CODES

ADOPTS WITH AMENDMENTS:

International Building Code 2018 (IBC 2018)

Heads up: There are no suggested sections in this chapter.
Heads up: There are no amended sections in this chapter.

Chapter 22 Steel

AMENDMENT
This section has been amended at the state or city level.
CALIFORNIA BUILDING CODE — MATRIX ADOPTION TABLE
CHAPTER 22 — STEEL

(Matrix Adoption Tables are nonregulatory, intended only as an aid to the code user.
See Chapter 1 for state agency authority and building applications.)
Adopting agency BSC BSC-CG SFM HCD DSA OSHPD BSCC DPH AGR DWR CEC CA SL SLC
1 2 1/AC AC SS SS/CC 1 1R 2 3 4 5
Adopt entire chapter X X X X X
Adopt entire chapter as amended (amended sections listed below) X X X
Adopt only those sections that are listed below
Chapter / Section
2201.1.1
X X X X
2201.1.2 X X X X
2201.1.3 X
2201.1.4 X X X X
2212 X
2204.1.1 X X X
2204.4 X X X
2205.1 X X X
2205.2.1.2 X X X
2205.3 X X X
2205.4 X X X
2206.2.1 X X X
2207.4 X X X
2207.6 X X X
2208.1 X X X
2210.1.1.2 X X X
2210.2 X X X
2211.1.1.2 X X X
2211.1.3 X X X
2211.2 X X X
2213 X X X
The state agency does not adopt sections identified with the following symbol:
The Office of the State Fire Marshal's adoption of this chapter or individual sections is applicable to structures regulated by other state agencies pursuant to Section 1.11.


User notes:

About this chapter: Chapter 22 provides the minimum requirements for the design and construction of structural steel (including composite construction), cold-formed steel, steel joists, steel cable structures and steel storage racks. This chapter specifies appropriate design and construction standards for these types of structures. It also provides a road map of the applicable technical requirements for steel structures. Chapter 22 requires that the design and use of steel structures and components be in accordance with the applicable specifications and standards of the American Institute of Steel Construction, the American Iron and Steel Institute, the Steel Joist Institute and the American Society of Civil Engineers.

Code development reminder: Code change proposals to this chapter will be considered by the IBC—Structural Code Development Committee during the 2019 (Group B) Code Development Cycle. See explanation on page ix.


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

2201.1.1 Application

AMENDMENT
This section has been amended at the state or city level.
[DSA-SS/CC, OSHPD] The scope of application of Chapter 22 is as follows:
  1. Office of Statewide Health Planning and Development (OSHPD).

    Buildings removed from general acute care service, skilled nursing facility buildings, intermediate care facility buildings and acute psychiatric hospital buildings regulated by OSHPD. Applications 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

AMENDMENT
This section has been amended at the state or city level.
[DSA-SS/CC, OSHPD] DSA-SS, DSA-SS/CC, 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 adopting agency, as follows:
  1. Office of Statewide Health Planning and Development:

    [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. Division of the State Architect - Structural Safety/Community Colleges:

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

2201.1.3 Reference to Other Chapters

AMENDMENT
This section has been amended at the state or city level.
[DSA-SS/CC] Where reference within this chapter is made to sections in Chapter 17, the provisions in Chapter 17A shall apply instead.

2201.1.4 Amendments

AMENDMENT
This section has been amended at the state or city level.
[DSA-SS/CC, OSHPD] See Section 2212 for additional requirements.

[OSHPD 1R, 2 & 5] See Section 2213 for additional requirements.
Identification of structural steel elements shall be in accordance with AISC 360. Identification of cold-formed steel members shall be in accordance with AISI S100. Identification of cold-formed steel light-frame construction shall also comply with the requirements contained in AISI S240 or AISI S220, as applicable. Other steel furnished for structural load-carrying purposes shall be properly 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.

2203.1 General

AMENDMENT
This section has been amended at the state or city level.
Painting of structural steel elements shall be in accordance with AISC 360. Painting of open-web steel joists and joist girders shall be in accordance with SJI 200100 and SJI 100200. Individual structural members and assembled panels of cold-formed steel construction shall be protected against corrosion in accordance with the requirements contained in AISI S100. Protection of cold-formed steel light-frame construction shall be in accordance with AISI S240 or AISI S220, as applicable.
The details of design, workmanship and technique for welding and qualification of welding personnel shall be in accordance with the specifications listed in Sections 2205, 2206, 2207, 2208, 2210 and 2211. For special inspection of welding, see Section 1705.2.

2204.1.1 Restrained Welded Connections

AMENDMENT
This section has been amended at the state or city level.
[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°F (66°C). Welded structural steel connections with welds to flange, web, wall or plate having a high level of restraint shall maintain a post-heat temperature of 300°F (149°C) for a minimum of 1 hour after completion of welding.
The design, installation and inspection of bolts shall be in accordance with the requirements of Sections 2205, 2206, 2207, 2210 and 2211. For special inspection of the installation of high-strength bolts, see Section 1705.2.
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 threads on the bolts.

2204.4 Column Base Plate

AMENDMENT
This section has been amended at the state or city level.
[OSHPD 1R, 2 & 5] When shear and / or tensile forces are intended to be transferred between column base plates and anchor bolts, provisions shall be made in the design to eliminate the effects of oversized holes permitted in base plates by AISC 360 by use of shear lugs into the reinforced concrete foundation element and/or welded shear transfer plates or other means acceptable to the enforcement agency, when the oversized holes are larger than the anchor bolt by more than 1/8 inch (3.2 mm). When welded shear transfer plates and shear lugs or other means acceptable to the enforcement agency are not used, the anchor bolts shall be checked for the induced bending stresses in combination with the shear stresses.

2205.1 General

AMENDMENT
This section has been amended at the state or city level.
The design, fabrication and erection of structural steel elements in buildings, structures and portions thereof shall be in accordance with AISC 360.

Exceptions: [OSHPD 1R, 2 & 5]
  1. For members designed on the basis of 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 on the basis of compression, the slenderness ratio (KL/r) shall not exceed 200, except for the design of hangers and bracing in accordance with NFPA 13.
Where required, the seismic design, fabrication and erection of buildings, structures and portions thereof shall be in accordance with Section 2205.2.1 or 2205.2.2, as applicable.
The design, detailing, fabrication and erection of structural steel seismic force-resisting systems shall be in accordance with the provisions of Section 2205.2.1.1 or 2205.2.1.2, as applicable.

Structures assigned to Seismic Design Category B or C shall be of any construction permitted in Section 2205. Where a response modification coefficient, R, in accordance with ASCE 7, Table 12.2-1, is used for the design of structures assigned to Seismic Design Category B or C, the structures shall be designed and detailed in accordance with the requirements of AISC 341.

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 AISC 360, and need not be designed and detailed in accordance with AISC 341.

2205.2.1.2 Seismic Design Category D, E or F

AMENDMENT
This section has been amended at the state or city level.
Structures assigned to Seismic Design Category D, E or F shall be designed and detailed in accordance with AISC 341, except as permitted in ASCE 7, Table 15.4-1. [OSHPD 1R, 2 & 5] All structural steel seismic forceresisting systems in ASCE 7 Table 15.4-1 shall be designed in accordance with AISC 341.

The design, detailing, fabrication and erection of structural steel elements in seismic force-resisting systems other than those covered in Section 2205.2.1, including struts, collectors, chords and foundation elements, shall be in accordance with AISC 341 where either of the following applies:

  1. The structure is assigned to Seismic Design Category D, E or F, except as permitted in ASCE 7, Table 15.4-1.
  2. A response modification coefficient, R, greater than 3 in accordance with ASCE 7, Table 12.2-1, is used for the design of the structure assigned to Seismic Design Category B or C.

2205.3 Modifications to AISC 341

AMENDMENT
This section has been amended at the state or city level.
[OSHPD 1R, 2 & 5]

2205.3.1 Section A4

AMENDMENT
This section has been amended at the state or city level.
Replace Section A4.1 Item (c) as follows:
  1. (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. 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.

2205.3.2 Section I2

AMENDMENT
This section has been amended at the state or city level.
Replace Section I2.1 item (d) as follows:
  1. (d) Decking attachments that penetrate the beam flange shall not be placed on beam flanges within the protected zone, except power-actuated fasteners up to 0.18 in. diameter are permitted, provided that the penetration is less than 85% of beam flange thickness.

2205.4 Modifications to AISC 358

AMENDMENT
This section has been amended at the state or city level.
[OSHPD 1R, 2 & 5]
The prequalified bolted moment connections are not permitted in buildings.

Exceptions:
  1. Erection bolts are permitted.
  2. The approved moment connection in accordance with AISC 358 Chapter 10 as permitted by the exception to Section 2206.2.
  3. Single-story Type V skilled nursing or intermediate care facilities utilizing wood-frame or lightsteel- frame construction.

2205.4.2 Moment Connection - Chapter 11

AMENDMENT
This section has been amended at the state or city level.
The welded sideplate steel moment connection shall be permitted provided:
  1. The beams shall consist of either rolled or built-up wide flange sections.
  2. The biaxial dual-strong axis and column minor axis configurations of the moment connection shall be considered as an alternative system.
  3. For SMF and IMF systems, U-shaped cover plates shall be used and the hinge-to-hinge span to beam depth, Lh/d, shall be greater than or equal to 5.
  4. The width-to-thickness ratios for beam flanges shall not be less than 3.
  5. The spacing for lateral bracing of wide flange beams, Lb, shall include the length of the side plate at beam ends.
  6. The extension of the side plates beyond the face of the column shall be within the range of 0.77d to 1.0d.
  7. The gap-to-side plate thickness ratio shall range from 2.1 to 2.3.
  8. Demand critical fillet welds {2}, {5}, {5a} and {7} shall have Magnetic Particle Testing (MT) in accordance with AWS D1.1 for procedure, technique and acceptance. Inspect the beginning and end of these welds for a 6-inch length, plus any location along the length of the weld where a start and restart is visually noted for a distance of 6 inches on either side of the start/stop location.
Systems of structural steel elements acting compositely with reinforced concrete shall be designed in accordance with AISC 360 and ACI 318, excluding ACI 318 Chapter 14.
Where required, the seismic design, fabrication and erection of composite steel and concrete systems shall be in accordance with Section 2206.2.1.

2206.2.1 Seismic Requirements for Composite Structural Steel and Concrete Construction

AMENDMENT
This section has been amended at the state or city level.
Where a response modification coefficient, R, in accordance with ASCE 7, Table 12.2-1, is used for the design of systems of structural steel acting compositely with reinforced concrete, the structures shall be designed and detailed in accordance with the requirements of AISC 341.

[OSHPD 1R, 2 & 5] Seismic requirements for composite structural steel and concrete construction shall be considered as an alternative system.

Exception:

Steel and concrete composite special moment frame with the approved moment connection in accordance with AISC 358 Chapter 10 shall be permitted provided:
  1. Beams are provided with Reduced Beam Sections (RBS);
  2. Web extension to beam web two-sided fillet welds are sized to develop expected strength of the beam web and shall not be less than a 1/4 inch fillet weld; and
  3. The built-up box column wall thickness shall not be less than 1.25 inches and the HSS column wall thickness shall not be less than 1/2 inch.

2207.1 General

AMENDMENT
This section has been amended at the state or city level.
The design, manufacture and use of open-web steel joists and joist girders shall be in accordance with either SJI 200 or100 and SJI 100200, as applicable.
Where required, the seismic design of buildings shall be in accordance with the additional provisions of Section 2205.2 or 2211.1.1.

The registered design professional shall indicate on the construction documents the steel joist and steel joist girder designations from the specifications listed in Section 2207.1; and shall indicate the requirements for joist and joist girder design, layout, end supports, anchorage, bridging design that differs from the SJI specifications listed in Section 2207.1, 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. 1.1. Concentrated loads.
    2. 1.2. Nonuniform loads.
    3. 1.3. Net uplift loads.
    4. 1.4. Axial loads.
    5. 1.5. End moments.
    6. 1.6. Connection forces.
  2. Special considerations including:

    1. 2.1. Profiles for joist and joist girder configurations that differ from those defined by the SJI specifications listed in Section 2207.1.
    2. 2.2. Oversized or other nonstandard web openings.
    3. 2.3. Extended ends.
  3. Live and total load deflection criteria for joists and joist girder configurations that differ from those defined by the SJI specifications listed in Section 2207.1.

The steel joist and joist girder manufacturer shall design the steel joists and steel joist girders in accordance with the SJI specifications listed in Section 2207.1 to support the load requirements of Section 2207.2. 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 the SJI specifications listed in Section 2207.1, such as cantilevered conditions and net uplift.
  2. Connection design for:

    1. 2.1. Connections that differ from the SJI specifications listed in Section 2207.1, such as flush-framed or framed connections.
    2. 2.2. Field splices.
    3. 2.3. Joist headers.

2207.4 Steel Joist Drawings

AMENDMENT
This section has been amended at the state or city level.

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 2207.2. Steel joist placement plans shall include, at a minimum, the following:

  1. Listing of applicable loads as stated in Section 2207.2 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 the SJI specifications listed in Section 2207.1.
  3. Connection requirements for:

    1. 3.1. Joist supports.
    2. 3.2. Joist girder supports.
    3. 3.3. Field splices.
    4. 3.4. Bridging attachments.
  4. Live and total load deflection criteria for joists and joist girder configurations that differ from those defined by the SJI specifications listed in Section 2207.1.
  5. Size, location and connections for bridging.
  6. Joist headers.

     Steel joist placement plans do not require the seal and signature of the joist manufacturer's registered design professional. [OSHPD 1R, 2 & 5] Not permitted by OSHPD.

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 specifications listed in Section 2207.1.

2207.6 Joist Chord Bracing

AMENDMENT
This section has been amended at the state or city level.
[OSHPD 1R, 2 & 5] The chords of all joists shall be laterally supported at all points where the chords change direction.

2208.1 General

AMENDMENT
This section has been amended at the state or city level.
The design, fabrication and erection including related connections, and protective coatings of steel cables for buildings shall be in accordance with ASCE 19. [OSHPD 1R, 2 & 5] Steel cables with glass or polymer fabric material acting as a tensile membrane structure is an alternative system.
The design, testing and utilization of storage racks made of cold-formed or hot-rolled steel structural members shall be in accordance with RMI ANSI/MH 16.1. Where required by ASCE 7, the seismic design of storage racks shall be in accordance with Section 15.5.3 of ASCE 7.
The design, testing, and utilization of cantilevered storage racks made of cold-formed or hot-rolled steel structural members shall be in accordance with RMI ANSI/MH 16.3. Where required by ASCE 7, the seismic design of cantilevered steel storage racks shall be in accordance with Section 15.5.3 of ASCE 7.

2210.1 General

AMENDMENT
This section has been amended at the state or city level.
The design of cold-formed carbon and low-alloy steel structural members shall be in accordance with AISI S100. The design of cold-formed stainless-steel structural members shall be in accordance with ASCE 8. Cold-formed steel light-frame construction shall comply with Section 2211. Where required, the seismic design of cold-formed steel structures shall be in accordance with the additional provisions of Section 2210.2.

[OSHPD 1R, 2 & 5] Modify AISI S100 Chapter J (Connections and Joints, Section J7.2) by the following: Power-actuated fastener allowable design strength shall not exceed that permitted in the evaluation report qualified by ICC AC 70 or ASCE 7 Section 13.4.5.
The design and construction of cold-formed steel decks shall be in accordance with this section.
Noncomposite steel floor decks shall be permitted to be designed and constructed in accordance with ANSI/SDI-NC1.0.

2210.1.1.2 Steel Roof Deck

AMENDMENT
This section has been amended at the state or city level.
Steel roof decks shall be permitted to be designed and constructed in accordance with ANSI/SDI-RD1.0. [OSHPD 1R, 2 & 5] The base material thickness of the steel deck shall not be less than 0.0359 inch (0.9 mm) (20 gage).

Exception: For single-story, nonbuilding structures similar to buildings, the minimum deck thickness need not apply if the steel roof deck is not being used as the diaphragm and there are no suspended hangers or bracing for nonstructural components attached to the deck.
Composite slabs of concrete and steel deck shall be permitted to be designed and constructed in accordance with SDI-C.

2210.2 Seismic Requirements for Cold-Formed Steel Structures

AMENDMENT
This section has been amended at the state or city level.
Where a response modification coefficient, R, in accordance with ASCE 7, Table 12.2-1, is used for the design of cold-formed steel structures, the structures shall be designed and detailed in accordance with the requirements of AISI S100, ASCE 8, or, for cold-formed steel special-bolted moment frames, AISI S400. [OSHPD 1R, 2 & 5] Cold-formed steel structures shall be designed and detailed in accordance with the requirements of AISI S100 and AISI S400. Cold-formed steel special bolted moment frames are not permitted by OSHPD.

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 2211.1.1 through 2211.1.3, 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.
The design of cold-formed steel light-frame construction to resist seismic forces shall be in accordance with the provisions of Section 2211.1.1.1 or 2211.1.1.2, as applicable.

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.

2211.1.1.2 Seismic Design Categories D Through F

AMENDMENT
This section has been amended at the state or city level.
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.
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.

2211.1.3 Truss Design

AMENDMENT
This section has been amended at the state or city level.
Cold-formed steel trusses shall comply with the additional provisions of Sections 2211.1.3.1. through 2211.1.3.3.

[OSHPD 1R, 2 & 5] Complete engineering analysis and truss design drawings shall accompany the construction documents submitted 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.
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.
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.
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.

2211.2 Nonstructural Members

AMENDMENT
This section has been amended at the state or city level.
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.

Section 2212 Additional Requirements for Community Colleges [DSA-SS/CC]

AMENDMENT
This section has been amended at the state or city level.

2212.1 Connections

AMENDMENT
This section has been amended at the state or city level.

2212.1.1 Column Base Plate

AMENDMENT
This section has been amended at the state or city level.
When shear and/or tensile forces are intended to be transferred between column base plates and anchor bolts, provisions shall be made in the design to eliminate the effects of oversized holes permitted in base plates by AISC 360 by use of shear lugs into the reinforced concrete foundation element and/or welded shear transfer plates or other means acceptable to the enforcement agency, when the oversized holes are larger than the anchor bolt by more than 1/8 inch (3.2 mm). When welded shear transfer plates and shear lugs or other means acceptable to the enforcement agency are not used, the anchor bolts shall be checked for the induced bending stresses in combination with the shear stresses.

2212.2 Modifications to AISC 341

AMENDMENT
This section has been amended at the state or city level.

2212.2.1 Section B5

AMENDMENT
This section has been amended at the state or city level.
Modify Section B5.2(a) as follows:
  1. The forces specified in this section need not be applied to the diagonal members of the truss diaphragms and their connections, where each diagonal bracing member resists no more than 30 percent of the diaphragm shear at each line of resistance and where these members and connections conform to the requirements of Sections F2.4a, F2.5a, F2.5b and F2.6c. Braces in K- or V- configurations and braces supporting gravity loads other than self-weight are not permitted under this exception.

2212.2.2 Section D2

AMENDMENT
This section has been amended at the state or city level.
Modify Section D2.6c(b)(2) as follows:
  1. (2) the moment calculated using the load combinations of the applicable building code, including the amplified seismic load, provided the connection or other mechanism within the column base is designed to have the ductility necessary to accommodate the column base rotation resulting from the design story drift.

2212.3 Seismic Requirements for Composite Structural Steel and Concrete Construction

AMENDMENT
This section has been amended at the state or city level.
In addition to the requirements of Section 2206.2, steel and concrete composite special moment frame with the approved moment connections in accordance with AISC 358 Chapter 10 shall be permitted provided:
  1. Beams are provided with reduced beam sections (RBS);
  2. Web extension to beam web two-sided fillet welds are sized to develop expected strength of the beam web and shall not be less than a 1/4-inch fillet weld; and
  3. The built-up box column wall thickness shall not be less than 1.25 inches and the HSS column wall thickness shall not be less than 1/2 inch.

2212.4 Steel Joists

AMENDMENT
This section has been amended at the state or city level.

2212.4.1 Design Approval

AMENDMENT
This section has been amended at the state or city level.
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 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.

2212.4.2 Joist Chord Bracing

AMENDMENT
This section has been amended at the state or city level.
The chords of all joists shall be laterally supported at all points where the chords change direction.

2212.5 Cold-Formed Steel Light-Frame Construction

AMENDMENT
This section has been amended at the state or city level.

2212.5.1 Trusses

AMENDMENT
This section has been amended at the state or city level.

2212.5.1.1 Analysis Submittals

AMENDMENT
This section has been amended at the state or city level.
Complete engineering analysis and truss design drawings shall accompany the construction documents submitted 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.

2212.5.1.2 Deferred Submittals

AMENDMENT
This section has been amended at the state or city level.
Deferred submittal per Section I1.4.2 of AISI 202 is not permitted by DSA-SS/CC.

2212.5.2 Anchorage for Shear

AMENDMENT
This section has been amended at the state or city level.
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.

2212.5.3 Limitations on Shear Wall Assemblies

AMENDMENT
This section has been amended at the state or city level.
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 or structures assigned to Occupancy Category II, III, IV, or buildings designed to be relocatable.

2212.6 Testing

AMENDMENT
This section has been amended at the state or city level.

2212.6.1 Tests of High-Strength Bolts, Nuts and Washers

AMENDMENT
This section has been amended at the state or city level.
High-strength bolts, nuts and washers shall be sampled and tested by an approved independent testing laboratory for conformance with the requirements of Section 2205.

2212.6.2 Tests of End-Welded Studs

AMENDMENT
This section has been amended at the state or city level.
End-welded studs shall be sampled and tested in accordance with the requirements of the AWS D1.1.

Section 2213 Testing and Field Verification [OSHPD 1R, 2 & 5]

AMENDMENT
This section has been amended at the state or city level.

2213.1 Tests of High-Strength Bolts, Nuts and Washers

AMENDMENT
This section has been amended at the state or city level.
High-strength bolts, nuts and washers shall be sampled and tested by an approved agency for conformance with the requirements of applicable ASTM standards.

     A minimum of nine samples per lot, as defined in the ASTM standards for bolts [not nuts and washers], shall be tested for tensile properties in accordance with ASTM F606, but need not exceed three samples per 400 bolts.

2213.2 Tests of End-Welded Studs

AMENDMENT
This section has been amended at the state or city level.
End-welded studs shall be tested in accordance with the requirements of the AWS D1.1, Sections 7.7 and 7.8.
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