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C <br />B <br />C <br />A <br />A <br />8", 10" <br />12", 14", C12, MC12 <br />DEPTH OR SIZE OF <br />SMALLER BEAM <br />NOTES: <br />1. USE LARGER WELDS OR COMPLETE PENETRATION WELDS AT ALL SKEWED CONNECTIONS PER <br />DETAIL 2/R1.S7.02 OR 3/R1.S7.02. <br />2. MARKS ON PLANS DENOTE 2 ROWS OF BOLTS. EACH ROW TO HAVE THE NUMBER OF <br /> BOLTS IN THE TABLE ABOVE. SPACE ROWS AT 3" ON CENTER. <br />3. MARKS ON PLANS DENOTE FLANGE BRACE, SEE DETAIL 8/R1.S7.01. <br />4. ASTM A572 GR 50 PLATE MATERIAL. <br />5. DEPTH OR SIZE CORRESPONDS TO THE SMALLEST BEAM. SEE . <br />6. PROVIDE SLIP CRITICAL CONNECTIONS AT ALL SFRS FRAMING. <br />2 <br />F <br />16" <br />18" <br />21" <br />24" <br />33" AND LARGER <br />NO OF BOLTS, <br />7/8" DIA A325N <br />UON <br />(2), (3), <br /> (6) <br />2 <br />3 <br />4 <br />4 <br />5 <br />6 <br />9 <br />ONE ROW OF BOLTS TWO ROWS OF BOLTS <br />SHEAR <br />PLATE <br />(4)WELD <br />SIZE <br />"S" <br />(1) <br />SHEAR <br />PLATE <br />(4) <br />5/8"1/4" 7/16" <br />NO OF BOLTS <br />PER ROW, 7/8" <br />DIA A325SC UON <br />(3), (6) <br />2 <br />3 <br />4 <br />4 <br />5 <br />6 <br />9 <br />3/8" <br />1/2" 5/16" <br />1/4"3/8" <br />1/4"3/8" <br />1/4"3/8" <br />1/4"3/8" <br />1/4"3/8" <br />5/8" 7/16" <br />5/8" 7/16" <br />3/4" 7/16" <br />5/8" 7/16" <br />5/8" 7/16" <br />5/8" 7/16" <br />WELD <br />SIZE <br />"S" <br />(1) <br />11/R1.S7.01 <br />WF BEAM <br />3/8" MIN RADIUS <br />TYP <br />BEAM WEB <br />THICKNESS tW <br />NOTES: <br />1. t IS THE BEAM WEB THICKNESS. <br />2. h = 1.5 t , BUT NOT LESS THAN 1", NOR GREATER THAN 2" <br />W <br />W <br />h <br />1.5 t W <br />h <br />1.5 t W <br />CJP <br />SKEWED <br />PLATE <br />SHEAR PLATE <br />TYP AT ALL BEAMS <br />PER PLAN <br />SFRS CONN <br />SFRS <br />CONN, <br />TYP <br />NOTES: <br />1. FOR INFO NOT SHOWN OR NOTED, SEE <br />AND SCHED PER <br />2. FOR BOLTED SFRS CONNECTION IN <br /> ONE DIRECTION, USE DETAIL <br />3. FOR BOLTED SFRS CONNECTION IN EACH <br />PERPENDICULAR DIRECTION, USE DETAIL <br />4. USE SIMILAR CONNECTION AT ROUND PIPE COL <br />5. CONTRACTOR TO CUT AND REPAIR HSS USING <br /> CJP'S AS REQUIRED TO INSTALL SHEAR PLATES <br /> FOR DETAIL <br />A TYPICAL <br />GRAVITY ONLY B SFRS <br />C SFRS <br />PER SCHED TYP PER SCHED TYP <br />PER SCHED TYP <br />PER SCHED TYP <br />4/R1.S7.01 <br />1/ R1.S7.01 <br />D SFRS <br />END CONN PER <br />WITH SC BOLTS <br />END OF SFRS LINE, NO BMS ON <br />OPPOSITE SIDE OF COL <br />TY <br />P <br />3" <br />db <br /> <br />= <br /> <br />1 <br />" <br />1 <br />1 <br />/ <br />2 <br />" <br /> <br />T <br />Y <br />P <br />1 <br />3 <br />/ <br />4 <br />" <br /> <br />W <br />H <br />E <br />R <br />E <br />SHEAR PL & <br />BOLTS PER SCHED <br />4 SIDES <br />1/2"TYP <br />1/2" CAP PLATE <br />HSS OR <br />PIPE COL <br />NOTES: <br />1. PERPENDICULAR FRAMING NOT <br /> SHOWN FOR CLARITY. <br />2. db DENOTES BOLT DIAMETER. <br />3. FOR INFO NOT SHOWN SEE <br /> BEAM CONNECTION SCHEDULE. <br />UON <br /> 3" <br />2 db MIN <br />5/16 S PER SCHED <br />3 <br />R1.S7.01 <br />CAP PLATE & CONTINUITY <br />PLATES MATCH THICKNESS OF <br />THICKEST WELDED BEAM <br />FLANGE PLUS 1/8" MATCH WIDTH <br />OF COL <br />(ASTM A572 GRADE 50) <br />NOTES: <br />1. SHOWN THUS : <br /> ON PLANS. <br />2. FOR INFO NOT SHOWN <br /> OR NOTED <br /> SEE <br />3. PERPENDICULAR <br /> FRAMING NOT SHOWN <br /> FOR CLARITY. <br />WELD ACCESS HOLES <br />T&B PER <br />HSS OR PIPE COL <br />CJP BEAM <br />FLANGES <br />TYP <br />CJP TYP <br />2/R1.S7.01 <br />4/R1.S7.01 <br />1 <br />1 <br />/ <br />2 <br />" <br />1 <br /> <br />1 <br />/ <br />2 <br />" <br />PL 3/8 <br />6" TO 8" <br />DEEP BEAMS <br />(2)-7/8" DIA <br />A325N BOLTSMAX <br />1" <br />3" 2 1/2" TYP <br />3" MAX <br />UON <br />5/16 <br />WF BEAM <br />CL SYMMCL COLUMN <br />CL SYMM <br />1/2" <br />PL 3/8 STIFFENER PL AT <br />BOTH SIDES OF WEB <br />(USE FULL DEPTH SHEAR <br />PLATE PER 8/S-5.01 <br />WHERE INCOMING BEAM <br />OCCURS)(2)-3/4" DIA <br />A325SC BOLTS CL SYMM <br />SEE FOR INFO NOT NOTED <br />1 1/2"1 1/2" <br />PL 1/2 x BM WIDTH <br />1/43 SIDES <br />1/4 3 SIDES <br />A DETAIL B DETAIL C DETAIL <br />1/4PJP <br />6" <br />1'-0" <br />PLATE AND BOLTING PER <br />9/S-5.01 OF SHALLOWER <br />BEAM W/ 2 ROWS OF BOLTS <br />WHERE OCCURS <br />S <br />NOTES: SEE BRACED FRAME DETAILS FOR BEAM TO COLUMN CONNECTIONS WHERE OCCURS <br />COPE FLANGES AS <br />REQD 1" MAX BTWN <br />FLANGES <br />2 ROWS OF <br />BOLTS AND <br />LARGER PL <br />WHERE OCCURS <br />SHEAR PL & BOLTS <br />PER SCHED <br />2 db MIN <br />COPE FLANGES AS REQD <br />1" MAX BTWN FLANGES <br />2 ROWS OF BOLTS <br />AND LARGER PL <br />WHERE OCCURS <br />SHEAR PL & BOLTS <br />PER SCHED <br />2 ROWS OF BOLTS <br />AND LARGER PL <br />WHERE OCCURS <br />SHEAR PL & BOLTS <br />PER SCHED <br />db <br />= <br />1 <br />" <br />1 <br />1 <br />/ <br />2 <br />" <br /> <br />T <br />Y <br />P <br />1 <br />3 <br />/ <br />4 <br />" <br /> <br />W <br />H <br />E <br />R <br />E <br />2 db MIN <br />3" MAX <br />UON <br />3" MAX <br />UON <br />3" MAX <br />UON <br />TYP <br />3" <br />TYP <br />3" <br />TYP <br />3" <br />2 db MIN <br />db=1" <br />1 <br />1 <br />/ <br />2 <br />" <br /> <br />T <br />Y <br />P <br />1 <br />3 <br />/ <br />4 <br />" <br /> <br />W <br />H <br />E <br />R <br />E <br />db=1" <br />1 <br />1 <br />/ <br />2 <br />" <br /> <br />T <br />Y <br />P <br />1 <br />3 <br />/ <br />4 <br />" <br /> <br />W <br />H <br />E <br />R <br />E <br />NOTES: <br />1. FOR INFO NOT SHOWN SEE <br />BEAM CONNECTION SCHEDULE <br />C DEEP SUPPORTED BEAM <br />B EQUAL DEPTH <br />A SHALLOW SUPPORTED BEAM <br />COPE FLANGES AS REQD <br />1" MAX BTWN FLANGES <br />S <br />2 SIDES <br />PER <br />SCHED <br />S <br />2 SIDES <br />PER <br />SCHED <br />S <br />2 SIDES <br />PER <br />SCHED <br />NOTES: <br />1. FOR INFO NOT SHOWN <br />OR NOTED SEE <br />2. PROVIDE WELD ACCESS <br />HOLES PER <br />WF BM <br />WF GIRDER <br />LOWER BEAM TO <br />ACHIEVE BEAM TO <br />GIRDER WELDS SPLIT <br />DECK AND THICKEN CONC <br />FILL AS REQD <br />WF BM <br />WF GIRDER <br />WF BM <br />WF GIRDER <br />PL t x (b + 1 1/2") <br />ASTM A572 GRADE 50 <br />f f <br />FLANGE WIDTH b & <br />THICKNESS t <br />f <br />f <br />C DEEP SUPPORTED BEAM <br />B EQUAL DEPTH <br />A SHALLOW SUPPORTED BEAM <br />CJP T&B TYP <br />CJP T&B TYP <br />CJP TYP <br />1"MAX <br />(2 x b ) + 1"f <br />TYP <br />0.6 x tf <br />3/8" PL CTR ON BM WEB <br />1/4 <br />11 <br />R1.S7.01 <br />2 <br />R1.S7.01 <br />EXTEND SHEAR <br />PL FULL DEPTH <br />PL3/8X4X8 <br />L3X3X1/4 W/ 7/8" DIA <br />A325SC BOLTS <br />BOTH ENDS <br />NOTES: <br />1. SUPPORT BOTTOM FLANGE W/ <br />SHEAR PLATE OR BRACE WHERE <br />SHOWN THUS: ON PLAN. <br />2. FOR INFO NOT SHOWN OR NOTED, <br />SEE BEAM CONNECTION SCHEDULE AND <br />TYPICAL STEEL BEAM DETAILS. <br />1 <br />2 <br />> <br />1 <br />2 <br />" <br />≤ <br />1 <br />2 <br />" <br />F <br />3/4" TYP <br />PL1/4X4X4 <br />A <br />B <br />3 SIDES <br />PER SCHED <br />5/16 <br />3/16 2 SIDES <br />NOT TO SCALE <br />BEAM CONNECTION SCHEDULE1 NOT TO SCALE <br />WELD ACCESS HOLES AT WF BEAMS2 NOT TO SCALE <br />BEAM TO HSS COLUMN CONNECTION3 NOT TO SCALE <br />BEAM TO HSS COLUMN CONNECTION4 <br />NOT TO SCALE <br />BEAM TO HSS COLUMN GRAVITY <br />MOMENT CONNECTION5 NOT TO SCALE <br />SHALLOW BEAM TO BEAM CONNECTION6 <br />NOT TO SCALE <br />BEAM TO HSS COLUMN CONNECTION9 NOT TO SCALE <br />BEAM TO BEAM CONNECTION11 NOT TO SCALE <br />BEAM TO BEAM MOMENT CONNECTION12NOT TO SCALE <br />FLANGE BRACE10 <br />T: F: <br />© Gensler <br />Date Description <br />Project Name <br />Project Number <br />Description <br />Scale <br />Seal / Signature <br />2021 <br />Tel 949.863.9434 <br />Fax 949-553-1676 <br />4675 MacArthur Court <br />Suite 100 <br />Newport Beach, CA <br />92600 <br />USA <br />301 N. Broadway, Santa Ana, CA <br />707 Wilshire Blvd, Suite 4450 <br />Los Angeles, CA 90017-3618 <br />Thornton Tomasetti, Inc. <br />213.330.7700 213.330.7001 <br />3RD & BROADWAY - <br />RESIDENTIAL <br />As indicated <br />11/19/2024 3:33:48 PM <br />R1.S7.01 <br />TYPICAL STEEL DETAILS <br />S21043.00 <br />A 06.10.2022 REISSUE FOR PLAN CHECK <br />1/7/25