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0 <br />TYf <br />TYP <br />EX <br />TYPICAL BRIDGING DETAIL <br />v r REINFORCE WEBS <br />1 % x 1 /l/2 x Y16 EA. WEB <br />HERE SHOWN. PANELS 1-11 <br />)IST <br />f YP. <br />(SEE DETAIL 1/S-8) <br />TYPICAL <br />SCALE : N.T.S. <br />LINFUHUL BU I I UM UHUHU w/(2)-%4- UTA. HUU5 <br />(SEE DETAIL 3/S-8 & 3A/S-8) PURPOSE OF THIS SKETCH IS TO <br />GIVE GENERAL IDEA OF <br />REINFORCEMENT REQUIREMENTS. <br />2 ACTUAL JOIST WEB <br />CONFIGURATION MAY DIFFER <br />EXISTING DECK S <br />PROVIDE 8" <br />CONT. <br />WELD EACH <br />2-12 EA. END <br />SIDE, <br />GRIND TYP. . <br />3/16 <br />2 <br />3/16 <br />US 3/4" DIA. ROD TO REINFORCE <br />EXISTI G JOIST TOP CHORD <br />(TYP, THROUGHOUT ENTIRE TOP <br />CHORD) <br />SPLICE ROD AS REQUIRED <br />A2 <br />USE 3/4" DIA. ROD TO REINFORCE <br />STEEL ROUND <br />EXISTING JOIST BOTTOM CHORD <br />ROD (SEE <br />(TYP. THROUGHOUT ENTIRE BOT. <br />CHORD) <br />DETAIL) Fy-50 ksi <br />SPLICE ROD AS REQUIRED <br />ROD SPLICE DETAIL <br />PROVIDE 8" <br />CONT. <br />/� <br />(3 A <br />3/16 <br />WELD EACH <br />SIDE, <br />2-12 EA. END <br />SCALE N.T.S. <br />EXISTING JOIST <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 1/4 0. EXISTING. <br />° CMU WALL <br />C <br />STEEL BEAM WEB <br />0 <br />o fl <br />L 4"x4"x3/8" <br />x 8" LONG <br />BOTH SIDES <br />T Y P>- -� <br />1/4" <br />L 4"x4"x3/8" <br />x 8" LONG <br />BOTH SIDES <br />STL. BEAM <br />(SEE PLAN) <br />TYP} <br />1/4" <br />1/2" GAP (MAX) <br />(SEE PLAN) <br />TOP VIEW <br />SIDE VIEW <br />STEEL SEAM T CO <br />NCRETE ® RETE <br />SCALE: N.T.S. <br />GENERAL SHORING` NOTES AND DETAILS <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 1.51322 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. 7 `BM. <br />3' LENGTH I. <br />- (6) 3/4" DIAM. X 6" 2" WELD <br />EXP. BOLTS EA. SIDE <br />(3 EACH SIDE) <br />TOF' VIEW <br />REINF. STL, SHALL BE <br />WELDABLE ASTM A706 <br />GRADE 60 STEEL. <br />EXISTING. <br />CONCRETE BEAM / <br />ASSEMBLYTYP. SHORING _ <br />AM <br />F <br />EA. SIDE <br />SIDE VIEW <br />REBARWELDED <br />SCALE: N.T.S. <br />STRINGER BEAM <br />ADJUSTABLE SCREW JACK <br />FRAME <br />COUPLING PIN <br />RIVET AND HITCH PIN <br />DOUBLE HOLE CROSS BRACE <br />ADJUSTABLE SCREW JACK <br />REINFORCING BARS WELDED <br />TO STR, 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 />COL. <br />REINFORCING BARS WELDED <br />TO STR. STL BEAM SHALL <br />CONFIRM WITH A.S.T.M. <br />A706, GRADE 60, LAP <br />REINFORCING AS NOTED ON <br />PLANS. <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 />GENERAL SHORING NOTES: <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 />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 />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 COMPETENT PERSON. <br />PLUM AND LEVEL ALL SHORING FRAMES, EXERCISE CAUTION IN <br />ERECTING OR DISMANTLING FREE STANDING SHORES, <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 />Pro j. Mgr. <br />JU <br />Job. Capt. <br />SG <br />Drawn bg <br />JT <br />RON BARR, A.I.A. <br />Rev'd by STATE OF FLORIDA <br />R5 AR 0016160 <br />X O¢ m Q p j Q O 0 w 0 F <br />a 0 U UO O p= z O w <br />w a= O U m <br />m X 0 z Z 2 Cp z w Q V O <br />z 0 z � w~ z OU � w�> <br />'w Wcl) } w O O} Z~ o <br />w 0 z o= F- it ¢ w z z 0 <br />O m OU n LL D a O 2 Z= Z <br />W Zi� a w Z zO zO V a0 0 0 <br />EL= Q 0Y w Z F U O>-Z_ U <br />0�~ d w OU Ow 7= 0 z Y IX D <br />Z m w Y H <br />O I- w F- 0 <br />IL w a w l = U z 0 <br />N F 3 x o= ,) z w a Z <br />z= n z 0 LL 7„ z O m 0 0 w <br />w �- O w� U z T U X w w <br />m Q w�- j O 9; 0 2 w w O= m <br />U a U w U p z= z0 Q U= a <br />o Oa: H o w o !- H w Z o U <br />z U 2 O U w U a= z W x 0 <br />zWO <br />wa W = U= ~o � w w~ U <br />a 0 a F a F- z o ir F z z z a <br />O COPYRIGHT 2012 <br />BARR ARCHITECTURAL STUDIO <br />Revisions: <br />0 GENERAL REVISIONS (09/30/2013) <br />AS BUILT (04/24/2014) <br />CADFILE No. <br />a <br />M <br />a <br />M <br />� <br />AA <br />O <br />*D <br />O <br />H <br />I ' <br />O <br />N <br />� <br />rA <br />L <br />O <br />�L <br />0 N cD <br />M CD C <br />L c�i <br />N c <br />O N c <br />� T � <br />U 6 CL <br />w, > <br />cu W � Lo c: <br />o E <br />c <br />cu <br />uo c� E <br />L o <br />�O m i <br />LL a--r <br />r. O <br />O Lo Lo :3 <br />U <br />T <br />LO U <br />L <br />cu <br />Sheet T1tle <br />Scale: <br />Date: Sheet No. <br />5-5-2014 <br />Project No. <br />12-027 S�8 <br />I <br />