CBC · California Building Code

What are the requirements for steel joists and open‑web joists?

For a homeowner: the CBC requires open‑web steel joists to be designed and built to the Steel Joist Institute standards (SJI 100/200); architects/engineers must show the SJI joist type and any special loads on the plans, the joist maker must design to those standards and may need to provide sealed calculations, placement drawings and a certificate of compliance, and special inspections are required for critical connections and fabrication.

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Last reviewed: July 5, 2026

What the code requires — 2–4 sentences

The California Building Code (CBC) requires that the design, manufacture and use of open‑web steel joists and joist girders comply with the Steel Joist Institute provisions SJI 100 or SJI 200; seismic design must follow the CBC seismic provisions where applicable. The registered design professional (RDP) must show SJI designations and any project‑specific joist requirements on the construction documents, manufacturers must design to SJI 100/200 and, where requested, provide sealed calculations, and steel joist placement and certification are required for field installation and acceptance (see § 2207 and § 2207.1.1) .

Requirements in detail

Governing standard and seismic note

Governing standard: Open‑web steel joists and joist girders must be designed, manufactured and used in accordance with either SJI 100 or SJI 200 as applicable (see § 2207.1) .
Seismic: Where seismic design is required, the seismic design of buildings that include joists shall comply with the additional CBC seismic provisions called out elsewhere in the steel chapter (see § 2207.1.1) .

What the registered design professional (RDP) must show on the construction documents

The RDP must indicate:

The SJI joist and joist girder designations (the catalog/type from SJI 100 or 200).
Requirements for joist/joist girder design, layout, end supports, anchorage, and bridging when those differ from SJI 100/200.
Any special loads (concentrated, nonuniform, uplift, axial, end moments, connection forces) or nonstandard web openings, extended ends, or profiles.
These requirements are mandated by § 2207.2 .

Manufacturer responsibilities and calculations

The joist manufacturer shall design joists and joist girders in accordance with SJI 100 or SJI 200 to meet the loads shown in the project documents. The RDP may require the manufacturer's design calculations; the manufacturer shall provide calculations and, when requested, a cover letter bearing the seal and signature of the manufacturer’s RDP (see § 2207.3) .
When designs or connections differ from SJI standards (e.g., flush framing, special splices, cantilevers, net uplift), the submittal must include the special bridging and connection design details (see § 2207.3) .

Shop/placement drawings and certification

Steel joist placement plans are required for field installation and must include the loads used for design, profiles for nonstandard joists, connection requirements (supports, splices, bridging attachments), deflection criteria when different from SJI, size/location of bridging and joist headers — see § 2207.4 .
At manufacture completion, the joist manufacturer must submit a certificate of compliance that states work was performed per the approved documents and SJI 100 or SJI 200 (see § 2207.5) .

Special inspection and quality assurance

Special inspection requirements for open‑web steel joists and joist girders are specified in CBC special inspection provisions; Table 1705.2.4 identifies required continuous or periodic special inspections (end connections, bridging, etc.) and references the SJI specifications listed in § 2207.1 (see § 1705.2.4 and Table 1705.2.4) .
Where manufacture/welding occurs, special inspection during manufacture and welding is required; inspected joists/joist girders should be marked/tagged by the approved agency (see § 1705.2.4.1) .

Project notes and OSHPD/DSA variations

Certain agencies (OSHPD/DSA) impose additional requirements — e.g., joist chord bracing requirements, submittal approvals, or limitations on deferred submittals — the CBC includes bracketed notes indicating those jurisdictional modifiers; check the applicable agency guidance in the CBC text (see § 2207.A.6 and related notes) .

Decision‑relevant summary table

Decision item	What the code requires	Code Reference
Controlling design standard	Joists/joist girders must be designed/manufactured per SJI 100 or SJI 200	§ 2207.1
Seismic design	Apply CBC seismic provisions where required	§ 2207.1.1
Documents — RDP	Indicate SJI designations, special loads, bridging, supports, deflection criteria	§ 2207.2
Manufacturer calculations	Manufacturer designs to SJI 100/200; provide calculations; sealed submittals on request	§ 2207.3
Placement plans	Provide joist placement plans with loads, profiles, connections, bridging and deflection info	§ 2207.4
Certification	Certificate of compliance from manufacturer after fabrication	§ 2207.5
Special inspection	End connections, bridging, fabrication/welding inspection per Table 1705.2.4	§ 1705.2.4 / Table 1705.2.4

Exceptions & special cases

The CBC does not remove the need to follow SJI tables and manufacturer limits — the code defers to SJI 100/200 for sizing, capacities and specific bridging details; where a project uses nonstandard profiles, enlarged web openings, extended ends, or nonstandard bridging, the RDP must show those special requirements on the documents and the manufacturer/RDP must provide supporting calculations (§ 2207.2 and § 2207.3) .
Special inspection during manufacture (and tagging of inspected joists) is required under the CBC special inspection rules; projects with jurisdictional oversight (OSHPD/DSA) have additional or modified submittal/approval rules noted in the code (see § 1705.2.4.1 and CBC bracketed agency notes) .
The CBC itself does not publish numeric span limits, bridging spacings, or capacity tables for joists — those numeric design values come from SJI 100/200 and the joist manufacturer; the CBC requires compliance with those standards and that project documents and submittals demonstrate compliance (§ 2207.1, § 2207.2, § 2207.3) .

Common mistakes

Failing to specify the SJI designation on construction documents (omitting the required SJI catalog/type per § 2207.2) .
Accepting joist shop drawings without verifying that manufacturer calculations were prepared in accordance with SJI 100/200 or without obtaining sealed calculations when requested by the RDP (§ 2207.3) .
Omitting bridging requirements or accepting “standard” bridging where the project requires nonstandard bridging — the RDP must show bridging when it differs from SJI standards (§ 2207.2, § 2207.3) .
Not engaging the required special inspection or not keeping the required tags/marks on inspected joists during fabrication and erection (see § 1705.2.4.1) .
Assuming CBC prescribes numeric member sizes or spans — the CBC delegates sizing to SJI standards and the manufacturer's design; do not invent sizes without SJI/manufacturer backing (§ 2207.1) .

Worked example — applying the rule

Scenario: New low‑rise commercial building uses open‑web joists to support a roof diaphragm. The design team intends to use standard SJI K‑series joists from a manufacturer.

What the CBC requires you to do (step‑by‑step) for compliance:

On the construction documents the RDP must state the SJI designation (e.g., “SJI K‑series, manufacturer X, designation Y”), list the governing loads and show any nonstandard conditions (extended ends, concentrated loads, uplift) that will affect joist selection — required by § 2207.2 .
The joist manufacturer must design the joists per SJI 100 or SJI 200 to meet the loads shown in the documents. If the RDP requests, the manufacturer must submit design calculations with a cover letter bearing the seal and signature of the manufacturer’s RDP (§ 2207.3) . (Note: the CBC does not provide the design table numbers or span charts — those come from SJI 100/200.)
Provide steel joist placement plans that show the loads used, profiles for any nonstandard joists, connection requirements (supports, splices, bridging), and deflection criteria where different from SJI (§ 2207.4) .
Arrange required special inspection per Table 1705.2.4: end connections and any bridging items called out in the table are subject to periodic/continuous inspection per that table; fabrication/welding may require inspection and marking of joists (§ 1705.2.4, 1705.2.4.1) .
After fabrication, obtain the manufacturer’s certificate of compliance that states the joists were manufactured in accordance with the approved documents and SJI 100/200 (§ 2207.5) .

If any of these steps are skipped (for example no sealed calculations when the RDP requested them, or no placement plan), the project will not meet the CBC requirements cited above; the enforcing agency will typically withhold approval until the submittals and inspections are complete.

Related provisions

Seismic provisions for steel in Chapter 22: § 2202.2 (seismic provisions that may apply where § 2207.1.1 references seismic design) .
Cold‑formed steel joists and framing rules: § 2206 (cold‑formed steel rules referenced elsewhere) .
Special inspections for open‑web joists: § 1705.2.4 and § 1705.2.4.1 (Table 1705.2.4) — inspection during manufacture and for end connections/bridging .
Drawings/seal requirements and certification: § 2207.4 and § 2207.5 (placement plans and manufacturer certificate) .
Structural frame provisions affecting joist connections and diaphragms: § 1616.2.2 (open‑web joist frames) .

Code references

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

CBC § 1.1 High 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.

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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:
1. 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.
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.
**2207.3 Calculations.
CBC § 1.5. High relevance — show source text
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.

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2207 A .4 Steel joist drawings. Steel joist placement plans shall be provided to show the steel joist products as specified on the approved construction documents and are to be utilized for field installation in accordance with specific project requirements as stated in Section 2207 A .2. Steel joist placement plans shall include, at a minimum, the following:
1. Listing of applicable loads as stated in Section 2207 A .2 and used in the design of the steel joists and joist girders as specified in the approved construction documents.
2. Profiles for joist and joist girder configurations that differ from those defined by SJI 100 or SJI 200.
3. Connection requirements for:
3.1. Joist supports. 3.2. Joist girder supports. 3.3. Field splices. 3.4. Bridging attachments. 4. Deflection criteria for joists and joist girder configurations that differ from those defined by SJI 100 or SJI 200. 5. Size, location and connections for bridging.
1. Joist headers.
California Building Code High relevance — show source text
|100 psf|1 hr
23 min|||7|1, 2|11/3| |F/C-4-RC-9|4″|4″ deep (4370 psi);1/4″ reinforcement bars
at 6″ pitch with3/4″ cover;1/4″ main rein-
forcement bars at 4″ pitch perpendicular
with1/2″ cover; 13′1″ span restrained.|150 psf|2 hrs|||7|1, 3|2| |F/C-4-RC-10|4″|4″ thick (5140 psi) deck;1/4″ reinforce-
ment bars at 71/2″ pitch with7/8″ cover;3/8″
main reinforcement bars at 33/4″ pitch
perpendicular with1/2″ cover; 13′1″ span
restrained.|140 psf|1 hr
16 min|||7|1, 5|11/4| |F/C-4-RC-11|4″|4″ thick (4000 psi) concrete deck;
3″ × 11/2″ × 4 lbs R.S.J.; 2′6″ C.R.S.; flush
with top surface; 4″ × 6″ x 13 SWG mesh
reinforcement 1″ from bottom of slab; 6′6″
span restrained.|150 psf|2 hrs|||7|1, 3|2| |F/C-4-RC-12|4″|4″ deep (2380 psi) concrete deck;
3″ × 11/2″ × 4 lbs R.S.J.; 2′6″ C.R.S.; flush
with top surface; 4″ × 6″ x 13 SWG mesh
reinforcement 1″ from bottom surface;
6′6″ span restrained.|150 psf|1 hr
3 min|||7|1, 2|1| |F/C-4-RC-13|41/2″|41/2″ thick (5200 psi) deck;1/4″ reinforce-
ment bars at 71/4″ pitch with7/8″ cover;3/8″
main reinforcement bars at 33/4″ pitch
perpendicular with1/2″ cover; 13′1″ span
restrained.|140 psf|2 hrs|||7|1, 3|2| |F/C-4-RC-14|41/2″|41/2″ deep (2525 psi) concrete deck;1/4″
reinforcement bars at 71/2″ pitch with7/8″
cover;3/8″ main reinforcement bars at
33/8″ pitch perpendicular with1/2″ cover;
13′1″ span restrained.|150 psf|42 min|||7|1, 5|2/3| |F/C-4-RC-15|41/2″|41/2″ deep (4830 psi) concrete deck;
11/2″ × No.
CBC § 2.1. High relevance — show source text
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.

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2207 A .4 Steel joist drawings. Steel joist placement plans shall be provided to show the steel joist products as specified on the approved construction documents and are to be utilized for field installation in accordance with specific project requirements as stated in Section 2207 A .2. Steel joist placement plans shall include, at a minimum, the following:
1. Listing of applicable loads as stated in Section 2207 A .2 and used in the design of the steel joists and joist girders as specified in the approved construction documents.
2. Profiles for joist and joist girder configurations that differ from those defined by SJI 100 or SJI 200.
3. Connection requirements for:
3.1. Joist supports. 3.2. Joist girder supports. 3.3. Field splices. 3.4. Bridging attachments. 4. Deflection criteria for joists and joist girder configurations that differ from those defined by SJI 100 or SJI 200. 5. Size, location and connections for bridging.
1. Joist headers.
2207A.4.1 Design approval. [DSA-SS] Joist and joist girder design calculations and profiles with member sizes and connection details, and joist placement plans shall be provided to the enforcement agency and approved prior to joist fabrication, in accordance with the California Administrative Code (Title 24, Part 1). Joist and joist girder design calculations and profiles with member sizes and connection details shall bear the signature and stamp or seal of the registered engineer or licensed architect responsible for the joist design. Alterations to the approved joist and joist girder design calculations and profiles with member sizes and connection details, or to fabricated joists are subject to the approval of the enforcement agency.

2207 A .5 Certification. At completion of manufacture, the steel joist manufacturer shall submit a certificate of compliance to the owner or the owner’s authorized agent for submittal to the building official as specified in Section 1704.5 stating that work was performed in accordance with approved construction documents and with SJI 100 or SJI 200, as applicable.

2207A.6 Joist chord bracing. The chords of all joists shall be laterally supported at all points where the chords change direction.

SECTION 2208 A —STEEL DECK

2208 A .1 Steel decks. The design and construction of cold-formed steel floor and roof decks and composite slabs of concrete and steel deck shall be in accordance with SDI SD. The design of cold-formed steel diaphragms shall be in accordance with additional provisions of AISI S310, as applicable. The base material thickness of steel deck shall not be less than 0.0359 inch (0.9 mm) (20 gage).

CBC § 1705.2.2 High relevance — show source text

Notes: [OSHPD 1R, 2 & 5]

1. Quality assurance requirements in AISC 360, AISC 341, AISC 358, AISO 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 22 requires the steel fabrication and erection, including quality control, to be in accordance with the AISC 360, AISC 341, AISC 358, AISI S240, SDI QA/QC and AISC 370.

1705.2.2 Structural stainless steel. Special inspections and nondestructive testing of structural stainless steel elements in buildings and portions thereof shall be in accordance with the quality assurance inspection requirements of AISC 370. [OSHPD 1R, 2 & 5] and this code.

[OSHPD 1R, 2 & 5] The following provisions of AISC 370, Chapter N are not permitted: 1. N5, Item 3. (Coordinated Inspection). 2. N6 (Approved Fabricators and Erectors).

1705.2.3 Cold-formed steel deck. Special inspections and qualification of welding special inspectors for cold-formed steel floor and roof deck shall be in accordance with the quality assurance inspection requirements of SDI QA/QC. [OSHPD 1R, 2 & 5] and this code.

[OSHPD 1R, 2 & 5] SDI QA/QC Section D3 (Coordinated Inspection) is not permitted.

1705.2.4 Open-web steel joists and joist girders. Special inspections of open-web steel joists and joist girders in buildings, structures and portions thereof shall be in accordance with Table 1705.2.4.

TABLE 1705.2.4—REQUIRED SPECIAL INSPECTIONS OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS	Col2	Col3	Col4
TYPE	CONTINUOUS SPECIAL INSPECTION	PERIODIC SPECIAL INSPECTION	REFERENCED STANDARDa
1. Installation of open-web steel joists and joist girders.	1. Installation of open-web steel joists and joist girders.	1. Installation of open-web steel joists and joist girders.
a. End connections – welding or bolted.	—	X	SJI specifications listed in Section 2207.1.
b. Bridging – horizontal or diagonal.	—	—	—
1. Standard bridging.	—	X	SJI specifications listed in Section 2207.1.
2. Bridging that differs from the SJI specifications listed in Section 2207.1.	—	X	—
a. Where applicable, see Section 1705.13.	a. Where applicable, see Section 1705.13.	a. Where applicable, see Section 1705.13.	a. Where applicable, see Section 1705.13.

CBC § 1609.3.1. High relevance — show source text
Horizontal battens are required for slopes over 7:12.
e. Perimeter fastening areas include three tile courses but not less than 36 inches from either side of hips or ridges and edges of eaves and_gable_ rakes.
f._ Vasd_ shall be determined in accordance with Section 1609.3.1.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 4.882 kg/m2.
a. Minimum fastener size. Corrosion-resistant nails not less than No. 11 gage with5/16-inch head. Fasteners shall be long enough to penetrate into the sheathing3/4 inch or
through the thickness of the sheathing, whichever is less. Attaching wire for clay and concrete tile shall not be smaller than 0.083 inch.
b. Snow areas. Not fewer than two fasteners per tile are required or battens and one fastener.
c. Roof slopes greater than 24:12. The nose of all tiles shall be securely fastened.
d. Horizontal battens. Battens shall be not less than 1 inch by 2 inches nominal. Provisions shall be made for drainage by a riser of not less than1/8 inch at each nail or by 4-foot-
long battens with not less than a1/2-inch separation between battens. Horizontal battens are required for slopes over 7:12.
e. Perimeter fastening areas include three tile courses but not less than 36 inches from either side of hips or ridges and edges of eaves and_gable_ rakes.
f._ Vasd_ shall be determined in accordance with Section 1609.3.1.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square foot = 4.882 kg/m2.
a. Minimum fastener size. Corrosion-resistant nails not less than No. 11 gage with5/16-inch head. Fasteners shall be long enough to penetrate into the sheathing3/4 inch or
through the thickness of the sheathing, whichever is less. Attaching wire for clay and concrete tile shall not be smaller than 0.083 inch.
b. Snow areas. Not fewer than two fasteners per tile are required or battens and one fastener.
c. Roof slopes greater than 24:12. The nose of all tiles shall be securely fastened.
d. Horizontal battens. Battens shall be not less than 1 inch by 2 inches nominal. Provisions shall be made for drainage by a riser of not less than1/8 inch at each nail or by 4-foot-
long battens with not less than a1/2-inch separation between battens. Horizontal battens are required for slopes over 7:12.
e.

CBC § 1705.2.4 High relevance — show source text

TABLE 1705.2.4—REQUIRED SPECIAL INSPECTIONS OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS	Col2	Col3	Col4
TYPE	CONTINUOUS SPECIAL INSPECTION	PERIODIC SPECIAL INSPECTION	REFERENCED STANDARDa
1. Installation of open-web steel joists and joist girders.	1. Installation of open-web steel joists and joist girders.	1. Installation of open-web steel joists and joist girders.
a. End connections – welding or bolted.	—	X	SJI specifications listed in Section 2207.1.
b. Bridging – horizontal or diagonal.	—	—	—
1. Standard bridging.	—	X	SJI specifications listed in Section 2207.1.
2. Bridging that differs from the SJI specifications listed in Section 2207.1.	—	X	—
a. Where applicable, see Section 1705.13.	a. Where applicable, see Section 1705.13.	a. Where applicable, see Section 1705.13.	a. Where applicable, see Section 1705.13.

1705.2.4.1 Steel joist and joist girder inspection. [OSHPD 1R, 2 & 5] Special inspection is required during the manufacture and welding of steel joists or joist girders. The approved agency shall verify that proper quality control procedures and tests have been employed for all materials and the manufacturing process, and shall perform visual inspection of the finished product. The approved agency shall place a distinguishing mark, and/or tag with this distinguishing mark, on each inspected joist or joist girder. This mark or tag shall remain on the joist or joist girder throughout the job site receiving and erection

process.

1705.2.5 Cold-formed steel trusses spanning 60 feet or greater. Where a cold-formed steel truss clear span is 60 feet (18 288 mm) or greater, the special inspector shall verify that the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing are installed in accordance with the approved truss submittal package.

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CBC § 1705A.2.1 High relevance — show source text

Additionally, the applicable portions in Table 1705A.2.1 of the California Building Code shall apply.

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SPECIAL INSPECTIONS AND TESTS

1705 A .2.4 Open-web steel joists and joist girders. Special inspections of open-web steel joists and joist girders in buildings, structures and portions thereof shall be in accordance with Table 1705 A .2.4.

TABLE 1705A.2.4—REQUIRED SPECIAL INSPECTIONS OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS	Col2	Col3	Col4
*TYPE*	*CONTINUOUS SPECIAL* *INSPECTION*	*PERIODIC SPECIAL* *INSPECTION*	REFERENCED STANDARDa
1. Installation of open-web steel joists and joist girders.	1. Installation of open-web steel joists and joist girders.	1. Installation of open-web steel joists and joist girders.
a. End connections – welding or bolted.	—	X	SJI specifications listed in Section 2207_A_.1.
b. Bridging – horizontal or diagonal.	—	—	—
1. Standard bridging.	—	X	SJI specifications listed in Section 2207_A_.1.
2. Bridging that differs from the SJI specifications listed in Section 2207_A_.1.	—	X	—
a. Where applicable, see Section 1705_A_.13.	a. Where applicable, see Section 1705_A_.13.	a. Where applicable, see Section 1705_A_.13.	a. Where applicable, see Section 1705_A_.13.

1705A.2.4.1 Steel joist and joist girder inspection. Special inspection is required during the manufacture and welding of steel joists or joist girders. The approved agency shall verify that proper quality control procedures and tests have been employed for all materials and the manufacturing process, and shall perform visual inspection of the finished product. The approved agency shall place a distinguishing mark, and/or tag with this distinguishing mark, on each inspected joist or joist girder. This mark or tag shall remain on the joist or joist girder throughout the job site receiving and erection process.

1705 A .2.5 Cold-formed steel trusses spanning 60 feet or greater. Where a cold-formed steel truss clear span is 60 feet (18 288 mm) or greater, the special inspector shall verify that the temporary installation restraint/bracing and the permanent individual truss member restraint/bracing are installed in accordance with the approved truss submittal package.

CBC § 1.3.1 High relevance — show source text
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.

2206 A .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 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 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:
CBC § 12-7 High relevance — show source text
For reinforced or prestressed concrete structural members, thermocouples shall be located on each of the tension reinforcing elements unless there are more than eight elements, in which case thermocouples shall be placed on eight elements of selected in such a manner as to obtain representative temperatures of all the elements. For designs employing trusses or open-web steel joists, four thermocouples shall preferably be placed at mid-span of each truss or joist, two on the bottom chord, one at the middle of the web element and one on the bottom of the top chord with locations

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FIRE-RESISTIVE STANDARDS

selected in such a manner as to obtain representative temperatures of all the elements, provided, however, that no more than four joists need to be so instrumented. For designs employing combustible framing, three or more thermocouples shall be placed approximately at mid-span on three or more framing members and so located as to obtain representative temperatures on the soffits of the framing members.

(d) Conditions of acceptance. In obtaining an assembly classification, the following conditions shall be met:
1. The construction shall have sustained the applied load during the fire endurance test without passage of flame or gases hot enough to ignite conditioned cotton waste for a period at least equal to that for which classification is desired.
Note: Cotton waste shall be conditioned by drying in an oven at a temperature of 120°F (49°C) for a period of not less than 1 hour prior to the test. 2. The transmission of heat through the construction during the fire endurance test shall not have been such as to raise the average temperature of the thermocouples on its unexposed surface more than 150°F (139°C) above its initial temperature. 3. Structural failure, deflection or sagging of the structural elements of the test specimen or any portion of the structural elements in excess of 12 inches (305 mm) shall be judged as the end of the fire endurance period. 4. For assemblies employing steel structural members, including decks designed as structural diaphragms the transmission of heat through the protection during the period of fire endurance for which classification is desired does not raise the temperature at any location on the member above 1200°F (649°C), nor the average of the thermocouples at any section above 1000°F (538°C). 5. For assemblies employing multiple open web steel joists [spaced less than 48 inches (1219 mm) on center], the transmission of heat through the protection during the period of fire endurance for which classification is desired does not raise the average of all thermocouples in all joists above 1000°F (538°C). 6. For assemblies employing concrete structural members, the transmission of heat through the cover to the steel during the period for which classification is desired does not raise the average temperature of the thermocouples at any section on the steel above 800°F (426°C) for cold drawn prestressing steel or 1000°F (538°C) for reinforcing steel.

(e) Reports of results. The fire endurance shall be reported for the floor or roof assembly as tested, and a different fire endurance classification from that of the assembly for structural members shall not be recorded without reference to Section 12-7-110 (f) and (g).
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

Frequently asked questions

Who decides whether joist calculations must be submitted under seal?

The registered design professional may require the manufacturer’s joist calculations and, when requested, the manufacturer must submit calculations with the seal and signature of the manufacturer’s RDP (see § 2207.3) .

Does the CBC publish joist span tables or sizes?

No. The CBC requires compliance with SJI 100 or SJI 200 for sizing and capacities; numeric span tables come from those SJI standards and the joist manufacturer, not the CBC itself (see § 2207.1) .

Are joist bridging and end connections inspected?

Yes. Table 1705.2.4 identifies required special inspections for open‑web joists and joist girders (end connections and bridging are included) and fabrication/welding inspection is required during manufacture per § 1705.2.4.1 .

What must be on the steel joist placement plans?

At minimum the placement plans must list the loads used in design, profiles for nonstandard configurations, connection requirements (supports, splices, bridging attachments), deflection criteria if different from SJI, and size/location of bridging and joist headers (§ 2207.4) .

Is a manufacturer certificate required after fabrication?

Yes. The manufacturer must submit a certificate of compliance at completion of manufacture stating work was performed per the approved documents and SJI 100 or SJI 200 (see § 2207.5) .

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