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(D SHEAR PLATE, BOLTS, ETC., PER STEEL FASCIA PER PLAN (I STEEL FASCIA PER PLAN <br /> TYPICAL SHEAR PLATE <br /> CONNECTION SCHEDULE (2 BOUNDARY FASTENERS (2 STEEL BEAM PER PLAN <br /> A(D <br /> 3 02 WELD SIZE PER TYPICAL SHEAR (a STEEL DECK PER PLAN <br /> OO PLATE CONNECTION SCHEDULE, H <br /> TYP, AT SHEAR PLATE TO BEAM ® STEEL BEAM PER PLAN T <br /> Cz <br /> WEB WELDS 1 Nco( GUTTER PER ARCH'L xLO <br /> o 03 MIN. WELD SIZE PER AISC 360, �"� xTABLE J2.4, TYP. AT SHEAR o ~ tiPLATE TO BEAM FLANGE WELDS 3o 5 ® COPE BOTTOM OF BEAM AS NECESSARY TO AVOID w 0 0 <br /> INTERFERENCE w/ SHEAR PLATE �; °C M <br /> OR BOTTOM FLANGE OF O o <br /> X BEAM (1) SIDE SUPPORTING BEAM <br /> M m N <br /> 0 STIFFENER PLATE OPPOSITE 4 1/4 1 C:) <br /> rn <br /> SHEAR PLATE. STIFFENER 5 cooCD <br /> THICKNESS SHALL EQUAL SHEAR <br /> q) 3" 0 PLATE THICKNESS. STIFFENER <br /> AX NOT REQ'D. WHERE DEPTH OF <br /> SUPPORTED BEAM IS LESS THAN <br /> 1/2 THE DEPTH OF THE <br /> SUPPORTING BEAM <br /> 4 ® STIFFENER SHALL EXTEND TO <br /> WITHIN 1/2" OF BEAM FILLET Store: <br /> CD WHERE SUPPORTED BEAMS ROOF DECK AT FASCIA CANOPY BEAM ROOF DECK AT FASCIA CANOPY BEAM KETTLEMAN & L. SACRAMENTO <br /> �10 <br /> 0 DIFFER IN DEPTH BY 311 OR <br /> 228 228-190918 NO SCALE 225 220.182108 NO SCALE <br /> TYP GREATER, EXTEND SHEAR LODI, CA 95242 <br /> PLATE FOR DEEPER BEAM TO <br /> BOTTOM FLANGE OF Restaurant #RC576 <br /> n BEAM (2) SIDES SUPPORTING BEAM AND WELD Ol COLUMN PER PLAN TRELLIS BEAM PER PLAN <br /> PER NOTE <br /> 02 1/2" THICK CAP PLATE P4E-HV-M SCHEME A <br /> ® OFFSET TOP OF BEAM TO MATCH <br /> Professional of Record: NAME <br /> ADJACENT STEEL JOIST <br /> o O ®i © O BEARING DEPTH AS OCCURS <br /> 01 01 10 O HORIZ, BOLT ROW AT "D" = 7" <br /> 01 01 101 OR LESS TYP 1/4 <br /> 10 AT DETAIL 231A, USE STD. HOLES IN A.C.S. DESIGN <br /> BOTH BEAM WEB AND SHEAR I/4 <br /> PLATE. BOLTS SHALL BE FULLY 2 <br /> PRETENSIONED. FAYING SURFACES ' A r c h i t e c t u r a l <br /> SHALL BE PREPARED AS REQ'D, TYP 1/4 <br /> 0 O <br /> Ep <br /> FOR CLASS "A" SLIP-CRITICAL Solutions Group <br /> P 001 i 0 JOINTS (SEE G.S.N.FOR ADDITIONAL 1101 Central Expressway South <br /> - 0 01 i© INFO.) — — Suite 100 <br /> Allen, TX 75013 <br /> CONTACT: EVERETT FIELDS <br /> (469) 619-1164 <br /> 9 EFIELDS@PMDGINC.COM <br /> 1/4 PAR <br /> PLAN VIEW <br /> EER <br /> ti <br /> U A6� O o <br /> (A Z cc <br /> 0 <br /> Qw � Q N <br /> 2 31 STEEL BEAM TO BEAM SHEAR PLATE CONNECTION 229 STEEL FASCIA INTERSECTION AT STEEL COLUMN 226 STEEL FASCIA INTERSECTION o =Q z o N <br /> 231-200231 NO SCALE 229-190918 NO SCALE 226-201221 NO SCALE H <br /> 231A AS NOTED Z6LRs <br /> 5� <br /> (I PROVIDE MITER JOINT AT NOMINAL BEAM NUMBER BOLT SHEAR PLATE WELD y <br /> CORNERS DEPTH "D" OF BOLTS DIA. THICKNESS SIZE O <br /> UP TO 7" 2 0 0 3/4" 1/4" 3/16" 1 — <br /> 6" TO 10" 2 0 3/4" 1/4" 3/16" o CP O <br /> 12" TO 14" 3 3/4" 3/8" 1/4" <br /> 16" 4 3/4" 3/8" 1/4" - Prototype : P4E-HV 2020 -2.0 RELEASE <br /> I <br /> 18" 5 3/4" 3/8" 1/4" O3" MAX. Prototype Issue Date: 7.14.2020 <br /> 2111 6 3/4" 3/8" 1/4" O <br /> TYP. (2) Design Bulletin Updates: -- <br /> 24" 6 1" 1/2" 5/16" 1/4 SIDES <br /> 1/2" I" Date Issued: Bulletin Number: <br /> 27" 7 1" 1/2" 5/16" MA" O <br /> 30" 8 1" 9/16" 3/8" --0- <br /> r <br /> - <br /> 33" 9 1" 9/16" 3/8" Q <br /> 36" 10 1" 9/16" 3/8" CD0 1ST BLDG. SUBMITTAL <br /> PLAN VIEW 40" 11 1" <br /> SHEAR PLATE THICKNESS AND ® 2 x BOLT DIA. O 3" MAX. O <br /> BOLTS PER SCHEDULE <br /> 0 AISC MIN. EDGE DISTANCE 3 <br /> 0 WELD SIZE PER SCHEDULE <br /> ® HORIZ. SHORT-SLOTTED HOLES <br /> �3 DO NOT RETURN FILLET WELDS PER AISC 360 AT 3" o.c.MIN. IN <br /> ACROSS TOP AND BOTTOM EDGES EITHER BEAM OR SHEAR PLATE <br /> OF SHEAR PLATE U.N.O. ON DETAILS. STANDARD A. SEE G.SN.FOR BOLT SPECS. REVISIONS: <br /> ROUND HOLES IN MATING PIECE <br /> 232 STEEL FASCIA INTERSECTION AT STEEL COLUMN 230 TYPICAL SHEAR PLATE CONNECTION SCHEDULE 227 STEEL TUBE AT STEEL TUBE 1 12.22.2020 1st Building Submittal <br /> 232- NO SCALE 6CH02-01 080226 NO SCALE 240-190464 NO SCALE 2 <br /> 3 <br /> ( DOUBLE TRUSS PER PLAN AT 4 <br /> EDGE OF UNIT AND OPENING AS 5 <br /> OCCURS <br /> r--------------------------- ------------------1 (D PRE-FAB TRUSS BLOCKING BY <br /> OTHERS AT EDGE OF UNIT AS 7 <br /> OCCURS w/ SIMPSON A34 AT EA. 8 <br /> TRUSS CHORD <br /> I I <br /> 5 i ( 4x6 THREATED CURB w/ (2) <br /> L_-- --J SIMPSON 1/4"x4-1/2 SDS SCREWS <br /> 4 i i 4 AT 12" o.c. TO TRUSS CHORD, Sheet Title: <br /> COUNTERSINK 1/2" MAX. AS <br /> 3 ; REQUIRED FRAMING DETAILS <br /> ------------------- ----------- <br /> ® L3x3x1/4x0'-6" CLIP AT EA. END <br /> AND MIDDLE OF UNIT w/ (2) 1/2" <br /> DIA. LAG SCREUIS TO CURB w/ 3" <br /> _______ MIN. EMBEDMENT AND (6) 1/4"x1„ Date: 12.07.2020 <br /> TEK SCREWS TO UNIT <br /> Project Number: 202175 <br /> I 0 MECHANICAL UNIT AND CURB BY <br /> OTHERS Drawn By: TA/CAD <br /> I I I I I <br /> I I I I I <br /> I I I I I 0 <br /> I I I I I p U <br /> I I I I I o co a� <br /> LLJ I I I I I <br /> N •°' Sheet Number: <br /> ------- ------ ------- U)RIGHTrn <br /> y o <br /> 1 1 engineers N <br /> 233 MECHANICAL UNIT AT WOOD TRUSS S5m4 J <br /> lx� <br /> 225-182108 NO SCALE 'r Q <br /> N <br /> O C <br /> N L <br /> Na- m <br /> L <br /> N <br />