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REVISIONS E Y <br />STANDARD <br />90° ACI HOOK <br />L 3 x 3 x Y4" x CONT. (1) K.O. BLOCK <br />WELD ANGLE TO <br />EACH JOIST COURSE w/ Ci) "5 <br />CONT. <br />SEE PLAN <br />TOP OF <br />T,�-�, =-- == MASONRY <br />3/&ii 2" <br />METAL ROOF DECK ° <br />(SEE PLAN) - <br />SEE PLAN <br />JOIST \-F <br />BEARING <br />SEE PLAN m[,\ <br />BOT. OF <br />TIE BEAM <br />a <br />BAR JOIST (2) K.O. BLOCK <br />(SEE PLAN) - COURSE TIE -BEAM <br />(SEE PLAN FOR REINF.) <br />L6x4x3/s"xl'-0"(LLV) <br />w/ Y4" STIFFNER e -- <br />w/ (2) 3/4" 0 SIMPSON TITEN <br />HD w/ 5" MIN. EMBED 8" CMU WALL <br />(SEE PLAN FOR VERT. <br />AND HORIZ. REINF.) <br />0 0 <br />O 157 <br />SCALE: Y4" = 1'-0" <br />DECK "rO)T4 <br />4. OF SUPPORT <br />(JOIST / BEAM / WALL) <br />METAL ROOF DECK <br />(3) SPAN MIN. <br />(SEE PLAN) <br />STANDARD <br />SO' ACI HOOK <br />METAL ROOF DECK <br />(SEE PLAN) <br />L3x3xY4"xCONT. <br />J <br />w/ 3/4" 0 SIMPSON <br />TITEN HD w/ 5Yz" MIN. <br />EMBED SPACED 6 <br />3'-0" o.c. MAX. <br />BAR JOIST <br />(SEE PLAN) <br />8" CMU WALL <br />(SEE PLAN FOR VERT. <br />AND HORIZ. REINF.) <br />0�DETAIL <br />SCALE: 3/4" = P-0" <br />EMBED IE CONNECTION <br />(SEE DETAIL 4/84b) <br />STEEL BEAM J <br />(SEE PLAN) a" CMU WALL <br />(SEE PLAN) <br />EMBED IE CONNECTION <br />(SEE DETAIL 4/64b) <br />STEEL BEAM <br />(SEE PLAN) 8" CMU WAl <br />(SEE PLAT <br />STANDARD — <br />SO* ACI HOOK <br />(1) K.O. BLOCK <br />COURSE w/ (1) 05 <br />CONT. L 3 x 3 x Y4" x CONT. <br />w/ 3/4" 4, SIMPSON TITEN HD <br />SEE PLAN w/ 5�" MIN. EMBED <br />TOP OF SPACED g V -O" o.c. MAX. <br />MASONRY <br />METAL ROOF DECK <br />(SEE PLAN) <br />BRACING L's AS <br />PER JOIST MANUF. <br />SEE PLAN <br />DECK � <br />BEARING <br />SEE PLAN ih <br />BOT. OF <br />TIE BEAM <br />(2) K.O. BLOCK <br />COURSE TIE -BEAM <br />(SEE PLAN FOR REINF.) <br />a. <br />.a . <br />4 <br />J <br />(- ELEVATION <br />W <br />ul <br />-.ONCRETE CAP <br />N BAR JOIST <br />(SEE PLAN) <br />L3x3xY4" <br />w/ (3) 5/8" 0 SIMPSON TITEN HD <br />w/ MIN. EMBED. IN GROUT <br />FILLED CMU CELLS <br />OIDETAIL <br />SCALE. 3/4" = P-0" <br />EMBED IE CONNECTION <br />(SEE DETAIL 4/64b) <br />STEEL BEAM —J <br />(SEE PLAN) 8" CMU WALL <br />(SEE PLAN) <br />(1) K.O. BLOCK <br />COURSE w/ (1) 05 <br />CONT. <br />SEE PLAN A-\ <br />TOP OF <br />MASONRY <br />SEE PLAN <br />mp]�-o <br />BEARING <br />SEE PLAN gL <br />BOT. OF <br />= TIE BEAM <br />- (2) K.O. BLOCK <br />COURSE TIE -BEAM <br />(SEE PLAN FOR REINF.) <br />`— 8" CMU WALL <br />(SEE PLAN FOR VERT. <br />AND HORIZ. REINF.) <br />d <br />[L ELEVATION <br />w <br />W <br />N <br />EMBED IE CONNECTION CONCRETE CAP <br />(SEE DETAIL 4/54b) <br />iNOW <br />m <br />STEEL BEAM —7 <br />V-4" 8" CMU WALL <br />(SEE PLAN) (MIN.) (SEE PLAN) <br />MIN. SHEAR CONNECTION SCHEDULE <br />STEEL BEAM —7 <br />V-4" 8" CMU WALL <br />(SEE PLAN) (MIN.) (SEE PLAN) <br />MIN. SHEAR CONNECTION SCHEDULE <br />gE,gM <br />SIZE <br />NO. OF: EfOLTB <br />MW PIA.) <br />SHEAR <br />ANGLE/PLATE <br />LENGTH <br />EMBED It <br />NO.OF <br />HEIGHT THICK. StUDB <br />WS,W10 <br />2 <br />4 <br />W 12, W 14 <br />3 <br />9" <br />12" <br />YZ" <br />6 <br />W 16, W IS <br />4 <br />12" <br />15" <br />5/s" <br />ro <br />W 21 <br />5 <br />15" <br />IS" <br />5/s" <br />$ <br />W 24 <br />62111 <br />21" <br />3/4" <br />8 <br />W 21 <br />1 <br />21" <br />24" <br />3/4u <br />10 <br />o�DETAIL <br />SCALE: N.T.S. <br />METAL ROOF DECK <br />(SEE PLAN) <br />STEEL JOIST <br />(SEE PLAN) <br />STEEL BEAM <br />(SEE PLAN) <br />THICKNESS <br />31 <br />6" <br />NOTES: <br />1. SCHEDULE IS FOR MINIMUM SHEAR CONNECITON REQUIREMENTS. <br />CONNECTIONS SHALL BE DESIGNED BY STEEL FABRICATOR AND SHOP <br />DRAWINGS SUBMITTED TO ENGINEER OF RECORD FOR APPROVAL. <br />2. PROVIDE A 24" MIN. CONCRETE CAP AT MASONRY WALLS WHERE STEEL <br />BEAM FRAME. FILLED CELL VERTICAL REINFORCEMENT SHALL BE <br />CONTINUOUS THROUGH CONCRETE CAP. <br />3. SHIP DOUBLE SHEAR ANGLE/PLATE LOOSE AND TACK WELD NUT TO <br />BOLT AFTER BEAM ERECTION. <br />4. SHEAR PLATE THICKNESS SHALL MATCH, AS A MIN., BEAM WEB. <br />EMBED IE w/ 3/4" 0 x 6" — <br />HEADED STUDS AND <br />L I x 1 x Ye" (WELDED) <br />CONCRETE COLUMN, <br />BEAM, WALL OR CAP <br />STEEL BEAM <br />(SEE PLAN) <br />ANGLE/PLATE w/ <br />SLOTTED HOLES <br />CANTILEVER <br />METAL ROOF DECK <br />(SEE PLAN) (SEE PLAN) <br />STEEL JOIST <br />(SEE PLAN) <br />1/2 " <br />36„ 2„ TYP. — — — — — — SEE PLAN <br />JST./BRG. <br />I T.O. BEAM <br />�L2.�x2,�x3AT <br />EVERY OTHER JOIST <br />TYP. <br />117 <br />STEEL BEAM <br />(SEE PLAN) <br />STIFF. iE Y4" SLOTTED <br />THRU HSS COLUMN <br />(TYP.) <br />DETAIL O DETAIL O DETAIL � DETAIL SCALE: 3/4" = I'-0" O SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" <br />+ <br />- WELDS AT + <br />COPED BEAM <br />N <br />SHEAR CONNECTION <br />PERIMETER <br />PER RISC (TYP.) <br />(SEE DETAIL 4/64b) <br />SUPPORT 6 " + <br />o.c. MAX. <br />+ <br />+ <br />+ <br />(0) <br />J Ij <br />TEK SCREWS AT <br />SIDELAP (TYP.) <br />JJ <br />SEE PLAN FOR <br />C (� <br />• J <br />SCREW SIZE AND <br />+JJ <br />+ PATTERN PER <br />J JJ <br />SIDELAP BETWEEN <br />J <br />SUPPORTS <br />JJJ <br />1 J <br />JJ <br />+ <br />I <br />• L <br />+ PUDDLE WELDS AT <br />SUPPORTS (TYP.) <br />JJJ <br />+ SEE PLAN FOR WELD <br />STEEL BEAM <br />PATTERN PER DECK <br />(SEE PLAN) <br />WIDTH AT SUPPORTS <br />FILLER SHEET <br />At PERIMETER <br />SUPPORT <br />ODETAIL <br />SCALE: N.T.S. <br />1m DETAIL <br />SCALE: 2" = 1'-0" <br />JOIST SPAN <br />EQUAL EQUAL <br />Ild .1 <br />CONC. LOAD GONG. LOAD <br />UNIFORM LOAD UNIFORM LOAD <br />SPECIAL JOIST LOADING SCHEDULE <br />MARK <br />CONCENTRATED LOAD <br />(LBS) <br />UNIFORM LOAD <br />(1-11156 / FT) <br />SP-JST 1 <br />1000 <br />240 <br />SP-JST 2 <br />SP-JST 3 <br />JOIST MANUFACTURER SHALL DESIGN THE SPECIAL JOISTS (SP-JST) <br />CARRYING CONCENTRATED LOAD ALONG WITH UNIFORM LOAD AS <br />PER THE ABOVE TABLE AND THE FOLLOWING LOAD CASES: <br />CASE 1 UNIFORM LOAD + CONC. LOAD AT 1'-O" FROM JST. SUPPORT <br />CASE 2 UNIFORM LOAD + GONG. LOAD At JOIST MIDSPAN <br />11 DETAIL <br />SCALE: N.T.S. <br />L 2)�x2)�xY4" <br />STEEL JOIST TYP. Ys" <br />(SEE PLAN) <br />NEAREST PANEL POINT <br />ON TOP CHORD <br />CONCENTRATED <br />LOAD OUTSIDE <br />PANEL POINT <br />NEAREST PANEL POINT <br />ON BOTTOM CHORD <br />L 2XZ x 2� x Y4" <br />CONCENTRATED <br />LOAD OUTSIDE <br />PANEL POINT <br />YW <br />12 DETAIL <br />SCALE: N.T.S. <br />TYP. `— STEEL JOIST <br />(SEE PLAN) <br />13 DETAIL <br />SCALE: N.T.S. <br />Y4" STIFFNER P- ON <br />I EACH SIDE OF <br />STEEL BEAM WEB <br />CAP fE 3/4" w/ <br />(4) 3/4" 0 A325 BOLTS <br />HSS COLUMN <br />I (SEE PLAN) <br />0 <br />0 <br />U <br />U <br />y <br />0 <br />IOUco U <br />Q � <br />�; as <br />zs <br />0 <br />�U U <br />_ 3x .' <br />N � � . <br />NSaC. 19 <br />U <br />o ' ro <br />Q ¢ � 00 .0 <br />3 <br />0 S3 <br />ti <br />cu N <br />mti <br />ti <br />ti <br />N <br />ti <br />a <br />SEAL <br />n <br />4 <br />d! <br />01<1 <br />MOUCHIR S. CHENOUDA <br />PE # 69180 <br />c <br />W <br />N Lm <br />�OoM <br />-000 <br />`Ce ; <br />MIT ao <br />,6 N <br />emu <br />�00 <br />LL <br />uJ <br />E <br />j <br />W <br />m �, <br />L 00 V <br />Q � i <br />J Ln , <br />O 00 �_ <br />Q/ <br />L LI <br />Z M � <br />Q "' <br />w/ <br />J � U <br />00 00 <br />U <br />ZW <br />J I— <br />L <br />U <br />'0 <br />W <br />o <br />0JU <br />Lv <br />O <br />v O W <br />V) <br />C 0 <br />y <br />-C <br />�U <br />L <br />L A <br />.5 0 L? <br />N <br />m � � <br />D <br />Date: 06. 12. 12 <br />Scale: AS NOTED <br />Project Mgr: <br />MSC <br />Drawn: <br />�r•7:1�[�II•�i <br />Sheet <br />Sob <br />