2215 Additional Requirements for Community Colleges [DSA-Ss/Cc] — 2025 California Building Code

2215.1.1 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.

2215.2.1 Section B5. Modify exception of Section B5.2(a) as follows:

Exception: The forces specified in this section need not be applied to truss diaphragms designed as a part of a three-dimensional system in which the seismic force-resisting system types consist of ordinary moment frames, ordinary concentrically braced frames, ordinary cantilever column systems, special cantilever column systems, or combinations thereof, and where each diagonal bracing member resists no more than 30 percent of the diaphragm shear at each line of resistance and where the truss diagonal members conform to Sections F1.4b and F1.5 and the connections conform to Section F1.6.

2215.2.2 Section D2. Modify Section D2.6c(b)(2) as follows:

(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.

In addition to the requirements of Section 2202.2.1, steel and concrete ConXtech ConXL 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);

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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.

2215.4.1 Design approval. 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.

2215.4.2 Joist chord bracing. The chords of all joists shall be laterally supported at all points where the chords change direction.

2215.5.1 Trusses.

2215.5.1.1 Analysis submittals. 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.

2215.5.1.2 Deferred submittals. Deferred submittal per Section I1.4.2 of AISI 202 is not permitted by DSA-SS/CC.

2215.5.2 Anchorage for shear. Cold-formed steel stud foundation plates or sills shall be bolted or fastened to the foundation or foun- dation wall in accordance with Section 2304.3.4, Item 2.

2215.5.3 Limitations on shear wall assemblies. 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 Risk Category II, III, IV or buildings designed to be relocatable.

2215.6.1 Tests of high-strength bolts, nuts and washers. High-strength bolts, nuts and washers shall be sampled and tested in accordance with Section 1705A.2.8.

2215.6.2 Tests of end-welded studs. End-welded studs shall be sampled and tested in accordance with the requirements of the AWS D1.1.