An ordinary moment frame beam-to-column connection utilizes a wide-flange beam connected to the column web using a bolted connection plate at the web and B-U4a-GF welds at the top and bottom flanges with backing bars removed. Transverse stiffener plates with a minimum thickness based on the beam flange thickness are provided at the column web per AISC standards. Connection plates feature specified minimum thicknesses determined by beam depth, web thickness, and bolt diameter. Material yield strength for the plates is designated as 50 ksi, utilizing A325 or A490 slip-critical bolts.
TO COLUMN WEB B-U4a - GF (TYP. TOP & BOTT.FLANGE) REMOVE BACKING BAR ALIGN BOTTOM OF STIFFENER PLATE TO BOTTOM OF BEAM FLANGE. PLATE Fy = 50 ksi. CONNX. PL. t ≥(BM. DEPTH/50) ≥BM. WEB THICKNESS ≥1/2" FOR 3/4" DIA., A325 BOLTS ≥5/8" FOR 1" DIA., A490 BOLTS WHICHEVER IS GREATER TRANSVERSE STIFFENERS AS REQUIRED PER SECTION J10 OF AISC 360 - 05 AND SECTION 11.5 OF AISC 341-05. t = t + 1/16" MIN. f f ALIGN CENTER OF STIFFENER PLATE TO CENTER OF BEAM FLANGE. PLATE Fy = 50ksi "t " TOP PL. t = t + 1/4" BOTT. PL. t = t + 3/8" f f 3/4" MIN. (TYP.) MIN. "K" TYP. W W SEE TABLE MC FOR A325 OR A490 SLIP-CRITICAL BOLTS.
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