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A2
<br />TYF
<br />TYP
<br />EXI
<br />KLINNUKUE LSU I I UM UHUKLJ w/(2)-%4"' DIA. KUDS
<br />(SEE DETAIL 3/S-8 & 3A/S-8) PURPOSE OF THIS SKETCH IS TO
<br />GIVE GENERAL IDEA OF
<br />REINFORCEMENT REQUIREMENTS.
<br />A2 ACTUAL JOIST WEB
<br />CONFIGURATION MAY DIFFER
<br />EXISTING JOIST REINFORCEMENT DETAIL AT NEW ENTRY FEATURE BACK WALL
<br />EXISTING DECK
<br />I
<br />PROVIDE 8" CONT.
<br />WELD EACH SIDE,
<br />REINFORCE WEBS
<br />3/16 2-12 EA. END
<br />1% x 1% x Y16 EA. WEB
<br />2
<br />HERE SHOWN. PANELS 1-11
<br />DIA. ROD TO REINFORCE
<br />US PING
<br />(SEE DETAIL 1/S-8)
<br />EXISJOIST TOP CHORD
<br />TYPICAL
<br />(TYP. THROUGHOUT ENTIRE TOP CHORD)
<br />SPLICE ROD AS REQUIRED
<br />A2 USE 3/4" DIA. ROD TO REINFORCE
<br />EXISTIGJOIST BOTTOM CHORD
<br />(TYP, THROUGHOUT ENTIRE BOT. CHORD)
<br />SPLICE ROD AS REQUIRED
<br />IIST
<br />PROVIDE 8" CONT.
<br />WELD EACH SIDE,
<br />3/16
<br />2-12 EA. END
<br />FYP.
<br />TYPICAL BRIDGING DETAII
<br />SCALE : N.T.S:
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<br />0
<br />GRIND TYP.
<br />3/16
<br />STEEL ROUND
<br />ROD (SEE
<br />DETAIL) Fy=50 ksi
<br />3A ®® �PLI � ETAIL
<br />SCALE N.T.S.
<br />SCALE : N.T,S.
<br />LOCATE EXACT POSITION OF
<br />EXISTING REINFORCEMENT
<br />BARS. DO NOT CUT OR
<br />DAMAGE EXISTING REBAR
<br />T Y P �-�
<br />STEEL BEAM WEB
<br />GFIVUE�_„
<br />L 4"x4"x3/8`
<br />x 8" LONG
<br />BOTH SIDES
<br />D EXISTING.
<br />° CMU WALL
<br />TOP VIEW
<br />L
<br />SCALE : N.T.S.
<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 1.5B22 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 TOP OF STL.
<br />CONC. COL. /_ BM.
<br />TYP.
<br />1/4" 2" WELD.
<br />161 3/4" DIAM. X 6" EASIDE
<br />L 4"x4"x3/8" EXP. BOLTS REINFORCING BARS WELDED
<br />x 8" LONG (3 EACH SIDE) TO STIR. STL BEAM SHALL
<br />BOTH SIDES TQ� YIE(� CONFIRM WITH A.S.T.M,
<br />A706, GRADE 60, LAP
<br />REINFORCING AS NOTED ON
<br />REINF, STL. SHALL BE PLANS.
<br />WELDABLE ASTM A706
<br />GRADE 60 STEEL. BEND BAR AND WELD TO
<br />STL. BEAM EXISTING. BAR NO. AND P OF STL, BLENGTHTAS
<br />(SEE PLAN) CONCRETE BEAM REQ'D. FOR LAP AT CONC.
<br />GQL.
<br />TYP. 1�� E
<br />1/2" GAP IMAXI REINFORCING BARS WELDED
<br />TO STR. STL BEAM SHALL
<br />CONFIRM WITH A.S.T.M.
<br />(SEE PLANT A706, GRADE 60, LAP
<br />REINFORCING AS NOTED ON
<br />512E VIEU) PLANS,
<br />SIDE VIEW
<br />STEEL BEAM TO CONCRETE CO"NN.
<br />SCALE: N.T.S.
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<br />WELDED REBARR TO STL. BEAM--ru""TI'L.
<br />SCALE: N.T.S.
<br />DENOTES:
<br />F ®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
<br />G i ® S.
<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 />0
<br />CONTRACTOR TO MAINTAIN FLOORS 1 a SHORED.
<br />00 S 00/ S O ED. CONTRACTOR
<br />SHALL ERECT FORM WORK IN STRICT COMPLIANCE WITH ACI 347.
<br />PROVIDE CHAMFER AT A I S ALL CORNERS N 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 CHANGE A S TO SHORING NG PLAN AND
<br />EQUIPMENT.
<br />COUPLING PIN
<br />PROVIDE GUARD RAIL SYSTEMS ON ALL OPEN SITES AND OPENINGS NGS
<br />IN FORM WORK AND SLAB.
<br />LATERALLY SUPPORT WORK FORM W F 0 O OR 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 A .
<br />0 S (S C S R EBAR BUNDLES).
<br />THE ERECTION OF SHORING UNDER
<br />SHOULD BE DE THE SUPERVISION OF
<br />AN EXPERIENCED COMPETENT 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 />A2
<br />DSI.hI
<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 />Proj. Mgr.
<br />JU
<br />Job. Capt.
<br />SG
<br />Drawn by
<br />JT
<br />RON BARR, A.I.A.
<br />Rev'd bg
<br />STATE OF FLORIDA
<br />l�
<br />AR 0016160
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<br />© COPYRIGHT 2012
<br />BARR ARCHITECTURAL STUDIO
<br />1A
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<br />lu
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<br />Revisions:
<br />I& GENERAL REVISIONS (09/30/2013)
<br />Z2 AS BUILT (04/24/2014)
<br />CADFILE No.
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<br />Sheet Title
<br />Scale:
<br />Date:
<br />5-5-2014
<br />Project No.
<br />12-027
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