Section 2204A

CONNECTIONS 2204 A .1 Welding. 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 A, 2206 A, 2207 A, 2208 A, 2210 A and 2211 A . For special inspection of welding, see Section 1705 A .2.

2204A.1.1 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 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 ^o F (149 ^o C) for a minimum of 1 hour after completion of welding. 2204 A .2 Bolting. The design, installation and inspection of bolts shall be in accordance with the requirements of Sections 2205 A, 2206 A, 2207 A, 2210 A and 2211 A . For special inspection of the installation of high-strength bolts, see Section 1705 A .2. 2204 A .3 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 threads on the bolts.

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.

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2205A.3.2 Section D2. Modify Section D2.6c(b)(2) as fol- lows:

(2) the moment calculated using the load combina- tions 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.