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TYI <br />TYP <br />NO <br />REINFORCE ALL WEBS AT 1/3 SPAN <br />REINFORCE TOP CHORD w/(2)-%" DIA, RODS <br />(SEE DETAIL 2/1) <br />REINFORCE ALL WEBS AT 1/3 SPAN <br />REINFORCE BOTTOM CHORD w/(2)-%" DIA. RODS <br />(SEE DETAIL 2/1) PURPOSE OF THIS SKETCH IS TO <br />GIVE GENERAL IDEA OF <br />REINFORCEMENT REQUIREMENTS. <br />ACTUAL JOIST WEB <br />CONFIGURATION MAY DIFFER <br />EXISTING JOIST REINFORCEMENT DETAIL AT NEW ENTRY FEATURE BACK WALL <br />TYPICAL BRIDGING DETAIL <br />EXISTING DECK <br />PROVIDE 8" CONT, <br />WELD EACH SIDE, <br />�2-12 <br />3/16 EA, END <br />USE Y4" DIA. ROD TO REINFORCE <br />EXISTING JOIST TOP CHORD <br />(TYP. THROUGHOUT ENTIRE TOP CHORD) <br />SPLICE ROD AS REQUIRED <br />USE Y4" DIA, ROD TO REINFORCE <br />EXISTING JOIST BOTTOM CHORD <br />(TYP. THROUGHOUT ENTIRE BOT. CHORD) <br />SPLICE ROD AS REQUIRED <br />0ST <br />PROVIDE 8" CONT, <br />T""2-12 <br />3/16 WELD EACH SIDE, <br />EA, END <br />FYP. <br />SCALE : N.T.S. <br />EXISTING JOIST <br />TOP & BOT. CHORD REINF. DETAIL <br />SCALE ; N.T.S. <br />LOCATE EXACT POSITION OF <br />EXISTING REINFORCEMENT <br />BARS, DO NOT CUT OR <br />DAMAGE EXISTING REBAR <br />TYP.) <br />STEEL BEAM WEB <br />L 4"x4"x3/8" <br />x 8" LONG <br />BOTH SIDES <br />�a EXISTING. <br />CMU WALL <br />TOP VIEW <br />G <br />TYP>— <br />1/4" <br />L 4"x4"x3/8" <br />x 8" LONG <br />BOTH SIDES <br />STL. BEAM <br />(SEE PLAN) <br />T Y P/� <br />1/4" <br />1/2" GAP (MAX) <br />(SEE PLAN) <br />SIDE VIEW <br />STEEL BEAM TO CONCRETE CONN. <br />SCALE; N.T.S. <br />Pill --", " 1: 119OR",�� •\ i� lj <br />i�l 1I a — i\ III I�1) • NISI, I,/ • <br />SCALE ; N.T.S. <br />(6) 3/4" DIAM. X 6" <br />EXP. BOLTS <br />(3 EACH SIDE) <br />EXISTING. <br />CONCRETE BEAM <br />TYP. SHORING ASSEMBLY DIAGRAM <br />REINF. STL. SHALL BE <br />WELDABLE ASTM A706 <br />GRADE 60 STEEL. <br />EXISTING ROOF DECK OPENING REPAIR NOTE: <br />REINFORCE OPENINGS GREATER THAN THE WIDTH BETWEEN <br />DECK FLUTES MADE BY OTHER TRADES, AS INDICATED ON THE <br />CONTRACT DRAWINGS. <br />1. REINFORCE OPENINGS LESS THAN 15 INCHES (381 MM) WITH <br />FLAT STEEL SHEET OF THE SAME QUALITY AS THE DECK <br />UNITS, THICKNESS OF NOT LESS THAN 0.0358 (0.91 MM). <br />PLACE STEEL SHEET OVER OPENING AND FUSION WELD TO <br />THE TOP SURFACE OF THE DECK, IN ACCORDANCE WITH THE <br />CONTRACT DRAWINGS AND THIS SPECIFICATION. <br />2. REINFORCE OPENINGS GREATER THAN 15 INCHES (381 MM) WITH <br />3"x3"x 1/4" ANGLES OF A36 STEEL FRAMING AROUND THE <br />OPENING TO THE ADJACENT DECK SUPPORTS IN <br />ACCORDANCE, ATTACH WITH CONT. 1/4" FILLET WELDS, AND <br />ADEQUATE TO SUPPORT THE LOADS THAT WOULD NORMALLY <br />BE CARRIED BY THE DECK WHERE THE OPENING HAS <br />OCCURRED. <br />WELD THE DECK TO THE FRAME IN AS FOLLOWS <br />1-1/2" X 22 GA. VULCRAFT 1,5622 ATTACHED TO ALL ROOF <br />SUPPORTS W/ 5/8" PUDDLE WELDS ON 36/7 LAYOUT AND (8) # <br />12 TEK SCREWS SIDELAP FASTENERS PER SPAN, PERIMETER <br />WELD AT 6" O/C. <br />VERT. BAR FOR <br />CONC. COL. <br />EA. SIDE <br />SIDE 1/IEUJ <br />TOP OF STL. <br />BM. <br />REINFORCING BARS WELDED <br />TO STIR. STL BEAM SHALL <br />CONFIRM WITH A.S.T,M, <br />A706, GRADE 60, LAP <br />REINFORCING AS NOTED ON <br />PLANS. <br />BEND BAR AND WELD TO <br />TOP OF STL, BM, VERT. <br />BAR NO. AND LENGTH AS <br />REQ'D. FOR LAP AT CONC, <br />IDOL. <br />REINFORCING BARS WELDED <br />TO STIR. STL BEAM SHALL <br />CONFIRM WITH A.S.T.M, <br />A706, GRADE 60, LAP <br />REINFORCING AS NOTED ON <br />PLANS. <br />WELDED REBAR TO STL. BEAM DTL. <br />SCALE: N.T,S. <br />DENOTES: <br />®THYSSENKRUPPS SAFWAY-SF HEAVY DUTY SHORING <br />FRAME OR EQUAL, SHORE FRAME 4'-0" O/C MAX. <br />(UNLESS NOTED OTHERWISE SEE SHORING PLAN) <br />LOCATED AS SHOWN ON PLAN (ULTIMATE CAP. MIN. <br />10000 LBS. AT 19'-0" HEIGHT) <br />STRINGER BEAM <br />GENERAL SHORING NOTES. <br />ADJUSTABLE SCREW JACK <br />CONTRACTOR IS RESPONSIBLE FOR THE ADEQUACY OF FORMS AND <br />SHORING AND FOR SAFE PRACTICE IN THEIR USE AND REMOVAL. <br />CONTRACTOR TO MAINTAIN FLOORS 100% SHORED. CONTRACTOR <br />SHALL ERECT FORM WORK IN STRICT COMPLIANCE WITH ACI 347. <br />PROVIDE CHAMFERS AT ALL CORNERS IN CONCRETE MEMBERS <br />EXPOSED TO VIEW. SHORING TO REMAIN IN PLACE UNTIL WORK IS <br />FRAME <br />COMPLETE ATTAINED ENOUGH STRENGTH TO SUPPORT ALL DEAD <br />LOADS PLUS A MINIMUM OF 50 P.S,F. OF ADDITIONAL CONSTRUCTION <br />LOAD. <br />FOLLOW PROCEDURE RECOMMENDED BY POST SHORE <br />MANUFACTURER AND OSHA REGULATIONS. <br />DO NOT MAKE UNAUTHORIZED CHANGES TO SHORING PLAN AND <br />EQUIPMENT, <br />PROVIDE GUARD RAIL SYSTEMS ON ALL OPEN SITES AND OPENINGS <br />COUPLING PIN <br />IN FORM WORK AND SLAB, <br />LATERALLY SUPPORT FORM WORK FOR ALL VIBRATIONAL AND <br />MOTORIZED POURING LOADS. <br />FASTEN ALL BRACES SECURELY, CHECK TO SEE THAT ALL CLAMPS, <br />SCREWS, PINS ARE IN A CLOSED OR ENGAGED POSITION. <br />AVOID ECCENTRIC LOADS ON U-HEADS AND TOP PLATES BY <br />CENTERING STRINGERS ON THESE MEMBERS. <br />AVOID SHOCK OR IMPACT LOADS. DO NOT PLACE ADDITIONAL <br />TEMPORARY LOADS (SUCH AS REBAR BUNDLES). <br />THE ERECTION OF SHORING SHOULD BE UNDER THE SUPERVISION OF <br />AN EXPERIENCED COMPE I ENT PERSON. <br />PLUM AND LEVEL ALL SHORING FRAMES. EXERCISE CAUTION IN <br />ERECTING OR DISMANTLING FREE STANDING SHORES. <br />RIVET AND HITCH PIN <br />DOUBLE HOLE CROSS BRACE <br />ADJUSTABLE SCREW JACK <br />Prof. Mgr. <br />JU <br />Job. Ca pt. <br />SG <br />Prawn by <br />JT RON BARR, A.I.A. <br />Rev-d bg STATE OF FLORIDA <br />t5 AR 0016160 <br />il_-- W z 'L W rz z <br />LZ W <br />z p z ¢ O Z <br />UfWj0o0L>- Wp <br />w J o = Z� <br />xx 0 F <br />W O O rDn ZO Z o U WW Z U d <br />frWW >.x-00S�>-z0 <br />LLL 7 z m F- 2 w z U F zQ <br />O W O w W I- F X OO O Ll_ W w <br />m U 2 U O >- p p Z m <br />W J D W z m mN WZ zV zz <br />O <br />aW- <br />0 w <br />w Fw II- Zd FZU <br />Uow= F <br />p <br />� <br />IS woFZ <br />wwZW � ~mod a v - U z- r V V <br />Q <br />o <br />D o w 0 CO v z 0) z c=i W a z <br />ir <br />O COPYRIGHT 2012 <br />BARR ARCHITECTURAL STUDIO <br />Revietone: <br />CADFILE No, <br />v , <br />M <br />� <br />L <br />O <br />MN c <br />L � Mrn <br />N c <br />CL .O N c <br />u" N c� <br />0 <br />O� <br />oN CD <br />� o �' E <br />mc <br />U Q U <br />�L� m 4-0 <br />0 <br />CO r- <br />Q� 0 <br />Ot <br />4.0 N <br />0 N <br />o <br />LO !Z U <br />L <br />cu <br />Shoot Tither <br />TAYLAN KALKAN, P.E. <br />ENGINEERING PLUS <br />FL. P.E. # 67349 & C.A. # 26538 <br />19528 SEDGEFIELD TERRACE <br />BOCA RATON, FL 33498 <br />/ (561) 756 4106 (561) 479 3743 fax <br />Dater: shalt No. <br />12-26-2012 <br />Project No. <br />12-027 S�9 <br />