 prescriptive framing method for detached one‑ and two‑family dwellings and townhouses that are three stories or less above grade plane, subject to the limitations of AISI S230 (see § 2206.1.2) . Cold‑formed steel trusses have additional CBC requirements: truss design drawings, special requirements for long spans (clear spans 60 ft or greater), and quality‑assurance provisions (see § 2206.1.3 and its subsections) .

Requirements in detail

Prescriptive framing (AISI S230)

When allowed: Detached one‑ and two‑family dwellings and townhouses, up to and including three stories above grade plane, may be constructed in accordance with the AISI S230 prescriptive standard, subject to that standard’s limitations and details (§ 2206.1.2) .
What “subject to the limitations therein” means: you must follow the scope, applicability limits and material/geometry/connection tables in AISI S230; CBC § 2206.1.2 defers to AISI S230 for the prescriptive method .

Engineered truss design requirements (CBC additions)

Truss design drawings: Truss drawings must conform to the requirements of AISI S202, Section I1, and the drawings must be provided with the shipment of trusses to the job site; drawings must show permanent individual truss member restraint/bracing where those methods are used (§ 2206.1.3.1) .
Long‑span trusses (clear span ≥ 60 ft): For trusses with clear spans 60 feet (18 288 mm) or greater, the owner (or owner’s authorized agent) must contract with a registered design professional for the design of the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing; special inspection of trusses over 60 feet is required in accordance with § 1705.2 (§ 2206.1.3.2) .
Truss quality assurance: Trusses that are not part of a manufacturing process with third‑party quality control in accordance with AISI S240 Chapter D must be fabricated in compliance with the listed special inspection / quality‑assurance sections (Sections 1704.2.5 and 1705.2, as applicable) (§ 2206.1.3.3) .

Decision‑relevant dimensions / values

Decision‑relevant dimension or value	What it determines	Code Reference
Building type	Whether prescriptive AISI S230 is permitted (only detached 1‑ and 2‑family dwellings and townhouses)	§ 2206.1.2
Number of stories above grade plane ≤ 3	Required for eligibility for AISI S230 prescriptive method	§ 2206.1.2
Truss clear span = 60 ft (18 288 mm)	Threshold at which registered design professional and special inspection are required	§ 2206.1.3.2
Truss drawings	Must conform to AISI S202 Section I1 and accompany shipment	§ 2206.1.3.1
Truss QA / manufacturing QC absent	Requires compliance with special inspection / QA provisions (1704.2.5, 1705.2)	§ 2206.1.3.3

Exceptions & special cases

Local/state agencies with separate jurisdictional restrictions: California amendments note that some state review agencies (for example DSA‑SS or OSHPD) do not permit the prescriptive method in their projects — consult the California amendments/agency rules (see Section 2206A notes that prescriptive framing is not permitted by DSA‑SS and OSHPD) .
OSHPD / hospital/health facility submittal expectations: Where OSHPD applies, the CBC text explicitly requires complete engineering analysis and truss design drawings to accompany construction‑document submittals; load‑test reports (when required) must be submitted with the truss drawings and analysis (§ 2206.1.3 text and OSHPD note) .
Where AISI standards prescribe additional scope/limits: The prescriptive allowance in § 2206.1.2 is conditional on AISI S230 limits — if your project falls outside the scope of S230 (e.g., larger wind/snow, greater plan dimensions, different occupancy), you must move to engineered design per AISI S240 or other applicable standards (§ 2206.1.2) .

Common mistakes

Assuming AISI S230 prescriptive rules apply to any cold‑formed project — they are limited to detached one‑ and two‑family dwellings and townhouses ≤ 3 stories (§ 2206.1.2) .
Failing to provide truss design drawings with shipment or to the enforcing agency — § 2206.1.3.1 requires drawings per AISI S202 and the CBC requires those with shipment (§ 2206.1.3.1) .
Not engaging a registered design professional for long spans — clear spans ≥ 60 ft require an RDP for restraint/bracing design and trigger special inspection (§ 2206.1.3.2) .
Altering or notching truss members on site without approved design — truss members shall not be notched, cut or altered without approved design (see truss and framing provisions in the CBC and referenced AISI standards) .
Overlooking quality assurance: treating factory‑made trusses the same as shop‑fabricated, non‑QC trusses — if third‑party manufacturing QC per AISI S240 is absent, special inspection/QA per § 2206.1.3.3 applies .

Worked example — concrete scenario

Scenario: You are designing a three‑story townhouse (detached or townhouse type) with cold‑formed steel roof trusses that have a clear span of 65 feet.

Prescriptive framing eligibility: Because the building is a townhouse and is three stories, the project is within the CBC allowance to be constructed under the AISI S230 prescriptive method — but only if all S230 applicability limits are met (§ 2206.1.2) .
Truss span requirement: The roof trusses have a clear span of 65 ft, which exceeds the 60 ft threshold. Per § 2206.1.3.2 the owner (or owner’s authorized agent) must contract with a registered design professional to design the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing; and special inspection of the trusses is required in accordance with § 1705.2 (§ 2206.1.3.2) .
Truss drawings and QA: Truss design drawings conforming to AISI S202 Section I1 must be produced and provided with the truss shipment (§ 2206.1.3.1); if the truss manufacturer’s process does not include third‑party QC as specified in AISI S240 Chapter D, then special inspection/QA per § 2206.1.3.3 (and the cited inspection sections) applies . Conclusion: Even though prescriptive S230 may be allowable for the building type/height, the 65‑ft truss span triggers engineered restraint/bracing design by an RDP and special inspection — you cannot treat the trusses as purely prescriptive without meeting the § 2206.1.3 requirements .

Related provisions

§ 2206.1.1 — Seismic requirements for cold‑formed steel structural systems (use of AISI S400/AISI S240 as applicable)
§ 2206.1.3.1 — Truss design drawings requirements (AISI S202 I1)
§ 2206.1.3.2 — Trusses spanning 60 ft or greater: RDP and special inspection (§ 1705.2)
§ 2206.1.3.3 — Truss quality assurance and special inspection references (§ 1704.2.5; § 1705.2)
§ 2206.3 — Cutting and notching rules for cold‑formed steel members (AISI S240 / S220)
§ 1705.2 — Special inspection requirements referenced for long‑span trusses and un‑QC’d fabrication (see § 2206.1.3.2/3)

Code references

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

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:
1. Floor and roof systems.
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1. Structural walls.
2. Shear walls, strap-braced walls and diaphragms that resist in-plane lateral loads.
3. 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 § 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:
1. Floor and roof systems.
2. Structural walls.
3. Shear walls, strap-braced walls and diaphragms that resist in-plane lateral loads.
4. 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 § 2.25 High relevance — show source text
00|2.25|0.70|DR|3.70|1.05|DR|DR| |Minimum 33
mil steel
furring or
minimum
1x wood
furringc|33 mil cold-
formed steel
stud|#10 screw|Steel thick-
ness plus 3
threads|16|3.85|1.45|DR|DR|3.40|DR|DR|DR| |Minimum 33
mil steel
furring or
minimum
1x wood
furringc|33 mil cold-
formed steel
stud|#10 screw|Steel thick-
ness plus 3
threads|24|3.40|DR|DR|DR|2.70|DR|DR|DR| |Minimum 33
mil steel
furring or
minimum
1x wood
furringc|43 mil or
thicker cold-
formed steel
stud|#8 Screw|Steel thick-
ness plus 3
threads|12|3.00|1.80|DR|DR|3.00|0.65|DR|DR| |Minimum 33
mil steel
furring or
minimum
1x wood
furringc|43 mil or
thicker cold-
formed steel
stud|#8 Screw|Steel thick-
ness plus 3
threads|16|3.00|1.00|DR|DR|2.85|DR|DR|DR| |Minimum 33
mil steel
furring or
minimum
1x wood
furringc|43 mil or
thicker cold-
formed steel
stud|#8 Screw|Steel thick-
ness plus 3
threads|24|2.85|DR|DR|DR|2.20|DR|DR|DR| |Minimum 33
mil steel
furring or
minimum
1x wood
furringc|43 mil or
thicker cold-
formed steel
stud|#10 screw|Steel thick-
ness plus 3
threads|12|4.00|3.85|2.80|1.80|4.00|3.05|1.50|DR| |Minimum 33
mil steel
furring or
minimum
1x wood
furringc|43 mil or
thicker cold-
formed steel
stud|#10 screw|Steel thick-
ness plus 3
threads|16|4.00|3.30|1.95|0.60|4.00|2.25|DR|DR| |Minimum 33
mil steel
furring or
minimum
1x wood
furringc|43 mil or
thicker cold-
formed steel
stud|#10 screw|Steel thick-
ness plus 3
threads|24|4.00|2.25|DR|DR|4.00|0.65|DR|DR| |For SI: 1 inch = 25.4 mm, 1 pound per square foot (psf) = 0.0479 kPa, 1 pound per square inch = 0.00689 MPa.
DR = Design Required, o.c. = on center.
a. Wood furring shall be spruce-pine-fir or any softwood species with a specific gravity of 0.42 or greater.
CBC § 0.080 Medium relevance — show source text
1/4″|4d casing (11/2″ × 0.080″); or
4d finish (11/2″ × 0.072″)|6|12| |41.3/8″|6d casing (2″ × 0.099″); or
6d finish (2″ × 0.092″)
(Panel supports at 24 inches)|6|12| |For SI: 1 inch = 25.4 mm.
a. Nails spaced at 6 inches at intermediate supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer
to Section 2305. Nails for wall sheathing are permitted to be common, box or casing.
b. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural applications. Panel supports at 16 inches (20 inches if
strength axis in the long direction of the panel, unless otherwise marked).
c. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule and the ceiling joist is fastened to the top plate in accordance with this schedule,
the number of toenails in the rafter shall be permitted to be reduced by one nail.
d. RSRS is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667.
e. Tabulated fastener requirements apply where the basic wind speed,V, is less than 140 mph. For wood structural panel roof sheathing attached to gable-end roof framing and
to intermediate supports within 48 inches of roof edges and ridges, nails shall be spaced at 4 inches on center where the basic wind speed,V, is greater than 130 mph in Expo-
sure B or greater than 110 mph in Exposure C. Spacing exceeding 6 inches on center at intermediate supports shall be permitted where the fastening is designed per the AWC
NDS. Where the specific gravity of the wood species used for roof framing is greater than or equal to 0.35 but less than 0.42 in accordance with AWC NDS, fastening of roof
sheathing shall be with RSRS-03 (21/2″ × 0.131″ × 0.281″ head) nails unless alternative fastening is designed in accordance with AWC NDS. Where the specific gravity of the wood
species used for roof framing is less than 0.35, fastening of the roof sheathing shall be designed in accordance with AWC NDS.
f. Fastening is only permitted where the basic wind speed,V, is less than or equal to 110 mph and where fastening is to wood framing of a species with specific gravity greater
than or equal to 0.42 in accordance with AWC NDS.
g. Nails and staples are carbon steel meeting the specifications of ASTM F1667. Connections using nails and staples of other materials, such as stainless steel, shall be designed
by acceptable engineering practice or approved under Section 104.2.3.|For SI: 1 inch = 25.4 mm.
a. Nails spaced at 6 inches at intermediate supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer
to Section 2305. Nails for wall sheathing are permitted to be common, box or casing.
b. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural applications.
CBC § 0.42. Medium 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
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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 § 21A-8 Medium 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
CBC § 1.1 Medium relevance — show source text
2206 A .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 A —STEEL JOISTS

2207 A .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 A .1.1 Seismic design. Where required, the seismic design of buildings shall be in accordance with the additional provisions of Section 2202 A .2 or 2206 A .1.1.

2207 A .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:
1. Special loads including:
1.1. Concentrated loads.

1.2. Nonuniform loads.

1.3. Net uplift loads.

1.4. Axial loads.

1.5. End moments.

1.6. Connection forces.
1. 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.
1. Deflection criteria for joists and joist girder configurations that differ from those defined by SJI 100 or SJI 200.
2207 A .3 Calculations. The steel joist and joist girder manufacturer shall design the steel joists and steel joist girders in accordance with SJI 100 or SJI 200 to support the load requirements of Section 2207 A .2. The registered design professional shall be permitted to require submission of the steel joist and joist girder calculations as prepared by a registered design professional responsible for the product design. Where requested by the registered design professional, the steel joist manufacturer shall submit design calculations with a cover letter bearing the seal and signature of the joist manufacturer’s registered design professional. In addition to the design calculations submitted under seal and signature, the following shall be included:
1. Bridging design that differs from SJI 100 or SJI 200, such as cantilevered conditions and net uplift.
2. Connection design for: 2.1. Connections that differ from SJI 100 or SJI 200, such as flush-framed or framed connections.
2.2. Field splices.

2.3. Joist headers.

2025 CALIFORNIA BUILDING CODE 22A-7

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

STEEL
CBC § 22-1 Medium relevance — show source text
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

2210 Metal Building Systems . . . . . . . . . . . . . . . . . . . . . . . . 22-9

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

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

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

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

2215 Additional Requirements for Community Colleges [DSA-SS/CC] . . . . . . . . . . . . . . .22-9

2216 Testing and Field Verification

[OSHPD 1R, 2 & 5]. . . . . . . . . . . . . . . . . . . . . . . . . . . . 22-10

CHAPTER 22A STEEL. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .22A-1

2201A General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22A-3

2202A Structural Steel and Composite Structural Steel and
CBC § 6.44 Medium relevance — show source text
17|6.44|6.66|6.99|7.23|7.40| |45|75|30|6.08|6.34|6.54|6.84|7.06|7.22| |44|75|31|6.00|6.24|6.43|6.71|6.90|7.05| |43|75|32|5.91|6.15|6.33|6.58|6.76|6.89| |42|75|33|5.83|6.07|6.23|6.47|6.63|6.75| |41|75|34|5.74|5.98|6.14|6.36|6.51|6.62| |46|80|34|5.74|5.98|6.14|6.36|6.51|6.62| |40|75|35|5.65|5.90|6.05|6.26|6.40|6.51| |45|80|35|5.65|5.90|6.05|6.26|6.40|6.51| |44|80|36|5.56|5.81|5.97|6.17|6.30|6.40| |43|80|37|5.46|5.73|5.89|6.08|6.21|6.30| |42|80|38|5.35|5.64|5.80|6.00|6.12|6.20| |41|80|39|5.23|5.54|5.71|5.91|6.03|6.11| |46|85|39|5.23|5.54|5.71|5.91|6.03|6.11| |40|80|40|5.10|5.44|5.62|5.83|5.95|6.03| |45|85|40|5.10|5.44|5.62|5.83|5.95|6.03| |44|85|41|4.96|5.33|5.55|5.74|5.86|5.94| |43|85|42|4.81|5.21|5.42|5.66|5.78|5.86| |42|85|43|4.63|5.08|5.31|5.56|5.69|5.77| |41|85|44|4.45|4.93|5.19|5.46|5.60|5.69| |40|85|45|4.24|4.77|5.06|5.35|5.50|5.59| |Condenser DT2|Condenser DT2|Condenser DT2|14.04|11.23|9.36|7.02|5.62|4.68| |1. LIFT = Entering Condenser Water Temperature (°F) – Leaving Chilled Water Temperature (°F)
2.
CBC § 1.1 Medium relevance — show source text
SECTION R505—COLD-FORMED STEEL FLOOR FRAMING

R505.1 Cold-formed steel floor framing. Elements shall be straight and free of any defects that would significantly affect structural performance. Cold-formed steel floor framing members shall be in accordance with the requirements of this section.

R505.1.1 Applicability limits. The provisions of this section shall control the construction of cold-formed steel floor framing for buildings not greater than 60 feet (18 288 mm) in length perpendicular to the joist span, not greater than 40 feet (12 192 mm) in width parallel to the joist span and less than or equal to three stories above grade plane. Cold-formed steel floor framing constructed in accordance with the provisions of this section shall be limited to sites where the ultimate design wind speed is less than 140 miles per hour (63 m/s), Exposure Category B or C, and the ground snow load is less than or equal to 70 pounds per square foot (3.35 kPa).

R505.1.1.1 Alternate applications. Cold-formed steel floor framing for buildings exceeding the applicability limits of Section R505.1.1 is permitted to be designed and constructed in accordance with AISI S230, subject to the limits therein.

R505.1.2 In-line framing. Where supported by cold-formed steel-framed walls in accordance with Section R603, cold-formed steel floor framing shall be constructed with floor joists located in-line with load-bearing studs located below the joists in accordance with the tolerances specified in AISI S240, Section B1.2.3.

R505.1.3 Floor trusses. Cold-formed steel trusses shall be designed, braced and installed in accordance with AISI S230, Section D8. In the absence of specific bracing requirements, trusses shall be braced in accordance with accepted industry practices, such as the SBCA Cold-Formed Steel Building Component Safety Information (CFSBCSI), Guide to Good Practice for Handling, Installing & Bracing of Cold-Formed Steel Trusses . Truss members shall not be notched, cut or altered in any manner without an approved design.

5-14 2025 CALIFORNIA RESIDENTIAL CODE

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

FLOORS

R505.2 Structural framing. Load-bearing cold-formed steel floor framing members shall be in accordance with this section.

R505.2.1 Material. Load-bearing cold-formed steel framing members shall be cold formed to shape from structural quality sheet steel complying with the requirements of AISI S240, Section A3.

R505.2.2 Corrosion protection. Load-bearing cold-formed steel framing shall have a metallic coating complying with AISI S240, Section A4.

R505.2.3 Dimension, thickness and material grade. Load-bearing cold-formed steel floor framing members shall comply with AISI S230, Section A4.3 and material grade requirements as specified in AISI S230, Section A4.4.

R505.2.4 Identification. Load-bearing cold-formed steel framing members shall meet the product identification requirements of AISI S240, Section A5.5.

R505.2.5 Fastening. Screws for steel-to-steel connections shall be installed with a minimum edge distance and center-to-center spacing of [1] / 2 inch (12.7 mm), shall be self-drilling tapping, and shall conform to ASTM C1513.

Frequently asked questions

When may I use the AISI S230 prescriptive method for cold‑formed framing?

You may use AISI S230 for detached one‑ and two‑family dwellings and townhouses that are three stories or less above grade plane, subject to the limitations in AISI S230 (see § 2206.1.2) .

Do truss design drawings have to be on the job site?

The CBC requires truss design drawings to conform to AISI S202 Section I1 and to be provided with the shipment of trusses to the job site (§ 2206.1.3.1) .

When must I hire a registered design professional for trusses?

If a cold‑formed steel truss has a clear span of 60 feet (18 288 mm) or greater, an RDP must be contracted for the design of temporary installation restraint/bracing and permanent member restraint/bracing (§ 2206.1.3.2) .

Are special inspections required for trusses?

Yes — trusses with clear spans of 60 feet or greater require special inspection per § 1705.2 as called out in § 2206.1.3.2; additionally, trusses without third‑party manufacturing QC are subject to the QA/special inspection provisions in § 2206.1.3.3 (§ 1704.2.5 and § 1705.2) .

If my project is reviewed by OSHPD or DSA, can I still use the prescriptive method?

Possibly not — California amendments note that certain state review agencies (DSA‑SS, OSHPD) do not permit prescriptive framing for their regulated projects; check the applicable agency rules and Section 2206A notes (§ 2206A) .

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