CBC · California Building Code

How must steel members be identified and protected?

If steel for a building is not clearly marked with its grade, the CBC requires testing or other proof before it’s used (§ 2201.2). Steel members that require fire protection must be protected using the methods and thicknesses in the Code’s referenced standards and prescriptive tables (for example Table 721.1(1)) or by approved tested assemblies, and attachments must receive the same protection or a 12‑inch extension (§ 2201.3, § 704.5.1). filefile

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Last reviewed: July 5, 2026

What the code requires — 2-4 sentences

Steel members must be identified to show conformity to the ordered grade (marking or test records), and, when the grade cannot be verified by marks/records, the steel must be tested to confirm conformity (§ 2201.2) . The protection of steel members (fire protection, encasement, membrane protection, etc.) must follow the applicable referenced standards and the fire‑protection provisions elsewhere in the Code (§ 2201.3) .

Requirements in detail

Identification (what to show and what triggers testing)

Marking/labeling: Steel furnished for structural, load‑carrying purposes must be identified for conformity to the ordered grade in accordance with the specified ASTM standard (or other specified standard) and Chapter 22 referenced standards (§ 2201.2) .
When marks/records are insufficient: If the steel grade is not readily identifiable from the marking and test records, the steel must be tested to verify conformity to the applicable standard (§ 2201.2) .
Follow referenced standards: Identification is to be done “in accordance with the applicable referenced standards within this chapter,” which means follow AISC, ASTM, AISI or other standards referenced by Chapter 22 where they apply (§ 2201.2) .

Protection (fire and related protections)

General rule: Protection of steel members is required “in accordance with the applicable referenced standards within this chapter,” which ties protection methods to the specific fire‑resistance and prescriptive provisions elsewhere in the CBC (§ 2201.3) .
Prescriptive protection tables: Prescriptive minimum protection thicknesses and methods for steel (e.g., concrete encasement, sprayed fire‑resistive materials, insulating materials) appear in the Code’s prescriptive fire‑resistance provisions and tables (see Table 721.1(1), etc.) and must be used where those prescriptive paths are chosen (§ 721.1 and Table 721.1(1)) .
Sprayed fire‑resistive material (SFRM): SFRM used as protection must be identified by the density and thickness required for the fire‑resistance rating assigned (§ 722.5.1.3.2) .
Secondary attachments: Any additional steel members directly attached to a primary / secondary steel member that require protection must receive the same fire‑resistive material and thickness as the primary member; that protection must extend at least 12 inches away from the protected member (or cover the attachment’s full length if <12 in.) (§ 704.5.1) .
Membrane protection / assemblies: Where the membrane of a fire‑resistance‑rated wall or horizontal assembly provides the required rating, members integral to that membrane may be protected by that assembly rather than individually (§ 704.3 and § 704.3.2) .
Bottom flange exception: Bottom flange protection of short lintels, shelf angles and plates spanning ≤ 6 ft‑4 in. is not required in certain limited instances (§ 704.10) .

Decision‑relevant dimensions, values and references

Decision item	Typical values / limit	When it matters	Code Reference
Identification required for structural steel	Marking to ordered ASTM grade or equivalent; test if not identifiable	At purchase/delivery and before use in structural member	§ 2201.2
SFRM identification	SFRM must be identified by required density and thickness	When using sprayed materials for fire protection	§ 722.5.1.3.2
Protection thickness (example — steel columns, carbonate concrete protection)	1 hr = 1.0 in; 2 hr = 1.5 in; 3 hr = 2.0 in; 4 hr = 2.5 in (see Table 721.1(1) for sizes/variations)	Selecting prescriptive encasement or insulating material for columns	Table 721.1(1) / § 721.1
Secondary attachment protection extension	Minimum 12 in. beyond the structural member (or entire length if shorter)	When brackets, lugs, short steel attachments connect to primary members	§ 704.5.1
Bottom flange exemption for lintels/angles	Span limit: ≤ 6 ft‑4 in.	When protecting lintels or shelf angles	§ 704.10

(Use the full Table 721.1(1) and other prescriptive tables to select exact thicknesses and materials for a specific member size and fire‑resistance period.)

Exceptions & special cases

Membrane protection: Members integral to light‑frame membranes or fully enclosed within a rated assembly may be protected by the wall/ceiling membrane instead of individual encasement (§ 704.3 and § 704.3.1) .
Short attachments: Attachments less than 12 in. long may be protected only over their length rather than extending 12 in. from the primary member, but hollow attachments with open ends must be protected inside and out (§ 704.5.1) .
Bottom flanges of short lintels/shelf angles: Bottom flange fire protection is not required for lintels/shelf angles spanning ≤ 6 ft‑4 in. (§ 704.10) .
Agency amendments: Some agencies (DSA‑SS, OSHPD) add additional identification/testing rules (e.g., all material identification/testing per Chapter 17A for DSA‑SS) — check local amendments where applicable (§ 2201A.2 note) .

If a specific protection method or thickness is not set by a prescriptive table for the member size, the Code requires use of the applicable referenced standards or fire tests to demonstrate equivalency (§ 2201.3, § 721.1 and related provisions) file.

Common mistakes

Treating a supplier’s mill certificate as optional: The Code requires identification or testing to demonstrate conformity to grade — absence of marking or acceptable records triggers testing (§ 2201.2) .
Applying the wrong protection thickness: Using a generic thickness without checking the prescriptive Table 721.1(1) or the specific tested assembly for the member size and required rating leads to noncompliance (§ 721.1 and Table 721.1(1)) .
Forgetting secondary attachments: Not protecting brackets, plates or short connecting steel with the same material/thickness (or the required 12‑in. extension) is a frequent oversight (§ 704.5.1) .
Overlooking SFRM identification: Installing sprayed material without documented density/thickness identification (per the tested assembly) is noncompliant (§ 722.5.1.3.2) .
Assuming membrane protection applies everywhere: Membrane protection applies only where the Code permits the membrane to provide the required rating (§ 704.3) — don’t assume it for exposed steel members not fully within the rated assembly .

Worked example — concrete scenario with numbers

Situation: A project requires a 2‑hour fire‑resistance rating for a steel column. The contractor receives wide‑flange columns with no legible mill marks and no mill test reports.

Steps to comply:

Identification/testing: Because the steel grade is not readily identifiable from marking or records, the Code requires testing to verify conformity to the ordered grade before acceptance (§ 2201.2) .
Select protection method: Using the prescriptive path from Table 721.1(1) for steel columns protected with carbonate‑aggregate insulating material (item 1‑1.1), the required minimum thickness for a 2‑hour rating is 1.5 inches (refer to the table for member size conditions) (§ 721.1 and Table 721.1(1)) .
Apply and identify SFRM (if SFRM chosen): If sprayed fire‑resistive material is used to obtain the 1.5 in. protection, the material must be identified by its required density and thickness per the tested assembly (§ 722.5.1.3.2) .
Protect attachments: Any lug or bracket directly attached must receive the same material and thickness and the protection must extend at least 12 in. from the protected column or cover the entire attachment if it’s shorter (§ 704.5.1) . Result: Column is accepted only after (a) grade verification testing or acceptable mill records, and (b) installation of the required 1.5 in. insulating/SFRM protection (with documentation of density/thickness), and (c) like protection applied to attachments per § 704.5.1 filefilefile.

Related provisions

§ 2201.2 — Identification of steel members (primary controlling provision)
§ 2201.3 — Protection of steel members (primary controlling provision)
§ 704.5.1 — Secondary attachments to structural members; 12‑inch extension rule
§ 704.10 — Bottom flange protection exception for short lintels/shelf angles
§ 721.1 and Table 721.1(1) — Prescriptive protection thicknesses for structural parts (see table for steel column values)
§ 722.5.1.3.2 — Identification requirements for sprayed fire‑resistive materials (density/thickness)
Chapter 17 / 17A — Testing and material identification procedures referenced for agency amendments (see DSA/OSHPD notes)

Code references

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

CBC § 2201A.4.1 High relevance — show source text
2201 A .2 Identification. Identification of steel members shall be in accordance with the applicable referenced standards within this chapter. Other steel furnished for structural load-carrying purposes shall be identified for conformity to the ordered grade in accordance with the specified ASTM standard or other specification and the provisions of this chapter. Where the steel grade is not readily identifiable from marking and test records, the steel shall be tested to verify conformity to such standards. [DSA-SS] All material iden- tification and testing shall be in accordance with Chapter 17A.

2201 A .3 Protection. The protection of steel members shall be in accordance with the applicable referenced standards within this chapter.

2201 A .4 Connections. The design and installation of steel connections shall be in accordance with the applicable referenced standards within this chapter. For special inspection of welding or installation of high-strength bolts, see Section 1705 A .2.

2201A.4.1 Restrained welded connections. [OSHPD 1 & 4] Welded structural steel connections having a medium or high level of restraint, as defined by AWS D1.1 Annex H, shall have a minimum pre-heat temperature of not less than 150 [o] F (66 [o] C). Welded struc- tural steel connections with welds to flange, web, wall or plate having a high level of restraint shall maintain a post-heat temperature of 300 [o] F (149 [o] C) for a minimum of 1 hour after completion of welding.

2201 A .5 Anchor rods. Anchor rods shall be set in accordance with the approved construction documents. The protrusion of the threaded ends through the connected material shall fully engage the threads of the nuts, but shall not be greater than the length of the threaded portion of the bolts. 2201A.5.1 Shear transfer at column base plate. Where the holes in column base plates are more than [1] / 8 inch (3 mm) larger than the anchor rods, as permitted by AISC 360, the anchor rods shall be designed for the induced bending stresses in combination with axial and shear stresses. Alternatively, shear lugs designed in accordance with ACI 318 Section 17.11 shall be permitted to transfer shear forces between column base plates and the supporting structure.

SECTION 2202 A —STRUCTURAL STEEL AND COMPOSITE STRUCTURAL STEEL AND CONCRETE

2202 A .1 General. The design, fabrication and erection of structural steel elements and composite structural steel and concrete elements in buildings, structures and portions thereof shall be in accordance with AISC 360.

Exceptions : [OSHPD 1 & 4]

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CBC § 1.10.5 High relevance — show source text
[OSHPD 5] - For applications listed in Section 1.10.5 2. [DSA-SS/CC] Division of the State Architect - Structural Safety/Community Colleges amendments appear in this chapter preceded by the appropriate acronym, as follows:

[DSA-SS/CC] - For applications listed in Section 1.9.2.2

2201.1.4 Reference to other chapters. [DSA-SS/CC] Where reference within this chapter is made to sections in Chapter 17, the provi- sions in Chapter 17A shall apply instead.

2201.1.5 Additional amendments. [DSA-SS/CC] See Section 2215 for additional requirements.

[OSHPD 1R, 2 & 5] See Section 2213 for additional requirements.

2201.2 Identification. Identification of steel members shall be in accordance with the applicable referenced standards within this chapter. Other steel furnished for structural load-carrying purposes shall be identified for conformity to the ordered grade in accordance with the specified ASTM standard or other specification and the provisions of this chapter. Where the steel grade is not readily identifiable from marking and test records, the steel shall be tested to verify conformity to such standards.

2201.3 Protection. The protection of steel members shall be in accordance with the applicable referenced standards within this chapter.

2201.4 Connections. The design and installation of steel connections shall be in accordance with the applicable referenced standards within this chapter. For special inspection of welding or installation of high-strength bolts, see Section 1705.2.

2201.4.1 Restrained welded connections. [OSHPD 1R, 2 & 5] Welded structural steel connections having a medium or high level of restraint, as defined by AWS D1.1 Annex H, shall have a minimum pre-heat temperature of not less than 150 [o] F (66 [o] C). Welded struc- tural steel connections with welds to flange, web, wall or plate having a high level of restraint shall maintain a post-heat temperature of 300 [o] F (149 [o] C) for a minimum of 1 hour after completion of welding.

2201.5 Anchor rods. Anchor rods shall be set in accordance with the approved construction documents. The protrusion of the threaded ends through the connected material shall fully engage the threads of the nuts, but shall not be greater than the length of the threaded portion of the bolts.

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2201.5.1 Shear transfer at column base plate. [OSHPD 1R, 2 & 5] Where the holes in column base plates are more than [1] / 8 inch (3 mm) larger than the anchor rods, as permitted by AISC 360, the anchor rods shall be designed for the induced bending stresses in combination with axial and shear stresses. Alternatively, shear lugs designed in accordance with ACI 318 Section 17.11 shall be permitted to transfer shear forces between column base plates and the supporting structure.
CBC § 2201.1 High relevance — show source text
2025 (Group B) Code Development Cycle.

SECTION 2201—GENERAL

2201.1 Scope. The provisions of this chapter govern the quality, design, fabrication and erection of steel construction.

2201.1.1 Application. [DSA-SS/CC, OSHPD] The scope of application of Chapter 22 is as follows: 1. Structures regulated by the Department of Health Care Access and Information/Office of Statewide Hospital Planning and Development (OSHPD), which include hospital buildings removed from general acute care service, skilled nursing facility buildings, intermediate care facility buildings and acute psychiatric hospital buildings, as listed in Sections 1.10.1, 1.10.2 and 1.10.5.

2. Structures regulated by the Division of the State Architect-Structural Safety/Community Colleges (DSA-SS/CC), which include those applications listed in Section 1.9.2.2.

2201.1.2 Amendments in this chapter. [DSA-SS/CC, OSHPD] DSA-SS/CC, OSHPD adopt this chapter as amended.

2201.1.3 Identification of amendments. [DSA-SS/CC, OSHPD] 1. [OSHPD 1R, 2 & 5] Office of Statewide Hospital Planning and Development (OSHPD) amendments appear in this chapter preceded by the appropriate acronym, as follows:

[OSHPD 1R ] - For applications listed in Section 1.10.1.

[OSHPD 2] - For applications listed in Section 1.10.2.

[OSHPD 5] - For applications listed in Section 1.10.5 2. [DSA-SS/CC] Division of the State Architect - Structural Safety/Community Colleges amendments appear in this chapter preceded by the appropriate acronym, as follows:

[DSA-SS/CC] - For applications listed in Section 1.9.2.2

2201.1.4 Reference to other chapters. [DSA-SS/CC] Where reference within this chapter is made to sections in Chapter 17, the provi- sions in Chapter 17A shall apply instead.

2201.1.5 Additional amendments. [DSA-SS/CC] See Section 2215 for additional requirements.

[OSHPD 1R, 2 & 5] See Section 2213 for additional requirements.

2201.2 Identification. Identification of steel members shall be in accordance with the applicable referenced standards within this chapter. Other steel furnished for structural load-carrying purposes shall be identified for conformity to the ordered grade in accordance with the specified ASTM standard or other specification and the provisions of this chapter. Where the steel grade is not readily identifiable from marking and test records, the steel shall be tested to verify conformity to such standards.

2201.3 Protection. The protection of steel members shall be in accordance with the applicable referenced standards within this chapter.

2201.4 Connections. The design and installation of steel connections shall be in accordance with the applicable referenced standards within this chapter. For special inspection of welding or installation of high-strength bolts, see Section 1705.2.
CBC § 2201A.1.1 High relevance — show source text
SECTION 2201 A —GENERAL

2201 A .1 Scope. The provisions of this chapter govern the quality, design, fabrication and erection of steel construction.

2201A.1.1 Application. The scope of application of Chapter 22A is as follows: 1. Structures regulated by the Division of the State Architect-Structural Safety (DSA-SS), which include those applications listed in Section 1.9.2.1. These applications include public elementary and secondary schools, community colleges and state- owned or state-leased essential services buildings. 2. Structures regulated by the Department of Health Care Access and Information/Office of Statewide Hospital Planning and Development (OSHPD), which include those applications listed in Sections 1.10.1 and 1.10.4. These applications include hospitals and correctional treatment centers.

2201A.1.2 Amendments in this chapter. DSA-SS and OSHPD adopt this chapter and all amendments.

Exception: Amendments adopted by only one agency appear in this chapter preceded with the appropriate acronym of the adopt- ing agency, as follows: 1. Division of the State Architect-Structural Safety: [DSA-SS] For applications listed in Section 1.9.2.1. 2. Office of Statewide Hospital Planning and Development:

[OSHPD 1] - For applications listed in Section 1.10.1.

[OSHPD 4] - For applications listed in Section 1.10.4.

2201 A .2 Identification. Identification of steel members shall be in accordance with the applicable referenced standards within this chapter. Other steel furnished for structural load-carrying purposes shall be identified for conformity to the ordered grade in accordance with the specified ASTM standard or other specification and the provisions of this chapter. Where the steel grade is not readily identifiable from marking and test records, the steel shall be tested to verify conformity to such standards. [DSA-SS] All material iden- tification and testing shall be in accordance with Chapter 17A.

2201 A .3 Protection. The protection of steel members shall be in accordance with the applicable referenced standards within this chapter.

2201 A .4 Connections. The design and installation of steel connections shall be in accordance with the applicable referenced standards within this chapter. For special inspection of welding or installation of high-strength bolts, see Section 1705 A .2.

2201A.4.1 Restrained welded connections. [OSHPD 1 & 4] Welded structural steel connections having a medium or high level of restraint, as defined by AWS D1.1 Annex H, shall have a minimum pre-heat temperature of not less than 150 [o] F (66 [o] C). Welded struc- tural steel connections with welds to flange, web, wall or plate having a high level of restraint shall maintain a post-heat temperature of 300 [o] F (149 [o] C) for a minimum of 1 hour after completion of welding.
CBC § 2.1 Medium relevance — show source text
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1. For members designed based on tension, the slenderness ratio (L/r) shall not exceed 300, except for the design of hangers and bracing in accordance with NFPA 13 and for rod hangers in tension. 2. For members designed based on compression, the slenderness ratio (KL/r) shall not exceed 200, except for the design of hangers and bracing in accordance with NFPA 13.

2202 A .2 Seismic design. Where required, the seismic design, fabrication and erection of buildings, structures and portions thereof shall be in accordance with Section 2202 A .2.1 or 2202 A .2.2, as applicable.

2202 A .2.1 Structural steel seismic force-resisting systems and composite structural steel and concrete seismic force- resisting systems. The design, detailing, fabrication and erection of structural steel seismic force-resisting systems and composite structural steel and concrete seismic force-resisting systems shall be in accordance with the provisions of Section 2202 A .2.1.1 or 2202 A .2.1.2, as applicable. Seismic force-resisting systems of structural steel acting compositely with reinforced concrete shall be considered as an alternative system, except as permitted by:

[DSA-SS] Section 2202A.6.1.

[OSHPD 1 & 4] Section 2202A.4.1.

2202 A .2.1.1 Seismic Design Category B or C. Not permitted by DSA-SS and OSHPD.

2202 A .2.1.2 Seismic Design Category D, E or F. Structures assigned to Seismic Design Category D, E or F shall be designed and detailed in accordance with AISC 341. Beam-to-column moment connections in structural steel special moment frames and intermediate moment frames shall be prequalified in accordance with AISC 341, Section K1, qualified by testing in accordance with AISC 341, Section K2, or shall be prequalified in accordance with AISC 358.

2202 A .2.2 Structural steel elements. The design, detailing, fabrication and erection of structural steel elements in seismic forceresisting systems, including struts, collectors, chords and foundation elements, shall be in accordance with AISC 341.

2202A.3 Modifications to AISC 341. [OSHPD 1 and 4]

2202A.3.1 Section A4. Modify Section A4.1 Item (c) by adding the following:

(c) Locations and dimensions of protected zones. The fabricator shall permanently mark protected zones of structural elements in the seismic force-resisting system in the building that are designated on the construction documents. If these markings are obscured during construction, such as after the application of fire protection, the owner’s designated representative shall re-mark the protected zones as they are designated on the construction documents. [OSHPD 1 & 4] Primers or paints used to mark protected zones on steel surfaces, which are to receive sprayed fire-resistance material, shall comply with California Building Code Section 704.13.3.2.

CBC § 721.1 Medium relevance — show source text

SECTION 721—PRESCRIPTIVE FIRE RESISTANCE

721.1 General. The provisions of this section contain prescriptive details of fire-resistance-rated building elements, components or assemblies. The materials of construction specified in Tables 721.1(1), 721.1(2) and 721.1(3) shall be assumed to have the fire-resistance ratings prescribed therein. Where materials that change the capacity for heat dissipation are incorporated into a fireresistance-rated assembly, fire test results or other substantiating data shall be made available to the building official to show that the required fire-resistance-rating time period is not reduced.

TABLE 721.1(1)—MINIMUM PROTECTION OF STRUCTURAL PARTS BASED ON TIME PERIODS FOR VARIOUS NONCOMBUSTIBLE INSULATING MATERIALSm	Col2	Col3	Col4	Col5	Col6	Col7
STRUCTURAL PARTS TO BE PROTECTED	ITEM NUMBER	INSULATING MATERIAL USED	MINIMUM THICKNESS OF INSULATING MATERIAL FOR THE FOLLOWING FIRE-RESISTANCE PERIODS (inches)	MINIMUM THICKNESS OF INSULATING MATERIAL FOR THE FOLLOWING FIRE-RESISTANCE PERIODS (inches)	MINIMUM THICKNESS OF INSULATING MATERIAL FOR THE FOLLOWING FIRE-RESISTANCE PERIODS (inches)	MINIMUM THICKNESS OF INSULATING MATERIAL FOR THE FOLLOWING FIRE-RESISTANCE PERIODS (inches)
STRUCTURAL PARTS TO BE PROTECTED	ITEM NUMBER	INSULATING MATERIAL USED	4 hours	3 hours	2 hours	1 hour
1. Steel columns and all of primary trusses	1-1.1	Carbonate, lightweight and sand-lightweight aggregate concrete, members 6" × 6" or greater (not including sand- stone, granite and siliceous gravel).a	21/2	2	11/2	1
1. Steel columns and all of primary trusses	1-1.2	Carbonate, lightweight and sand-lightweight aggregate concrete, members 8" × 8" or greater (not including sand- stone, granite and siliceous gravel).a	2	11/2	1	1
1. Steel columns and all of primary trusses	1-1.3	Carbonate, lightweight and sand-lightweight aggregate concrete, members 12" × 12" or greater (not including sand- stone, granite and siliceous gravel).a	11/2	1	1	1
1. Steel columns and all of primary trusses	1-1.4	Siliceous aggregate concrete and concrete excluded in Item 1-1.1, members 6" × 6" or greater.a	3	2	11/2	1
1.

CBC § 2.2 Medium relevance — show source text
R804.2.2 Corrosion protection. Load-bearing, cold-formed steel framing shall have a protective coating complying with AISI S240, Section A4.

R804.2.3 Dimension, thickness and material grade. Load-bearing, cold-formed steel roof framing members shall comply with AISI S230, Section A4.3 and material grade requirements as specified in AISI S230, Section A4.4.

R804.2.4 Identification. Load-bearing, cold-formed steel framing members shall meet the product identification requirements of AISI S240, Section A5.5.

R804.2.5 Fastening requirements. 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. Structural sheathing shall be attached to cold-formed steel roof rafters with minimum No. 8 self-drilling tapping screws that conform to ASTM C1513. Screws for attaching structural sheathing to cold-formed steel roof framing shall have a minimum head diameter of 0.292 inch (7.4 mm) with countersunk heads and shall be installed with a minimum edge distance of [3] / 8 inch (9.5 mm). Gypsum board ceilings shall be attached to cold-formed steel joists with minimum No. 6 screws conforming to ASTM C954 or ASTM C1513 with a buglehead style and shall be installed in accordance with Section R805. For all connections, screws shall extend through the steel not fewer than three exposed threads. Fasteners shall have rust-inhibitive coating suitable for the installation in which they are being used, or be manufactured from material not susceptible to corrosion.

R804.2.6 Web holes, web hole reinforcing and web hole patching. Web holes in roof or ceiling joists shall comply with the conditions as prescribed in AISI S230, Section A4.5. Web holes not in conformance to the conditions of AISI S230, Section A4.5 shall be reinforced in accordance with the provisions of AISI S230, Section A4.6 or patched in accordance with the provisions of AISI S230, Section A4.7.

R804.3 Roof construction. Cold-formed steel roof systems constructed in accordance with the provisions of this section shall consist of both ceiling joists and rafters in accordance with Figure R804.3 and fastened in accordance with Table R804.3.

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ROOF-CEILING CONSTRUCTION

FIGURE R804.3—COLD-FORMED STEEL ROOF CONSTRUCTION

CBC § 7-46 Medium relevance — show source text

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FIRE AND SMOKE PROTECTION FEATURES

TABLE 721.1(1)—MINIMUM PROTECTION OF STRUCTURAL PARTS BASED ON TIME PERIODS FOR VARIOUS NONCOMBUSTIBLE INSULATING MATERIALSm—continued	Col2	Col3	Col4	Col5	Col6	Col7
STRUCTURAL PARTS TO BE PROTECTED	ITEM NUMBER	INSULATING MATERIAL USED	MINIMUM THICKNESS OF INSULATING MATERIAL FOR THE FOLLOWING FIRE-RESISTANCE PERIODS (inches)	MINIMUM THICKNESS OF INSULATING MATERIAL FOR THE FOLLOWING FIRE-RESISTANCE PERIODS (inches)	MINIMUM THICKNESS OF INSULATING MATERIAL FOR THE FOLLOWING FIRE-RESISTANCE PERIODS (inches)	MINIMUM THICKNESS OF INSULATING MATERIAL FOR THE FOLLOWING FIRE-RESISTANCE PERIODS (inches)
STRUCTURAL PARTS TO BE PROTECTED	ITEM NUMBER	INSULATING MATERIAL USED	4 hours	3 hours	2 hours	1 hour
5. Reinforcing steel in rein- forced concrete columns, beams girders and trusses	5-1.1	Carbonate, lightweight and sand-lightweight aggregate concrete, members 12" or larger, square or round. (Size limit does not apply to beams and girders monolithic with floors.)	11/2	11/2	11/2	11/2
5. Reinforcing steel in rein- forced concrete columns, beams girders and trusses	5-1.1	Siliceous aggregate concrete, members 12" or larger, square or round. (Size limit does not apply to beams and girders monolithic with floors.)	2	11/2	11/2	11/2
6. Reinforcing steel in rein- forced concrete joistsl	6-1.1	Carbonate, lightweight and sand-lightweight aggregate concrete	11/4	11/4	1	3/4
6. Reinforcing steel in rein- forced concrete joistsl	6-1.2	Siliceous aggregate concrete	13/4	11/2	1	3/4
7. Reinforcing and tie rods in floor and roof slabsl	7-1.1	Carbonate, lightweight and sand-lightweight aggregate concrete	1	1	3/4	3/4
7.

California Building Code Medium relevance — show source text

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110
124|60
62
64|288
299
309|134
158
178|83
85
88|391
408
423|182
215
242| |50|1
2
CBC § 2.25 Medium relevance — show source text
00|2.25|0.70|DR|3.70|1.05|DR|DR| |Minimum 33
mil steel
furring or
minimum
1x wood
furringc|33 mil cold-
formed steel
stud|#10 screw|Steel thick-
ness plus 3
threads|16|3.85|1.45|DR|DR|3.40|DR|DR|DR| |Minimum 33
mil steel
furring or
minimum
1x wood
furringc|33 mil cold-
formed steel
stud|#10 screw|Steel thick-
ness plus 3
threads|24|3.40|DR|DR|DR|2.70|DR|DR|DR| |Minimum 33
mil steel
furring or
minimum
1x wood
furringc|43 mil or
thicker cold-
formed steel
stud|#8 Screw|Steel thick-
ness plus 3
threads|12|3.00|1.80|DR|DR|3.00|0.65|DR|DR| |Minimum 33
mil steel
furring or
minimum
1x wood
furringc|43 mil or
thicker cold-
formed steel
stud|#8 Screw|Steel thick-
ness plus 3
threads|16|3.00|1.00|DR|DR|2.85|DR|DR|DR| |Minimum 33
mil steel
furring or
minimum
1x wood
furringc|43 mil or
thicker cold-
formed steel
stud|#8 Screw|Steel thick-
ness plus 3
threads|24|2.85|DR|DR|DR|2.20|DR|DR|DR| |Minimum 33
mil steel
furring or
minimum
1x wood
furringc|43 mil or
thicker cold-
formed steel
stud|#10 screw|Steel thick-
ness plus 3
threads|12|4.00|3.85|2.80|1.80|4.00|3.05|1.50|DR| |Minimum 33
mil steel
furring or
minimum
1x wood
furringc|43 mil or
thicker cold-
formed steel
stud|#10 screw|Steel thick-
ness plus 3
threads|16|4.00|3.30|1.95|0.60|4.00|2.25|DR|DR| |Minimum 33
mil steel
furring or
minimum
1x wood
furringc|43 mil or
thicker cold-
formed steel
stud|#10 screw|Steel thick-
ness plus 3
threads|24|4.00|2.25|DR|DR|4.00|0.65|DR|DR| |For SI: 1 inch = 25.4 mm, 1 pound per square foot (psf) = 0.0479 kPa, 1 pound per square inch = 0.00689 MPa.
DR = Design Required, o.c. = on center.
a. Wood furring shall be spruce-pine-fir or any softwood species with a specific gravity of 0.42 or greater.
CBC § 704.5.1 Medium relevance — show source text
704.5.1 Secondary attachments to structural members. Where primary and secondary structural steel members require fire protection, any additional structural steel members having direct connection to the primary structural frame or secondary structural members shall be protected with the same fire-resistive material and thickness as required for the structural member. The protection shall extend away from the structural member a distance of not less than 12 inches (305 mm), or shall be applied to the entire length where the attachment is less than 12 inches (305 mm) long. Where an attachment is hollow and the ends are open, the fire-resistive material and thickness shall be applied to both exterior and interior of the hollow steel attachment.

704.6 Reinforcing. Thickness of protection for concrete or masonry reinforcement shall be measured to the outside of the reinforcement except that stirrups and spiral reinforcement ties are permitted to project not more than 0.5 inch (12.7 mm) into the protection.

704.7 Embedments and enclosures. Pipes, wires, conduits, ducts or other service facilities shall not be embedded in the required fire protective covering of a structural member that is required to be individually encased.

704.8 Impact protection. Where the fire protective covering of a structural member is subject to impact damage from moving vehicles, the handling of merchandise or other activity, the fire protective covering shall be protected by corner guards or by a substantial jacket of metal or other noncombustible material to a height adequate to provide full protection, but not less than 5 feet (1524 mm) from the finished floor.

Exception: Corner protection is not required on concrete columns in parking garages.

704.9 Exterior structural members. Load-bearing structural members located within the exterior walls or on the outside of a building or structure shall be provided with the highest fire-resistance rating as determined in accordance with the following:
1. As required by Table 601 for the type of building element based on the type of construction of the building.
2. As required by Table 601 for exterior bearing walls based on the type of construction.
3. As required by Table 705.5 for exterior walls based on the fire separation distance.
704.10 Bottom flange protection. Fire protection is not required at the bottom flange of lintels, shelf angles and plates, spanning not more than 6 feet 4 inches (1931 mm) whether part of the primary structural frame or not, and from the bottom flange of lintels, shelf angles and plates not part of the structural frame, regardless of span.

704.11 Seismic isolation systems. Fire-resistance ratings for the isolation system shall meet the fire-resistance rating required for the columns, walls or other structural elements in which the isolation system is installed in accordance with Table 601. Isolation systems required to have a fire-resistance rating shall be protected with approved materials or construction assemblies designed to provide the same degree of fire resistance as the structural element in which the system is installed when tested in accordance with ASTM E119 or UL 263 (see Section 703.2).

Such isolation system protection applied to isolator units shall be capable of retarding the transfer of heat to the isolator unit in such a manner that the required gravity load-carrying capacity of the isolator unit will not be impaired after exposure to the standard time-temperature curve fire test prescribed in ASTM E119 or UL 263 for a duration not less than that required for the fire-resistance rating of the structure element in which the system is installed.
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

Who is responsible for identification and test records?

The supplier/fabricator and the contractor must ensure steel is identified and that acceptable mill certificates or test results are available; where marks/records are inadequate the owner/contractor must arrange testing per § 2201.2 .

Can I use a tested assembly from a manufacturer instead of prescriptive table values?

Yes — the Code permits use of tested assemblies or applicable referenced standards as alternatives to the prescriptive tables; if using SFRM or proprietary systems, follow the tested assembly’s density/thickness and identification requirements (§ 2201.3 and § 722.5.1.3.2) file.

Do small steel attachments have to be fire‑protected?

Yes — attachments that connect directly to protected primary or secondary members must receive the same protection and thickness, applied at least 12 in. beyond the member or over the full attachment if shorter (§ 704.5.1) .

Is there a universal thickness for sprayed fire protection?

No — required thickness depends on the member type, size and the fire‑resistance period. Use the prescriptive tables (e.g., Table 721.1(1)) or the tested assembly’s specified density/thickness (§ 721.1 and Table 721.1(1); § 722.5.1.3.2) file.

What if the project is under DSA or OSHPD jurisdiction?

Check the chapter amendments: some agencies require material identification/testing according to Chapter 17A or other amendments — follow those local agency provisions in addition to §§ 2201.2 and 2201.3 .

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California Building Code