A wide-flange beam bears over the top of a hollow structural section or wide-flange column, supported by a cap plate matching the column or beam flange width with a one-half-inch minimum thickness and secured with four three-quarter-inch-diameter anchor bolts, or five-eighths-inch-diameter bolts when the beam flange is less than four inches wide. A shear tab plate connects the beam web with the number and size of bolts dictated by the simple shear connection detail. Stiffener plates are welded to each side of the beam web using three-sixteenth-inch fillet welds, and the cap plate is welded to the column flanges and web with three-sixteenth-inch or quarter-inch fillet welds as indicated. All bolts are placed on one side if access is restricted on the opposing side.
TYP AT HSS OR PIPE COLS W OR HSS COLUMN SEE PLAN OR SCHEDULE MAX 8" COLUMN, TYP STIFF PL EACH SIDE PL "t" PER SIMPLE BEAM CONNECTION DETAIL NUMBER AND SIZE OF BOLTS PER SIMPLE SHEAR CONNECTION DETAIL W BEAM SEE PLAN, TYPICAL TYP AT W COLUMNS FLG & WEB 3/16 TYP 3/16 TYP 1/4 3/16 TYP UNO 12" 3 SIDES (SIZE WELD PER SIMPLE BEAM CONN SCHED) CAP PL WIDTH SAME AS COLUMN WIDTH OR BEAM FLANGE WIDTH (WHICHEVER GREATER) THICKNESS SAME AS BEAM FLANGE (1/2" MIN) W/ 4-3/4"Ø BOLTS. USE 5/8"Ø BOLTS AT BEAM FLANGE < 4" MAX 1/2" 1 1/2" 1" CLR 1 1/2" ALL BOLTS ON ONE SIDE IF NO ACCESS ON OTHER SIDE TYP WF BEAM OVER THE TOP OF HSS/ WF COLUMN DETAIL 5
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