Section 2212

ADDITIONAL REQUIREMENTS FOR COMMUNITY COLLEGES [DSA-SS/CC]

2212.1.1 Column base plate. 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 per- mitted 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.

2212.2.1 Section B5. Modify Section B5.2(a) as follows:

(a) 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. Modify Section D2.6c(b)(2) as fol- lows:

(2) the moment calculated using the load combinations

of the applicable building code, including the ampli- fied 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.

and concrete construction. 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:

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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.

2212.4.1 Design approval. Joist and joist girder design calculations and profiles with member sizes and connec- tion details, and joist placement plans shall be provided to the enforcement agency and approved prior to joist fabri- cation, 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 enforce- ment agency.

2212.4.2 Joist chord bracing. The chords of all joists shall be laterally supported at all points where the chords change direction.

2212.5.1 Trusses.

2212.5.1.1 Analysis submittals. 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.

2212.5.1.2 Deferred submittals. Deferred submittal per Section I1.4.2 of AISI 202 is not permitted by DSA-SS/CC.

2212.5.2 Anchorage for shear. 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. 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.

2212.6.1 Tests of high-strength bolts, nuts and washers. High-strength bolts, nuts and washers shall be sampled and tested in accordance with Section 1705A.2.6.

2212.6.2 Tests of end-welded studs. End-welded studs shall be sampled and tested in accordance with the requirements of the AWS D1.1.

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