Structural · S-RW4Q4

Typical Braced Frame Beam to Column Flange Connection

Materials

Steel Metal (misc.)

Elements

Columns Beams Bracing Connections / Plates

Connections

Braced Frame Connection Shear Tab / Single Plate Gusset Plate Beam-to-Column Welded Connection Bolted Connection

About this detail

Braced frame beam-to-column flange connections without gusset conditions feature both bolted and welded configurations. A structural steel beam frames into a steel column flange with connection plates, slip-critical bolts, and demand-critical complete joint penetration welds at the top and bottom flanges. Weld access holes conform to AWS D1.8, and backing bars are detailed for removal and backgouging where required. Stiffener and continuity plates are sized according to notes and beam flange thicknesses.

SECT SECT SECT SECT NOTES: 1. CONNECTION PLATE THICKNESS AND DESIGN AS REQUIRED FOR ERECTION. 2. WELD TABS, IF USED, MUST BE REMOVED AFTER WELDING IN ACCORDANCE WITH AISC 358-16 SECTION 3.4. 3. WELD ACCESS HOLE GEOMETRY SHALL CONFORM TO AWS D1.8 SECTION 6.11.1.2. WELD ACCESS HOLE QUALITY SHALL CONFORM TO AWS D1.8. 4. THE WELD SIZE "D" SHALL BE: D=5/8xtp, WHERE tp IS THE THICKNESS OF THE STIFFENER PLATE. AT CONTRACTOR'S OPTION, A DEMAND CRITICAL CJP WELD MAY BE USED IN LIEU OF THE FILLET WELDS. 5. AT CONTRACTOR'S OPTION, WIDTH OF STIFFENER PLATES MAY BE REDUCED TO MATCH LARGEST INCOMING BEAM FLANGE IF NO OTHER INCOMING CONNECTIONS OCCUR AT A GIVEN BEAM-COLUMN CONNECTION. 6. WELD SHALL BE AS REQUIRED FOR ERECTION. MINIMUM WELD SIZE IS 1/4". 7. FOR A GIVEN BEAM AND REQUIRED REACTION, SEE "TABLE A" OR "TABLE B" FOR BOLT SIZE AND TYPE, NUMBER OF BOLTS, VERTICAL PL THICKNESS, AND WELDS. WHERE A BOLTED SHEAR TAB DOES NOT PROVIDE REACTION, OR AT CONTRACTORS OPTION, A WELDED CONNECTION SHALL BE PROVIDED. 8. BOTTOM FLANGE BACKING BARS SHALL BE REMOVED. FOLLOWING THIS, THE ROOT PASS SHALL BE BACKGOUGED TO SOUND METAL AND A CONTINUOUS 5/16 MINIMUM FILLET WELD MADE BETWEEN THE UNDERSIDE OF THE BEAM FLANGE AND THE COLUMN FLANGE. THE FILLET TOE OF THIS WELD SHALL BE LOCATED ON BEAM FLANGE BASE METAL. TOP FLANGE BACKING BARS AND STIFFENER PLATE BACKING BARS SHALL BE ATTACHED TO THE COLUMN FLANGE BY A 5/16" CONTINUOUS FILLET WELD ON THE EDGE BELOW THE CJP GROOVE WELD. DC, CJP, TYP DC, CJP T&B FLG, NOTE 8 2" MIN 2" 2" 2" MIN 3/4" 1 1/2" 12" 1 1/2" 3" OC BM PER BF EL CONN PL & SLIP CRITICAL BOLTS, SEE NOTE 7 SEE NOTE 3 COL PER BF EL PL, ES, T&B, THK TO MATCH BM FLG CLIP PER "TYP CONTINUITY PL CLIP" DETAIL, TYP SEE NOTE 5 SEE NOTE 4 D D SECTION BOLTED CONNECTION WELDED CONNECTION DC, CJP T&B FLG, NOTE 8 DC, CJP, NOTE 8, TYP BM PER BF EL DC, CJP WEB TO COL PL, ES, T&B, THK TO MATCH BM FLG SEE NOTE 3 SEE NOTE 6 COL PER BF EL PL3/8 MIN, SEE NOTE 1 ERECTION BOLTS AS REQD SEE NOTE 7 NOTES: 1. CONNECTION PLATE THICKNESS AND DESIGN AS REQUIRED FOR ERECTION. 2. WELD TABS, IF USED, MUST BE REMOVED AFTER WELDING IN ACCORDANCE WITH AISC 358-16 SECTION 3.4. 3. WELD ACCESS HOLE GEOMETRY SHALL CONFORM TO AWS D1.8 SECTION 6.11.1.2. WELD ACCESS HOLE QUALITY SHALL CONFORM TO AWS D1.8. 4. THE WELD SIZE "D" SHALL BE: D=5/8xtp, WHERE tp IS THE THICKNESS OF THE STIFFENER PLATE. AT CONTRACTOR'S OPTION, A DEMAND CRITICAL CJP WELD MAY BE USED IN LIEU OF THE FILLET WELDS. 5. WELD SIZE "M" SHALL BE 3/4xtwp WHERE twp IS THE THICKNESS OF THE VERTICAL PLATE. 6. WELD SIZE "N" SHALL BE AS REQUIRED FOR ERECTION. MINIMUM WELD SIZE IS 1/4". 7. FOR A GIVEN BEAM AND REQUIRED REACTION, SEE "TABLE A" OR "TABLE B" FOR BOLT SIZE AND TYPE, NUMBER OF BOLTS, VERTICAL PL THICKNESS, AND WELDS. WHERE A BOLTED SHEAR TAB DOES NOT PROVIDE REACTION, OR AT CONTRACTORS OPTION, A WELDED CONNECTION SHALL BE PROVIDED. WELDED CONNECTION SEE NOTE 4 D D 4" 3" MIN, TYP CLIP PER "TYP CONTINUITY PL CLIP" DETAIL, TYP 2 1/2 MIN 1 BOLTED CONNECTION SECTION SEE NOTE 4 D D CLIP PER "TYP CONTINUITY PL CLIP" DETAIL, TYP 2 1/2 MIN 1 SECTION 4" 3" MIN, TYP DC, CJP, TYP TYP, SEE NOTE 7 4 1/2" 2" MIN 2" MIN 1/2" MIN 1 1/2" 12" 1 1/2" 3" OC 2" 2" COL PER BF EL SEE NOTE 3 PL, ES, T&B, THK TO MATCH BM FLG THK + 1/4" CONN PL & SLIP CRITICAL BOLTS, SEE NOTE 7 DC, CJP T&B FLG BM PER BF EL DC, CJP, TYP TYP M M DC, CJP T&B FLG BM PER BF EL PL, THICKNESS TO MATCH BM WEB COL PER BF EL (3) SIDES, SEE NOTE 6 N PL, ES, T&B, THK TO MATCH BM FLG THK + 1/4" SEE NOTE 3 ERECTION BOLTS AS REQD PL3/8 MIN, SEE NOTE 1 DC, CJP WEB TO PL 3" MIN 16 TYPICAL BRACED FRAME BEAM TO COLUMN FLANGE AT NO GUSSET CONDITION

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