Structural · S-2AGXF

Welded 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 occur at locations without a gusset plate, detailing both bolted and welded configurations. The column receives beam flanges with demand critical complete joint penetration groove welds top and bottom, incorporating weld access holes conforming to AWS D1.8 and specific backing bar removal procedures with five-sixteenth inch continuous fillet welds. Stiffener plates feature fillet welds sized to five-eighths of the plate thickness or optional demand critical complete joint penetration welds. The bolted connection utilizes slip-critical bolts through a vertical connection plate with specific edge distances and vertical spacing. The alternative welded connection utilizes erection bolts as required alongside a three-eighths inch minimum plate welded to the column web.

SECT SECT NOTES: 1. SEE "TYPICAL BRACED FRAME BEAM TO GUSSET" FOR ADDITIONAL CONNECTION REQUIREMENTS. 2. WELD TABS, IF USED, MUST BE REMOVED AFTER WELDING IN ACCORDANCE WITH AISC 358-10 SECTION 3.4. 3. WELD ACCESS HOLE GEOMETRY SHALL CONFORM TO AWS D1.8 SECTION 6.10.1.2. 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 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. 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 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 1/2" 1 1/2" 12" 1 1/2" 3" OC BM PER "BRACED FRAME ELEVATION" 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, TYP BM PER "BRACED FRAME ELEVATION" DC, CJP WEB TO COL PL, ES, T&B, THK TO MATCH BM FLG SEE NOTE 3 SEE NOTE 6 N N COL PER BF EL PL3/8 MIN, SEE NOTE 1 ERECTION BOLTS AS REQD 9 TYPICAL BRACED FRAME BEAM TO COLUMN FLANGE AT NO GUSSET CONDTION

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