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01-0262-005 REVITIONS DATE STRUGTI,IRAL NOTES: _ BEAM SCHEDULE COLUMN I I I I 'I ALL DIMENSIONS,ELEVATIONS 4 OFEND436 WITH ARCHITECTURAL DRAWINGS.REPORT I JOISTS AND RAFTERS SHALL HAVE A MIA.STRESS GRADE OF Fb • 1000 PSI y SIZc (INCHES; BOTTOM. REINF. TOP REINFORCING STIRRUPS COJ.UMI V SCT-f DI.FJ. ANY DISCREPANCIE8 TO OUR OFFICE. -TRUSS MANUFACTURER TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR APPROVAL IUDICATING ALL REACTIONS TO THE Sl!!°PORTnJG STRUCTURE. MARK ELEV.-y REMARKS REVITION Q (BDC. 2/28/02 -ALL TRESSES AND/OR JOIST SHALL BE SECURED TO THE BEARING PARTITIONS OR THE BEAMS W D A B' C" BARS T E" SPACING REINFORCEMENT -EXTRET•E CARE MUST BE USED DURING ALL NEW EXCAVATION,FOUNDATION AND DEMOLITION WOK WITH HURRICANE STRAPS AS INDICATED ON PLANS.STAC<xER TRUSSED AS REQUIRED TO ACHIEVE 7____ _BARS BARS # SUPPORT BARS BARS SIZE EACH END MARK SIZE REMARKS VERTICALS OR BASE Ft TIES OR CAP FE SO A6 NOT TO UNDER!-i1TJE ANY Gf THE EXISTING FOUNDATION THAT MUST REMAIN. PROPER BEARING(4"MIN.). 5-1 9'=/" 8 12 7 5 2 5 9 8- -ALL REQUIRED STRUCTURAL DEMOLITION OF UPPER LEVELS MUST BE COMPLETED PRIOR TO 5-2 8'-10-M'-4- a BAR 2 03 2 5 03 8" SEE DETAIL BEAM 5-2 QI TS 3" X 3" X 3/16" 00 X 10 1/4" fE-i" X I "X 1/4" M W/(2) STUDS 5/8" 0 X 8" P£RFORJ'1ING ANY NEW FOUNDATION WORK B-3 8-Id" _ 8 - 18 2 03 2S 9 8" -BEARING MASONRY SHOWN THUS IN PLAN SHALL BE ERECTED PRIOR TO THE TG 8" X 12" 4 • 5 03 151 12 -ALL EXISTING FOUNDATIONS INDICATED IN THESE DRAWINGS HAVE BEEN TAKEN FROM THE STRUCTURE ABOVE HAS BEEN POURED. TB V-4- 8 12 205 2 5 03 4• 12 SAL.•48" INFORMATION SHOWN IN THE EXISTING DRAWINGS PREPARED BY 01MR, -NON-BEARING MASONRY SHOWN THUS IN PLAN SHALL BE ERECTED AFTER THE T15-1 1'-4- 8 12 2-3 2 5 5 4• 12 DAL.•48" STC 8" X 12" 4 • 5 M3 D 12"(DOWELS) SEE DETAIL ST. COL. -CONTRACTOR MUST VERIFY THE ACCURACY OF ALL EXISTING CONDITIONS WHICH MAY IMPACT THE STRUCTURE ABOVE HAS BEEN POURED. AMCWT AN SEQI&NCE OF THE WORK. -AFTER-MM PRISM STRENGTH Fm SHALL BE 1500 PSI. RTB VAR 8 VAR. 2 5 2 5 •3 •12 -MORTAR CCNF•OR'1ING TO AB.TM.C-210 TYPE "M-(2500 PSI). t-PROVIDE 2 5 X 3'-0"X V-O"CORNER BAR FG 8" X 8" I 5 -PROVIDE 8 GAGE LADDER TYPE HORIZONTAL REINFORCEMENT AT 16.O/C(FOR REINFORCED 2.-DROP CONCRETE OVER OPENING ADDIT.2 5 EVERY 12"DROP. FC-2 8" X 16" 2 M 5 M2 a lro" SEE DETAIL FC-2 - ATION$SHOUN ARE IN FEET AND TENTHS,AND ARE REFERENCES FROM SEA LEVEL DATUM 1U4LLS). DATE:08-28-01 • lNfa.VDJ -PROVIDE 8 GAGE TRUSS TYPE HORIZONTAL REINFORCEMENT AT 16"O/C(FOR NON-REINFORCED GREATER OF 05 LI FG-3 8" X 16" 2 06 SCALE: AS NOTED FOLMA WALLS) OR 0.3 L2 "T" BARS "B" BARS LENGTH L/3 "T" BARS RUN CONTINUOUS -BASED ON VISUAL INSPECTION,FOUNDATIONS SHALL BEAR ON CLEAN SAND OR LIME PECK OR LAP AS REQ'D. At MID SPAN. CAPABLE OF WITHSTANDING A MIN.ON SOIL.BEARING CAPACITY OF 2000 PSI. -LIVE LOAD: 20 PSF "T" BARS DRAW INSPECT AND VERIFY SOIL CAPACITY AND ENGINEER OF RECORD WILL SUBMIT A SEALED AND -DEAD LOAD. 35 PSF 30 BAR 03 L 03 L 2'-2" SIGN LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED AND FONDATION CONDITIONS -WIND LOAD PER AB.C.E. 03 L : MARIA FERIA ARE SIMILAR TO THOSE UPCN WHICH THE DESIGN 18 BASED. CATEGORY: i DIA ITYPJ "E" BARS FOOTING SCHEDULE JOSE F. TARIN EXPOSURE "C": I IIIFORTANCE: IA5 -FILL AND BACKFILL SHALL BE COMPACTED TO A MIN,OF W%OF THE MAXIMUM DENSITY AT WIND VELOCITI': 110 MPH OPTIMUM M028TUR8 AS DETERMINM DY THE STANDARD PROCTOR TEST. R E I N F O R C E M E N T NaMs n:uco o.-i� R AtJn r�,rtverTOR MARK SIZE LONG. TRANS. REMARKS t _�dK FOR SHOP DRAWINGS AND INSPECTIONS OF REINFORCEMENT IN THE FIELD ARE REMIMP -COMPRESSIVE STRENGTH AT 28 DAYS: THIS OFFICE ISNT TO BE HELD RESPONSIBLE FOR THE STRUCTURAL ADEQUACY OF THE CONSTRUCTED SLAB ON FILL 2500 PSI ADDITION E BAR C BARS "G" BARS A BARS STD. HOOKS CF-1 5 -8 X 5 -8 XIS 6 "5 5 +✓ ALL OTHER POURED-IN-PLACE CONCMTE 3000 PSI 1 " GROUT, 3000 PSI MID BARS WF-16 I'-4" X CONT. X 12" 2 +'S �'8 ® 48" -COVER. -ALL SHORING,RE-5HORING AND TEMPORARY BRACING REQUIRED IN THIS PROJECT IS TO BE "A" BARS "A" BARS co CONCRETE DEPOSITED AGAINST THE GROUND 3" DESIGNED BY FLORIDA RESTRICTED ENGINEER WHO SPECIALIZES IN FORM WORKITEMPORARY L I L 2 I L 3 I. L 4 CF-2 V-O" X 3'-0" X12" 405 405 co FORMED CONCRETE IN CONTACT WITH THE GROUND:-2" BRACING DESIGN.AND WHO HAS BEEN HIRED BY THE GENERAL CONTRACTOR THE GENERAL BEAMS AND COLUMNS: 1-1/2" CONTRACTOR I5 THE ULTIMATE RESPONSIBLE PARTY FOR SHORING,RE-SHORING,AND N_ OTE : 6" 11I1j. CF-3 3'-0" X I'-6" X12" 3 05 405 SEE NOTE � INTERIOR BLABS 3/4" TEMPORARY BRACING REQUIRED ON THIS PROJECT AND MUST SATISFY HIMSELF WITH THE EXTERIOR- I-1/2" ADEQUACY OF THE INSTALLATION OF THESE ITEMS AT ALL TIMES. 1. °L" I5 THE LONGER OF ADJACENT SPAN. 4. MID BARS t0 BE "4mi2" EF. WHENEVER BEAM DEPTH NOTE: BAR TRAANSV. ANCHOR W/EPDXY 6" INTO EXISTING WF-16 r �o6F;AA a L4-, "'� 2. S" WIDE BEAMS TAKE A MAXIMUM OF 2 BARS PER LAYER Is LARGER THAN 2'-0". LO M�+'i?!!n!"(R.AGED AGCOI�DIN4 TO/1C2 302) -THE STRUCTURAL ENGINEER OF RECORD DOES NOT POSSES,NOR PRE5UME8 TO P038E5 ANY 3. STIRRUPS TO BE CLOSED TYPE WITH 1387 HOOK 0 _JOINTS: KNOLLLEDGE OR EXPERTISE IN MATTERS TO JOB SITE EMPLOYEE SAFETY,OSHA OR LABOR TYPICAL r,• ISOLATION JOINTS MUST BE USED AT JUNCTIONS WITH WALLS AND COLUMNS,USE 1/2" THICK LAE REQUIREMENTS FOR A CONSTRUCTION PROJECT.SAFETY AND COMPLIANCE WITH OSHA I I I-ICAL BEAM BAIL PLACING DIAGRAM HURRICANE STRAP SCHEDULE w � • PRE MOM JOINTS FULL DEPTH OF SLAB. AND LABOR LAWS ARE THE ,45WLUTE RESPONSIBILITY OF THE GENERAL CONTRACTOR O AND THOSE CONSULTANTS HE HIRES TO ADDRESS THESE MATTERS.THE STRUCTURAL ENGINEER NTS. • m OF RECORD SPECIALIZES IN STRUCTURAL DESIGN ONLY,AND THE BOARD OF PROFESSIONAL • HIM FROM ASSUMING RESPONSIBILITY OUTSIDE HIS AREA OF EXPERTISE CONNECTION NAIL SIZE NO. a � � -REINFORCING BARS CONFORMING TO A8.T1M.A-815 GRADE 60,INCLUDING COLUMN AND BEAM TIES. REGULATION FORBIDS 'U S C UPL IFT/NORMAL -WELDED FIRE FABRIC CONFORMING TO A.S.T1M.A-185 AND SUPPORTED ON SLAB BOLSTERS SPACED TYPE QUANTITY APPROI/ALS AT 3'-0'O/C, e��-=ewr ff:Ctx�FA' -FABRICATION AND DETAILING ACCORDING TO A.C.L-315. -ALTHOUGH THE ENGINEER OF RECORD HAS STRIVED TO MEET ALL APPLICABLE CODES AND A b-10 d at steel plate w .,..� -ALL ACCESSORIES TO HAVE UPTURNED LEGS AND BE PLASTIC DIPPED AFTER FABRICATION. LOCAL ORDINANCE REQUIREMENTS,THE CONTRACTOR IS STILL RESPONSIBLE FOR COMPLYING TAPL12 1595 98-1016.02 OR 00-1016.03 QI E--1 a 13-10 d on strap M ^l WITH ALL APPLICABLE CODES AND ORDINANCES OF THE EVENT OF CONFLICT OR OVERSIGHT B 4-10 on steep to w �• IN THE DRAWINGS THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE ARCHITECT OR ENGINEER DTC -ALL STRUCTURAL STEEL PLATES SHALL CONFORM TO A-61M.A-36 HOT DIPPED GALVANIZED. OF ANY CONFLICT OF DISCREPANCY ENCOUNTERED SO THAT APPROPRIATE REMEDIES MAY BE 1105 9•IO d on strap 95-1016.02 OR 00-1016.03 � -PLATES SHALL BE TOUCHED AFTER WELDING HAS TAKEN PLACE. UNDERTAKEN Rte, • -ALL STRUCTURAL STEEL WELDING SHALL BE PERFORM WITH AWLS.D.I.L -THE APPLICABLE CODES ARE: G RTI6F 1090 W/6-Ibd ON TI�JSS 00-1218.03 N cn q W LO -ALL ANCHOR BOLTS SHALL CONFORM TO AS.TJM.A-301. SOUTH FLORIDA BUILDING CODE,t554 EDITION. 14-$/16"tAP COM ON BEAM C''� -ALL BOLTS SHALL CONFORM TO AS.TJM.A-325. A.CL 318-99 BUILDING CODE REQUIREMENTS FOR REI•FORCED CONCRETE. • -ALL PIPE COLUMNS SHALL CONFORM TO AS.TM.A-53,GRADE B(F9 - 46 KSI). A.CI. 530-95 REIFORCED MASONRY -PROVIDE ONE SHOP COAT OF RUST INHIBITING PAINT MIN 3 ML DRY FILM THICKNESS). ABLE MANUAL,9th EDITION. r� •`� -FABRICATIONS AND ERECTIONS SHALL BE DONE IN ACCORDANCE WITH THE LATEST A.LS.C. P.CJ.DESIGN HANDBOOK Z111 [�,�SPECIFICATIONS. I_ 1 I I I o 1= I I I • • Q -SUBMIT ONE SEPIA AND ONE PRINT OF ALL SHOP DRAWINGS LISTED BELOW. IF SIGNED AND y SEALED SHOP DRAWINGS ARE REQUIRED,THEN SUBMIT TWO ADDITIONAL SIGNED AND SEALED I I I I I I I 64 1 1 1 1 I EXISTING NEW -ALL WELDING SHOULD BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH BY PRINTS FOR APPROVAL. I Z tu q1 o� I I O W AWS.BY CERTIFIED WELDERS. -SHOP DRAWINGS: — _ -CONTRACTORS TO USE E-10 SERIES LOW HYDROGEN ELECTRODES. REINFORCED STEEL CONCRETE MIX DESIGN STRUCTURAL STEEL. I I— "5 X 36" DOWELS O I I PI Y- ACK T SSE w NEW GONG TIE BEAM T""-I 1 t OR BEAM I UN= X55 45, I I NEW GONG. BLOCK I EXI ING WF- FC- I Ror_= 6 L S. _ -- L- - - - - - - - - - - -- - - -- - -- - - - - - - -- - EXIS T DRILL 5/8" X 5" HOLES - - - -- - N —T — -- - - — - - -- - - — — - - — - - -- - - - - - - - TO RECEIVE *3 x 1'-O" 1-- JG --_ - - - - - - - -- - - - - - - - - I BARS -m24" FILL ! ( HOLES W/ EPDXY GROUT ! -- -- -- - - - -- -- - - --- - - - I r—� - - - - -- -- - - N I - I II II L — ,- -' I I I I — -I- 2"X4" LEDGER 2 +'S VERT. I I 3 -O I I I I I I 2I I 3 - 2'_0.: , I I 1 I I I I I 5-1 w -I 1 1 1 _ W/ /4 m TAPCON I — — _�_ 19- 0 o � 16 I ��I I o I I I Z 18: I I I I I — _ 2 x 4" CONT.�TOP �Qi�l � I I _ 2::24 MA . I • I 4" GONG. SLAB ON GRADE REINF. 11 I I 1 HORIZ BRIDGING(71'P.)�I r zl 11 I I DRILL 3/4" X 5" HOLES W/ 6 X 6 X WlA X W1.4 W. W. F. I I I I I I O I W/3-10 EACH SUPPORT( I I I W I I I TO RECEIVE 05 BARS FILL I I I OVER 6 MIL. OF INCH POLYETHiLENE EL: -O'-�" I �4 — _ — — _ '� I I I Z I w HOLES W/ EPDXY GROUT lI I I FILM AS VAPOR BARRIER ON WELL r — — — EW WF_1J I FC_3 /SLAB I I I,\ i I t�EW TBf V I I O 1 I I COMPACTED FILL. CF_21 TO I I I I NE�U �OO� - - - - - I I I ~ I I I • — — �-1 I I }_� I (2) 05 VERT DOWELS ► o w L 1 J I I ~ 2 _O PRE-EN INHERED O ! 1 — — — — — — — — I I I I NEW. LONG. FOOTING Qj�� F---1 r I I Z I I w IJJ ROOF TRUSS 1w 24" I I ~ WF-16 h--1 I I z UN= 982 LBS. I I e.4 CrJ I — — — — — — — �I I 1_ B EXIST. CONC. 11 Gt/t I _ I I S_1 — Rc� 922 LBS. I I FOOTING G• ^ r"-I slrr I I I UN= 1456 LBS. �I I sIM I �.. V,�FTON b� TO MAC HT EXISTING (EL: O'-O") I I I I Rp,� 1536 LBS. I LO I I /SLAB w1 • I - - - - - - - - U = 1456 LBS. I I DETAIL STARTED COLUMNS CD 12 � I I 05 m 48" O/C IN 3000 PSI z l I I �' ZI R N= 1536 LBS. I NTS GIRDER TRUSS _ _ D� 5/8" "C.D.X."PLYWOOD ROOF SHEATING NAILED GROUT FILLED GELLS.(TYP.) I I _ I � � L{� TO EACH SUPPORTW/ lOd NAILS tv 6" O.G. LO _ T T � A l I - L — — ©— —FG-3 — NEW UJF=fro — FG 3 —— —— — J I 5:_ :_O: 11_2:1 I ` 1 EW RAKE T.B.( RTBB_ I I Ln 1 r -1 f—1"� = I I O m m co L NEW WF_I6= I I L NEW WF_I6� I N d1 W - C'1'-10")� —NEW TB-1(1'-1 ") I TMEW TB 2'-O" NEW PRE-ENGINNERED . . O I I O w w CONEGTION TYPE© F•R-1 —— — — ——= i I T- — — — z z _ NEW TIE BEAM(RTB) 2 I ROOF 0� -- 2"X4" LEDGER B /2llX&llX5l-01l a �'-'- • - 13 O I I �� W/ 1/4" m TAPCON Q 24" MAX. cz i m " 2 05 EACH CELL • I6 NEW B-2 � 05 a 48" IN 3000 PSI n� LO FILLEED W/3000 Ps: I-�I GROUT "2 TIE 12" CsROUTFILLED CELL OOF FRAMING AN a a � ^ � 39'-4" � � PL a. s �� �� a.< < ° a SC,4LE: 1/4 I -O DETAIL OT- FC-2 1/2" EXP. JOINT W Q � co FOUNDATION F SCALE 1"=1'-O" 4" CONIC SLAB � co (SEE FLOOR PLAN) SCALE: 1/4" 1'-O" EL: 0'-O"(TO MATHH Exk-ST.) O OIL T/NEW SLAB -x—x—x • • 81_8:: 5/8" "G.D.X."PLYWOOD ROOF SHEATING NAILED � Q � Q 1 TO EACH SUPPORTW/ lOd NAILS a 6" O.C. NEW PIGGY-BACK TRUSSES _ CONC. SLAB COL. -O" W 1 TO MACNT EXIST. EL: 10'-4" I I=)11= NEW WF-16 O f' TMEW SLAB ° ° , T/NE:W B-2 FLF NEW TRUSS EL: I'-4" � O O � TMEW FOOTING ^ COMPACTED FILL 105 MID BAR w EACH SIDE ENCASE COL. IN 2" MIN. COVERAGE O ~ CONC. BELOW EL: 8,_10„ CUT EXISTIN O O 1 SLAB BASE PLATE (SEE SCHEDULE) TRUSS FOR H • TMEW 5-2 � I" MIN. GROUT, NON-SHRINKING_ d T5-2 _ SECTION 1 SCALE 3/4"=I'-O" S- - W/ 4'/ PROJECTION LONG � . . . . ` J EL: 9'-4" v TOF. LEVELING NUT CONECTION TYPE G T/EXISTING TB O , �`��ttFFRFrRrrrr� FOOTING (SEE SCHEDULE SHEET 1 \ e o o FOR SIZE d REINFORCING) STEEL COLUMN It C,j REFORGING OF TB-2 EXISTING TIE BEAM � Gv Z `��/ , (SEE SCHEDULE) !� (SEE SCHEDULE) EXISTING PRE-ENGiNNERED STIRRUPS 4 12" MAX EXISTING ,`v� �A 1 -6„ 51-5.1 ROOF TRUSS 24" BALANCE 648 CONECTION TYPE �C l 3., CL. - _ o1J � � iu I SECTION 3 TYPICAL DETAIL STEEL COL. TO FOOTING S-� F 1 DETAIL BEAM 5-2 SCALE 1 .1 0 o I S 1�NT O f Sheets SCALE 3/4 u F,r•.r: