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HomeMy WebLinkAboutREVISION 1-28-09OFFICE USE ONLY: DATE FILI REVISION 1 2. 3. 4. PERMIT NUMBER: KO Z -D RECEIPT NO.: 4H ST. LUCIE COUNTY :N OF CO1MMUNITY DEVELOPMENT UILDING &ZONING 2 00 VIIRTGMA AVENUE L 34982-5652 553 C w I I 0? I G `'ISIONS JPAvJ,r.JyS W _ __ P ' s-!.07.2 Q IOJECT INFORtiIATIO\ S-I1074 Q- LOCATION!SITE ADDRESS: Cf4S R E DETAILED DESCRIPT ONS OF PROJECT REN'ISIONS: Nfi nJ D E A,f s.00 .rO THE n/ .eq/LM NEr%Da'D At ,TOE ppoceSS lVjESJOJ, P12,are-,44r �LEn 1 E�1%7S WALE eXAA1 CAsT—/-%�GACS SVMP /�,j GOoJ%D,n/A72 kV,774 4P2 L A:b rPn/ ScA rJ s � a� @ Sil t� v m S44 ij JO/ nJ irS CONTRACTOR INFO NATION: ST. OF FL REGJCERT# BL'Sl\ESS LIE: Qualifiers Name: ADDRESS-. CITY. — iP ST. LL'ClE COUNTY CERT.6 Cbw7STRUG%7Z?aI WEST LAC EQ /ZEGT JAI STATE: PHONF(DAYTI>IE): - 2 FALXM�¢�— 22 D— IaS'l� ARCHIT ADDRESS: CITY: PHONE (DAYTIME): AA 2Gd0l2J2 ^J D2, J STATE: FL ZIP:' 3 7 7t - _ FAXIi �B6 — IS-74 O-W C0144t- IVA/ C400) /,Am 1 / r--� 33145 6S- 8 9 3S 30! - 866- 03G Construction, ' ®■•oVM Inc. Contractors - Structures 8370 West Flagler Street (Suite 206) ' Miami, Florida 33144 Tel. 305-220-6557 Fax. 305-220-6575 To: St. Lucie County, Florida Code Compliance Division 2300 Virginia Avenue Ft. Pierce, FL 34982 Attention: Ed DeGennaro 009-2 CGC Lic. No. 023826 Letter of Transmittal Date: 1-02-09 Transmittal N°: 009-2 Project N2: J1107-140 PERMIT NO. 0802-0116 Project Name: Allied Plant, Ft. Pierce WE ARE SENDING YOU: (D Attached Under separate cover via the following items: ® Shop Drawings Prints Samples Submittal data Pay Requisition ® Other: Design Calculations S/S F77r Description op Drawing, signed $ sealed -Joists, Hollow Core Slab &Twin ng requirements on sheet 5/5 n Calculations by John A Hoy, PE, 55312, signed and sealed g calculations on pages as follows: .1 to 4.4 Joist Shoring 1 to S6 Ellis Shores S7 to S10 Purlins S11 to S13 Mud Sills S14 to 52MALA. �!1 THESE ARE TRANSMITTED as checked below: Rr L kwe %J ail For approval Approved as submitted RVrn copies for approval _44 ® For your use Approved as noted copies for distribution As requestedReturned for corrections corrected prints For review and comment n to us For Bids DUE �•■ _ REMARKS: Submitted in compliance with FBC 109.3.5 and 1906.2.2.1. [This permitted facility not determined to be a "Threshold Building", SLC to perform shoring insR6,�f?&*L0b25i v1'fF 0?pAffy1. Copy to: Job File, Signed by: Henry Martinez Partial set to Owner & Consultant W J Miranda VM Construction, Inc. 1r.a..acJ. (•6A -U.• ....i.�- - -�vT-rlv�OftIiFIIS1�EpIVI�`f'rr' VM Construction, Inc. Contractors -Structures 8370 West Flagler Street (Suite 206) Miami, Florida 33144 Tel. 305-220-6557 Fax. 305-220-6575 To: St. Lucie County, Florida Code Compliance Division 2300 Virginia Avenue Ft. Pierce, FL 34982 Attention: Ed DeGennaro WE ARE SENDING YOU: ® Attached ® Shop Drawings Pay Requisition 4 CGC Lit. No. 023826 Letter of Transmittal Date: 1-02-09 Transmittal N2: 009-2 Project N2: J1107-140 PERMIT NO. 0802-0116 Project Name: Allied Plant, Ft. Pierce Under separate cover via Prints Samples ® Other: Design Calculations. 5/5 the following items: Submittal data Item N° Copies Reference Description 1 2 2920 CSI Shop Drawing, signed & sealed —Joists, Hollow Core Slab & Twin Tees Shoring requirements on sheet 5/5 2 2 Design Calculations by John A Hoy, PE, 55312, signed a al Shoring calculations on pages as follows: 4.1 to 4. Ellis SS to S6 Ellis ore S7 to S10 Purl S11 to S23 Mu Sills S14 to S29 Stringers THESE ARE TRANSMITTED as checked below: For approval Approve ® Foryouruse As requested All For review and comment For Bids DUE _. copies for approval copies for distribution corrected prints in to us REMARKS: Submitted in compliance with FBC 109.3.5 and 1906.2.2.1. [This permitted facility not determined to be a "Threshold Building", SLC to perform shoring insp., r notif"opw. ,_J" Copy to: Jab File, Signed by: HenryMartinez Partial set to Owner & Consultant W 1 Miranda VM Construction, Inc. LEO PIPE RACK BY OTHERS eis1-07.% 'ti _N ro SEE S CTION N OR N A I_ REBAR SEC -IONS & DI -TADS I FILE #,J 1 N S L 12" o�c #5 @8" E/W ON STYROFOAM INSERT #5 E/W CNTR , 11 a a c a a a ° PIPE RACK BY OTHERS 3 # 7 HOOKED #3 TES 0 8" O/G PIP`: RACK 0Y 01'1_RS 1-1/2" DIA. STL. PIPE RAILING TO COMPLY W/ '.B.a TRANEORMER & DETAI -S CCA-001 ENCL OSURE ;; ,z:� AREA AREA a o p , _EL. +2_ 8.3�0' EL.-zB.sO' _ P ASPHALT AREA - e < S. AB d ,. VAPOR BARRI R�2( COMPACT D II 0 0" EL _241 n a' Iva I-uf. la ::va:Gy SCALE: 3/8"1 1 1/2" D A. STL PIPE RAILING TO COMPLY W/ I ,B.C. d Z N THESE PLANS AND ALL PROPOSED WORK AND SUBJECT TO ANY CORRECTIONS --REQUIRED-BY-FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL APPLICABLE CODES. P/44PO p qN RFQ�s�s�sgN� CpM lr wirNh'�F oq ll ZFF)'c pT'p 1 7NSOR �o ,q``gp'nRt6/ 4-0 q),b N p� ORSIy N3 k 6lFn� rO qT N Conve AVS VegaMesa, LLC 13105 SouthWest 132nd Street Miami, Florida 33186 Tel: 305.220.6557 Fax: 305.220.6575 www.conveaysvegamesa.com ALLIED NEW TECHNOLOGIES PLANT "MAIN BUILDING" Ft. PIERCE, FLORIDA OWNER ALLIED UNIVERSAL CORP. 3901 NW I I5th AVE DORAL, FL 33178 305.888.2623 DNB PROJECT NUMBER 07-120a OWNER'S PROJECT NUMBER ISSUED FOR: TYPE OF DOGS: CONSTRUCTION DOCUMENTS DRAWN BY: APPROVED BY: AZ DATE: SCALE: 9/22/08 AS SHOWN CONSULTANTS: Adoffo J. Gonzalez, P.E. STA'MOFFLCWA$nWPXILBiWM tftg= MMCWWWJW.&ft4W KRafh=G fllpm MjM MU FU M6 Ml M This drawing is the property of ConveAVS VegaMesa, LLC and is not to be reproduced or copied in whole or part. It is not to be used on any other project and is to be returned on request. COPYRIGHT ® 2008 SHEET NUMBER Sl -07.2a L QM 11 71 I ; _ N _LEV T31.50' =LEV. +27.50' TOP OF BARRIER TOP OF FOOTING F- --- -- ; I I I I FOAM FORM - E'-EV.-L28.50 ilk ELEV. +28.50 ' I ;III ~' E'-EV. +26.00' TOP OF FOOTING G -� - ---- --- TI-EV. 28.30' _i Q 24"x8" COLUMN I 24„x8,, COLUMN I I� � K ' JOINT C - -- -- O ELEV. I I _ E w 1 SLOP o SWAI 1 NI_ - I I � 00 E,-EV. +29_00' 6 ' S AB I � I 24 x8" COLUMN I OP I I - - 52' 02 -- z BRIDGE FOUNDATION PLAN SCALE: 3/16"-1'-0" -0-EI-EV. +0'-0" , - Y -- VISED COL. SEE DETAIL #5 3'-6" �8" o/; -OP T3 8" X 12" F4#5 CONI. #s TIES 0 8" d' R" 00 _—__ _#5-8' BOTT. o/c--____—_ CAST--IN—PLACE #5 5'-0' ©. 8' SHORED SLAB s" o/c TOP #5 3'-6" 8" o/c TOP #5 ® 8" o/c BOTT. 1 0 I 11'-4" 2" SLOPE 1 0' — 0" SECTION E/S1-07.1a SCALE: 3/8"=1'-0" I S1 AB ON 8" THICK GRAD - KEY JOIN KEY JO N I �I I I I P- I I IIIIII I I I I I III III I t -b ----- ` ELEV. +26.0' V 64 - - TOP OF FOOTING Ii1 I �I ELEV. +27.50" TOP OF FOOTING ELEV. +31.50, ----------- go]e el=:MaI'Ma FILE COPY ELEV. +14'-6" AM 8" X 20" 2#61 OP 2#/ B011. #3 1,LS ®8" o/c D/S1-07.1a o TW N I 0 L-11 I - 52' 0 BRIDGE ELEVATED PLAN SCALE: 1/8""-F-0" 0 C3 ELEV. +28.50' Kf_ Y JOINT 52 02" I I 242'X24" I I ICOUMN� +28.50' +27.50'77 I� I p N T AN T FARM 0 6 lV "" ~v PRECAST PIT SECTION B/S1-07.1a 8" X 24" COL. - 8#6 #3 TIES @ 8"0/ _ + HAIR PINS o I REVISED COLUMN DETAIL SCALE:1"=V-0" W •r A/S1-07.1a THESE PLANS AND ALL PROPOSED WORK AND SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL APPLICABLE CODES. WIN -E- 0 C/S1-07.1 a o11 E)o BY ERECTOR (TYP) PII CURB 11"WX12"I �- X20" I I -i >\ I I I T m II ELEV. +23.50'— b m TOP OFF SWALE ENE LI F V. 27.50 �I B/S 1 07.1 a3 P 3 V. 29.SU II II — T L I �- II II I a ISOLATED FOOTING D.T INV. THE BEAM W/24 STEM CONCRETE COLUMN DETAIL SECTION A/S1-07.1a SCALE: 3/8"BBI 4" cv IN I"OI XHANSON Jowl SECTION D/S 1-07.1 a SCALE:1/z"=11-0" FOOTING 4 # 5 END BAY BEAMS SECTION C/S 1-07.1 a SCALE: 1/2"=1'-0" Conve AVS VegaMesa, 13105 SouthWest 132nd St Miami, Florida 33186 Tel: 305.220.6557 Fax: 305.220.6575 www.conveaysvegamesa.c ALLIED NEW TECHNOLOGIE" PLANT 'MAIN BUILDING Ft. PIERCE, FLORIDA OWNER ALLIED UNIVERSAL COR 3901 NW 1 15th AVE DORAL, FL 33178 305.888.2623 DNB PROJECT NUMBER 07-120a OWNER'S PROJECT NUMBER ISSUED FOR: TYPE OF DOGS: CONSTRUCTION DOCUMENTS DRAWN BY: APPROVED BY: AZ DATE: SCALE: 9/22/08 AS SHOWN CONSULTANTS: Adolfo J. Gonzalez, e1ECFF1.0WetR1)CPJ llLeiar® =c4rwa.9eh4wu-Krone t+le=poeteee. M rraposleea JAM12 5 SEAL/SIGNATURE This dlawrw B the popedy of ConveAVS VepaMesa, LLC and b not to be �epioduced or copied In whole or part. IF Is not to be used On arty other protect and B to be retuned on request. Corr(x, 020011 SHEET NUMBER S 1-07.1 c 30,_0„ 28'-8„ -- — — — — — — ---- ) 6'-0" 6'-0" 6'-0" 6'-0" , 4'-10" in W7 cc N I I � Lo d N N �N 0 ■ ------------------------------------------- ------------------------- S-1 �� �S-1 �� S-1 , 8-1 �� S-2 )) 6-0 6 -06-0 6-0 4-10 EL.+19'-1" -1$1l / HOLLOW CO ' E + 2" TOPPING n 8" HOLLOW CORE @ ELEV. +19'-3" ESCALE: 1,8 " =1'-0" 1/4 4 4 slu x 4 401 El F ❑ ❑ HOLLOWCORE STD WELD CONN. SECTION -A SECONDARY POUR BY G.C. 4 X 2'8" REBAR 403 WELDED BY G.C. BEAM & REINF. BY G.C. 8 CMU WALL BY G.C. 400 ❑ ❑ ❑ 1" LAP SECTION-D HOLLOW CORE N SECONDARY POUR BY G.C. 00 BEAM &REINF. BY G.C. 8 CMU WALL BY G.C. STEEL BEAM I N EL BEAM 4 "+1V2 " STEE COLUM BY 0 HERS N 7 EL.+19,_1n It r HOLLOWCORE SECTION-C ARCH, ENG, GC PLEASE VERIFY ALL PRECAST FRAMING. 12" JOIST ;t:, : 8" CMU WALL SECTION-1 ARCH, ENG, GC PLEASE VERIFY ALL SUPERIMPOSED LOADS. ARCH, ENG, GC PLEASE VERIFY ALL DIMENSIONS. 4" CONC SLAB 4" CONC. SLAB 4" CONC. SLAB POUR DOWN I;.'' 12' JOIST I t : , r' 12 JOIST BY G.C. 4"± BEARING 4"±" BEARING 12" JOIST 8"x12" BEAM 8"x12" BEAM BY G.C. • ' 8" CMU WALL BY G.C. 8" CMU WALL SECTION-2 SECTION-3 4" CONC. SLAB POUR DOWN 1, 16" JOIST BY G.C. 4"±" BEARING x12" BEAM BY G.C. 8" CMU WALL FILE COVE " SECTION-5 MK END REVISIONMK &� ARCH, ENG, GC: PLEASE VERIFY COLUMNS REQUIRED TO SUPPORT STEEL BEAM ABOVE TO SUPPORT 8" HOLLOW CORE. OPP MK MK JOIST MARK LEGEND a '' THESE PLANS AND SUBJECTVO ANY ALL PROPOSED WORK REQU)RED BY FOELD C®RRECTIONS MAYBE NECESSARY INSPECT THAT COMPLY 1YjTH ALL APP N ORDER TO LICABLE CODES, BURN BACK STRANDS & FLOAT END OF JOIST. 4" CONC. SLAB 8" POUR DOWN 12° JOIST BY G.C. 4"±" BEARING 01 8"x12" BEAM BY G.C. S-8" CANTILEVER JOIST $" CMU WALL ------------ SECTION-4 E� T.O.CONC.SLAB c� W• N Z CZ NLU w J C> C5 �1 d� o6 N T � O o W QH a ❑ M ----- ---- -------- --6-'--6-" -- --- 4 6'- ' -" ,--- II := " I1 IIF LIVE LO 6'-6 6'-6" 3" DEAD LOAD = 10 PSF 16" JOISTS J-6 (4) J-1OVER (3) J-3 3) J-3(4) l 16" JOIST I I 12" JOIST I 12" JOIST I I 12" JOIST I a I I I 04 I II II IO N N N I N N EL.+13,_O" i I E� L.+19,-3" I I T.O.CONC.SLAB j Y T.O.CONESLAB l I I � I I II 1 1 II II l i I ii II i I i I ii ii it II I I II i1 I — J_ _ _ II I� I&M WO ConstruCtijil, Inc 30'-0" 24'-8" 01 21'-0" 43C eastrJCtOTS - Dovelopers Munarj,;rs Tn13U5.1^O.GS.`57 - Fax 305.220.6575 N:r+l7tC:RSTR:9A:"✓ £H rage,'mawa APMPvaI IsGI) 8 GMhNmgnC x'ifh IY^ Conhac. DOcu/nenh. L" Su06anil00lor lrom aMc: cnm 1 "r<=P n>, pl anCe wdh Such lAe Supplier and or SubcOntredor remains re� N SECOND FLOOR PLAN PLEASE VERIFY punsrba ,iv comp yingwh fhe Dasign lnlanf r#Nu Uncu.rwn(s, Ip DafaNs ur+..A rnrcy lOr ccrrq>,yetg w/th a0 ". As, Or mse6m,7 fha and Ins rin or, fnG+r (rl rugLrSn,g �� fehrfcaMOn, Axsembl LrYCAOn, entl tnatsllnhOr, ,CrO+,ny'as. SCALE: B" = 1'-0" y' A REVISION : 11 / 06 / 2008Wxsr�ze �g — emher 7th, 2008 REVIt:vfEo REVISE s RESue� lr John A. Hoy P.E. STEEL COLUMND LOCATED OVER 16" JOISTS LI, No.55312 SDL = 6.7 KIPS © REVIEWED oTEo (� s;rrEr leD F orida Engineering SNutionS, Inc. LL = 10.2 KIPS 6Y: O y _ C oat©:12630 FOR APPROVAL N Ce ificate of Authorization N.O. 26300 Curley Street -Suite 101 San Antonio, FL33576 - - Ph:352/588-5311 Fax:352/588-5411 ARCH, ENG, GC PLEASE VERIFY CONCRETE STRENGTH. DRAWING No2"&1 1) 4" SLAB OVER 12" & 16" JOIST UNO 2) SUPERIMPOSED DEAD LOAD = 10 psf t1N0 3) LIVE LOAD = 125 psf UNO 4) DESIGN PER ACI 318-02 5) F'c=6,000 PSI FOR PRESTRESSED MEMBERS 6) F'c=4,000 PSI FOR COMPOSITE CAST -IN -PLACE CONCRETE 7) ALL PRESTRESS STRAND Fpu=270 K8I PER ASTM A-416-80-SUPPLEMENT 1 8) PRECAST MILD REINFORCEMENT GRADE 60 PER ASTM A-615/A615M-96A 9) GC TO COORDINATE ALL SLAB PENETRATIONS WITH JOIST SPACINGS 10) "SF" INDICATES SHEAR FRICTION REINFORCEMENT. SEE DETAILS THESE C CONCRETE STRUCTURES , INC Concrete Structures, Inc. (CSI) Copyright ® 2008 9737 N. W; 41 ST STREET All rights reserved -Property CSI. This drawing, SUITE 436 design and/or specification, or any portion of it, is not MIAMI FL 33178 to be copied or used in any manner without the PHONE 305 597 9393 expressed written permission of CSI. PROPIETARY PLANT 12100 N. W. 58 STREET P ALLIED NEW TECHNOLOGIES PLANT SCALE. 1/4" = 1'-0' CONTRACTOR: V.M. CONSTRUCTION INC. DRAWN BY. ISABEL DATE: p8/19I08 REVISED' 11/06/08 ARCHITECT: D.N.B. DESIGN GROUP LLC ENGINEER: ADOLFO J. GONALEZ P.E. JOB NUMBER: JOB ADDRESS: DRAWING NUMBER. DRAWINGS. CONFIDENTIAL PROPERTY OF CSI. MIAMI FLORIDA 2920 FT. PIERCE, FLORIDA 1/5 1 4 30'-0" - ------F,4 -a--F - (4) J-21 12" JOIST j EL.+33'-O" I T.O.CONC.SLAB I I I I t ---------T--------- 30'-0" MIN I I I 4' I ARCH, ENG, GC PLEASE VERIFY ALL PRECAST FRAMING. PLEASE\ SUPERIM ARCH, ENG, GC PLEASE VERIFY ALL DIMENSIONS. FY ALL iED LOADS. SCALE: $' 4 1'-0" REVISION: 11 / 06 / 2008 24'-8" I I, 21'-0" PLEASE VERIFY 43'-0" DRAWING NOTES: 1) 4" SLAB OVER 12" JOIST LINO 2) SUPERIMPOSED DEAD LOAD = 30 psf LINO 3) LIVE LOAD = 30 psf LINO 4) DESIGN PER ACI 318-02 5) F'c=6,000 PSI FOR PRESTRESSED MEMBERS 6) F'c=4,000 PSI FOR COMPOSITE CAST -IN -PLACE CONCRETE 7) ALL PRESTRESS STRAND Fpu=270 KSI PER ASTM A416-80-SUPPLEMENT 1 8) PRECAST MILD REINFORCEMENT GRAI3F 60 PER ASTM A-615/A615M-96A 9) GC TO COORDINATE ALL SLAB PENETRATIONS WITH JOIST SPACINGS 10) "SF" INDICATES SHEAR FRICTION REINFORCEMENT. SEE DETAILS THESE DRAWINGS. 4" CONC. SLAB 4" CONC. SLAB 8" POUR-DOWNi • 12" JOIST BY G.C. N. :u ff. ►1 12" JOIST 4"t" BEARING 8"02" BEAM BY G.C. 8" CMU WALL 8" CMU WALL SECTION-1 SECTION-2 SED WORT; ECTIONS )PS THAT )ER TO CODES, Py tuIK ber 7th,006 Bohn A: Hoy P E. Li;. Na 55312 Florida Engmeenng Solutions, Inc. Certificate of Authorization No. 26300 12630 Curley Street.- Suite 101 FOR APPROVAL NOT FOR CONSTRUCTION Ph: 3525885311fFax: 352/688-5411 C ALLIED NEW TECHNOLOGIES PLANT S CONCRETE STRUCTURES INC SCALE: 1/4" = 1'-O" CONTRACTOR: DRAWN BY: � ISABEL 08/19108 V.M. CONSTRUCTION INC. REVISED: 11/06/08 Concrete Structures, Inc. (CSI) Copyright 02008 9737 N. W. 41 ST STREET DATE: ARCHITECT: ENGINEER: All rights reserved - Property CSI. This drawing, SUITE 436 design and/or specification, or any portion of it, is not MIAMI FL 33178 D.N.B. DESIGN GROUP LLC ADOLFO J. GONALEZ P.E. to be copied or used in any manner without the PHONE 305 597 9393 expressed written permission of CSI. PROPIETARY PLANT 12100 N. W. 58 STREET JOB NUMBER: JOB ADDRESS: DRAWING NUMBER: CONFIDENTIAL PROPERTY OF CSI. MIAMI FLORIDA I 2920 I FT. PIERCE, FLORIDA I 2/5 11 2'-6 5'-0" 2'-6" (Mi CAST -IN -PLACE 8"SHORED SLAB (BY OTHERS) ARCH, ENG, GC PLEASE VERIFY ALL SUPERIMPOSED LOADS. 53'-0" SDL = 10 PSF LL = 80 PSF (Nj rP� I I ECTION - 4 53'-0" DRAWING NOTES: 1'-0" 1) 2 2' SLAB OVER 24" DOUBLE TEE 2) SUPERIMPOSED DEAD LOAD = 10 psf UNO 3) LIVE LOAD = 80 psf LINO 4) DESIGN PER ACI 318-02 5) F'c=6,000 PSI FOR PRESTRESSED MEMBERS 6) F'c=4,000 PSI FOR COMPOSITE CAST=IN-PLACE CONCRETE 7) ALL PRESTRESS STRAND Fpu=270 KSI PER ASTM A-416-80-SUPPLEMENT 1 8) PRECAST MILD REINFORCEMENT GRADE 60 PER ASTM A-615/A615M-96A 9) GC TO COORDINATE ALL SLAB PENETRATIONS WITH JOIST SPACINGS 10) "SF" INDICATES SHEAR FRICTION REINFORCEMENT. SEE DETAILS THESE DRAWINGS. BSI 0 V 3/ CAST -IN -PLACE P" QwoQrn CI AR (B SECTION - TWIN TEE ARCH, ENG, GC PLEASE VERIFY BEAM FRAMING DIMENSIONS OT ul=7 ) SECTION -2*2A SECTION - 3 FOR APPROVAL NOT FOR CONSTRUCTION 22" TOPPING oil i, ENG, GC ,SE VERIFY BEAM IIING DIMENSIONS 22" TOPPING rD ctober 2nd, 2008 John A. Hoy P.E. Lic. No. 55312 Florida Engineering Solutions, Inc. Certificate of Authorization No. 26300 12630 Curley Street - Suite 101 San Antonio, FL 33576 Ph:352/588-5311 Fax:352/588-5411 ALLIED NEW TECHNOLOGIES PLANT CONCRETE STRUCTURES , INC SCALE 1/4" = T-0" CONTRACTOR DATE: V.M. CONSTRUCTION INC. Concrete Structures, Inc. (CSI) Copyright © 2008 All rights reserved - Property CSI. This drawing, design and/or specification, or any portion of it, is not to be copied or used in any manner without the expressed written permission of CSI. PROPIETARY CONFIDENTIAL PROPERTY OF CSI. 9737 N. W. 41 ST STREET 08/19/OS SUITE 436 ARCHITECT MIAMI FL 33178 D.N.B. DESIGN GROUP LLC PHONE 305 597 9393 PLANT 12100 N. W. 58 STREET JOB NUMBER: MIAMI FLORIDA 1 2920 ISABEL REVISED: 10/01 /08 ENGINEER. ADOLFO J. GONALEZ P.E. JOB ADDRESS: DRAWING NUMBER: FT. PIERCE, FLORIDA 1 3/5 PRESTRESSED JOIST SPECIFIED SHORE -SET DIMENSION ✓ (SEE JOIST SCHEDULE) JOIST SUPPORT JOIST SUPPORT ACTUAL JOIST CAMBER MAY OR MAY NOT EXCEED SPECIFIED SHORE SET, EXAMPLE: 1) IF THE JOIST CAMBER IS 1" AND THE SPECIFIED SHORE SET IS 1 1/2", THE MIDSPAN OF THE JOIST MUST BE ELEVATED 1/2" TO THE SPECIFIED SHORE SET. 2) IF THE JOIST CAMBER IS 1 1/2" AND THE SPECIFIED SHORESET IS 1", THE MIDSPAN SHORING MUST BE SET 1/2" BELOW THE BOTTOM OF THE JOIST. TYPICAL JOIST SHORE -SET INFORMATION 24" 0 M 4" F a W ❑ w 0 4" f #3 REBAR @ 6-1/2" O.C. - 12" JOISTS #3 REBAR @ 8" O.C. - 16" JOISTS NOTES: L- SHEAR REINFORCING IS NOT INTENDED SUPPORT SLAB REINFORCING (TYP ) 3.- ROUGHEN TOP OF JOIST TO MIN. 114" AMPLITUDE. 4.- MAXIMUM HEIGHT OF LIFTING HOOKS 2 1/2". LIFTING LOOPS TO HAVE MIN. 1" CONCRETE COVERAGE OR BURNED FLUSH WITH JOIST. TYPICAL SHEAR REINFORCEMENT LEAVE STRANDS EXPOSED 20" FOR #4 REBAR 25" FOR #5 REBAR 44" FOR #7 REBAR #5'Sx3'-0" EACH CORNER OF SHEAR FRICTION BY OTHERS �- #4 SF FOR 8" JOIST 1" NOMINAL BEARING #5 SF FOR 12 & 16" JOIST #7 SF FOR 20,24 & 28" JOIST SHEAR FRICTION DETAIL "A" 245 REBAR - 8" & 12" JOIST 246 REBAR - 16" JOIST 247 REBAR - 24" JOIST �n cri 48" N z 39( L o 2 .� 245 REBAR - 8" & 12" JOIST 246 REBAR - 16" JOIST 247 REBAR - 24" JOIST Q �N DO NOT COPE TOP OF = 1" JOIST FOR DAPPED END DEPTHS GREATER THAN 0.45*DEPTH IJJ OF JOIST - COORD. REBAR DIMS. 0 �- I- tn 1„ 0 7NOTCH DEPTH'IN" SEE SCHEDULE DAPPED END DETAIL "B" JOIST BEARING SKEWED BEAM /NREF ON T SCHEDULE z DIMENSION 0 a- Z H = O Z r 00a- 0 wizCCo Q_j 0 0 SKEWED JOIST END - DETAIL "C" 12" JOIST STRAND PATTERN 1 �6� UH JOIST SUPPORT 0 r"m 0 O OL Al, r'N Nm 54' U 0 O O 0 TYPE-D1 4 STRAND - 1 PT DEPRES; END MID: • • • iN REINFORCEMENT AS SCHEDULED TOTAL NUMBER OF STRAND STRAND PATTERN I �S=STRAIGHT D=DEPRESSED DESIGNATION 148-D1 NUMBER OF DEPRESSION POINT DIAMETER OF STRAND IN 16TH5 STRAIGHT STRAND PATTERN DEPRESSED STRAND PATTERN DEPRESSION POINT DIMENSION - SEE SCHEDULE 1 1 PL11,2`2s (211FU2'-T WELOABLE REBAR -- Qp i- TYPICAL DOUBLE -TEE END BEARING REINFORCEMENT DETAILS TYPE-P2 3STRAND -PARALLEL O • • LIT) • 16" JOIST STRAND PATTERN TYPE-D1 1 4 STRAND - 1PT DEPRESSED 2 END MIDSPAN SN CO O O •• O OO CI. • O • O • O • N N •. ,1- 52' _�. REINFORCEMENT AS SCHEDULED MR 121 E.W2.0 x WIN MINIMUM FLANGE REINFORCEMENT SET AT MID -DEPTH W14 VER rICAL STEM REINFORCEMENT ® 6' O.0 MINIMUM -As- .CAIHISFT pas @ 12" O.0 FOR 1ST EA E A-0.1111 W14 HORIZONTAL STEM REINFORCEMEN TWO ROWS TOP AND BOTTOM AS SHOWN MINIMUI CUSTOM STRUCTURAL WELL WIRE STEM REINFORCEMENT (M TYPICAL DOUBLE -TEE REINFORCEMENT DETAILS 12" JOIST SCHEDULE 6'-0" '�r vre❑v❑v❑.❑rv❑ 8"/4" 8Y4' 1, 8�/4'� 8Y4 1� 8Y411 8Y411 2" OK7 SI LOW EL ON STRAND" D" 6HC8 HOLLOWCORE CROSS SECTION DETAILS SCALE: 1" = T-0" 112" 270KSI LOW -LAX PRESTRESSED STRAND 10'-0" 2' 3" 6" 4' 6" 6" N O N tV rid.. N O O N O N o � N • O O N O O O N N 4 1ODT24 DOUBLE -TEE CROSS SECTION DETAILS SCALE 1"= V-0" BILL OF MATERIALS MK QTY TYPE SIZE LENGTH REMARK 051 8 BRIG PL 1/2" 31/2" 0'-5" L LWI 400 60 FLANGE CONN. #4 2'1 12' 12' 402 REBAR (GR60) #4 2'-6" 2=6* 400A FLANGE CONN. #4 ZI 120 16 PL 3/8" 1 6" 1 6" 1LI� 130 PL 5/8" 8" VI -0 LOOSE ERECTION MATERIALS 401 24 SLUG #4 0'4" 0, e 403 12 REBAR GR 60) #4 2'• 8" 403 B REBAR (GR 60) # 4 2' 8" 350 8 3/8" Neoprene Pad 6" 6" 001 8 PL 3/8" 4" 6" Qty By Dwg # � > .� a. o a C Bottom Rebar Top Rebar - LL" c � c vCo L - = m 5 ._ .-. 1 _ v a Reinforcment Reinforcment $' Jr_ $' $' T OL Q1 v, M M � C U -Oo c7 Length (ft-in) o in (a a1 OL a> .- a) a) .- � a) w (D C3 0 �ca O v Y o (Qty - Bar Size Qty - Bar Size .= v o N 0) U � a� _ B Length (ft)) Length (ft)) v ° ° o 0Of v 05 - i z6 co It6 ~ Z 16 mk opp mk opp mk opp mk opp end end end end end end end end F ~ J-1 24 10 Type-D1 0.70 0.87 4 2 5 20 1/2" 4100 10 1 0 4.3 993.3 4.17 J-2 25 8 Type-D1 0.70 0.90 4 2 5 20 3/8" 4100 4 4 1.8 410.7 1.67 J-3 25 9 Type-D1 0.70 0.90 4 2 5 20 3/8" 4100 6 6 2.7 618.0 2.50 J-21 24 10 Type-P2 0.70 0.87 3 - - - 1/2" 3500 4 4 1.7 29&0 0.00 J-22 21 8 Type-P2 0.70 0.76 3 - - - 1/2" 3500 9 1 9 3.4 585.0 0.00 33 13.8 2905.0 8.3 16" JOIST SCHEDULE _ 5 "O City By Dwg # i N ,0 Q m C (� QI ❑ Z S w 6 c Bottom Rebar Top Rebar - o h m �' m m r O in Length (ft-in) a 0 °- Reinforcment Reinforcment v m y v o CL a m v m m- -Oo a a) i to rn uT rn rn cJ w Ci a c G� m Size Size .0 rn (Qty -Bar (Qty -Bar o In U) U m In � a L° d Length (ft)) Length (t)) O 2 E } U i o 15 mk opp mk opp mk Opp mk opp end end end end end end end end F­ ~ J-5 24 10 Type-D1 1 0.70 1 1.23 1 6 1/2" 4550 4 4 2.5 596.0 2.4 4 2.5 596.0 2.4 8" HOLLOW CORE SCHEDULE a, Qty By Dwg # N ILL p >` N to .- p t3 O H No, ti` R1 U O J !r U U (>3 o Length (ft-in} Width (ft-in) s0 co a) Q ) Q) T (J (� �j 'D o ELU v U � o 0 U2 - Z ) WE U� 0 �� HC� S-1 12 4 6 0 2.37 0.7 4 0.050 0.010 3000 8 8 9.3 394.7 S-2 12 4 4 10 1.91 0.7 4 0.050 0.010 3000 2 2 1.9 98.7 10 11.169 493.333 24" DOUBLE TEE SCHEDULE Qty By Dwg # 0 _ L C Bottom Rebar Top Rebar E'- _ o n a N w U N� *� o t✓ ° ° °-� a Reinforcment Reinforcment IZ v .o J� � a�" u 75 Length (ft-in) Width (ft-in) U, o (Qty -Bar Size (Qty - Bar Size i5 _ , r cv r� (� U S o o Length (ft)) Length (ft)) r w E �� y F o wF_ 8 a W T-1 51 6 10 0 1 11.71 148-D1 91 1 0.70 1 14 1 8 1 6 1 50 2.010 0.000 5500 2 2 1 11.7 1 1442.0 2 1 12 1 1442 uf, FILE COPY THESE PLANS AND ALL PROPOSED WORK AND SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL APPLICABLE CODES. GENERAL NOTES 1. ALL DIMENSIONS SHALL BE VERIFIED BY GENERAL CONTRACTOR. 87/8 2. REQUESTED VERIFICATION OF DIMENSIONS AND INFORMATION MUST BE ANSWERED ON APPROVAL DRAWINGS BEFORE PRODUCTION OF PRECAST MEMBERS. 3. CONTRACTOR MUST VERIFY THAT PIPE, SLEEVE, AND ALL SLAB PENETRATION OPENINGS DO NOT INTERFERE WITH PRECAST JOIST LAYOUT. 4. END OF JOIST WITH PRODUCT INFORMATION TAG IS "MARK END" OF JOIST, 5. TOP OF JOISTS AND SOFFIT BEAMS SHALL BE CLEAN AND FREE OF DEBRIS BEFORE CONCRETE IS POURED. 6. SHEAR REINFORCEMENT IN JOIST IS NOT INTENDED TO SUPPORT SLAB REINFORCEMENT. 7. ALL REINFORCEMENT NOT CAST INTO PRECAST MEMBERS TO BE SUPPLIED BY OTHERS UNLESS SPECIFICALLY INDICATED WITHIN THESE DRAWINGS. FOR ALL 9 INFORMATION REGARDING STRUCTURAL REINFORCING, REFER TO STRUCTURAL DRAWING S AND OTHER CONTRACT DRAWINGS. 2' 3" 8. ALL JOISTS MUST BE LATERALLY BRACED AT TIME OF ERECTION. IT IS THE GENERAL CONTRACTORS RESPONSIBILITY TO ENSURE THAT ALL PRECAST MEMBERS ARE PROPERLY ERECTED AND BRACED AT ALL TIMES, 9. ALL EMBEDED ITEMS WITHIN PRECAST MEMBERS REQUIRED FOR OTHER TRADES MUST BE PROPERLY DETAILED, LOCATIONS PROVIDED, AND ITEMS DELIVERED TO CSI BEFORE PRODUCTION OF PRECAST MEMBERS. CSI DOES NOT PROVIDE EMBEDED ITEMS UNLESS SPECIFICALLY SHOWN ON THESE DRAWINGS. 10. NAILING, SHOOTING, AND DRILLING INTO PRECAST MEMBERS IS NOT PERMITTED UNLESS APPROVED BY THE SPECIALTY ENGINEER. 11. LONGITUDINAL TORSION REINFORCEMENT REQUIRED FOR SOFFIT BEAMS ARE TO BE DESIGED AND SUPPLIED BY OTHERS. 12. ALL SECTIONS AND DIMENSIONS SHOWN IN THESE ERECTION DRAWINGS ARE INTENDED TO SHOW THE USE, LOCATION, AND INTERFACE OF THE PRECAST WITH OTHER STRUCTURAL COMPONENTS, FOR ALL DIMENSIONS AND BUILDING INFORMATION, REFER TO THE STRUCTURAL AND ARCHITECTURAL DRAWINGS AND OTHER CONTRACT DOCUMENTS. THE ARCHITECT AND ENGINEER ARE RESPONSIBLE FOR DETERMINING THAT THE USE OF THE PRECAST MEMBERS SHOWN WITHIN THESE DRAWINGS CONFROM TO THEIR INTENDED DESIGN AND USE. GENERAL NOTES: ARCHITECT/ENGINEER/GENERAL CONTRACTOR 1.- THESE DRAWINGS, UPON APPROVAL BY THE GENERAL CONTRACTOR, SHALL BECOME THE CONTRACT DRAWINGS AND THE PRECAST/PRESTRESSED CONCRETE COMPONENTS SHALL BE FABRICATED AND ERECTED TO THE DIMENSIONS AND REQUIREMENTS SHOWN ON THESE DRAWINGS. 2.- THE PRECAST/PRESTRESSED UNITS SHALL BE DESIGNED, MANUFACTURED AND INSTALLED IN COMPLIANCE WITH THE "FLORIDA BUILDING CODE 2001"AND BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE ACI 318-02. 3.- TOLERANCES AND FINISHES OF THE PRECAST/PRESTRESSED UNITS SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS CONTAINED IN THE PCI MANUAL FOR QUALITY CONTROL FOR PLANTS AND PRODUCTION OF PRECAST AND PRESTRESSED CONCRETE PRODUCTS MNL 116-98. 4.- THE GENERAL CONTRACTOR SHALL PROVIDE TRUE AND LEVEL BEARING SURFACES. 5.- THE GENERAL CONTRACTOR SHALL SUPPLY AND INSTALL ALL MISCELLANEOUS METALS, REINFORCING DOWELS, SECONDARY POURS, GROUTING AND FEATHERING OF JOINTS, EXCEPT AS SPECIFICALLY NOTED ON THESE DRAWINGS. &- ALL OPENINGS LARGER THAN 12 BY 12 INCHES (AS SHOWN ON THE CONTRACT DRAWINGS) WILL BE CAST IN THE UNITS. ALL OTHER OPENINGS LESS THAN 12 BY 12 INCHES SHALL BE FIELD CUT BY THE GENERAL CONTRACTOR. CUTTING OF PRECAST/PRESTRESSED CONCRETE UNITS SHALL BE COORDINATED AND AUTHORIZED IN WRITING BY CSI. 7.- THE ARCHITECT OR THE ENGINEER OF RECORD AND THE GENERAL CONTRACTOR SHALL MAKE THE NECESSARY ALLOWANCES FOR CAMBER OR VERTICAL MOVEMENT OF THE PRESTRESSED CONCRETE UNITS CAUSED BY TEMPERATURE, MOISTURE OR LOADING VARIATIONS. 8.- PRECAUTIONS SHALL BE TAKEN BY THE GENERAL CONTRACTOR TO INSURE THAT THE PRECAST/PRESTRESSED UNITS ARE NOT LOADED BEYOND THE DESIGN LOADS DURING CONSTRUCTION. 9.- THE SPECIALTY ENGINEER IS RESPONSIBLE ONLY FOR THE DESIGN OF THE PRECAST/PRESTRESSED STRUCTURAL COMPONENTS TO SUPPORT THE DESIGN LOADS AS SPECIFIED BELOW. 10.- ALL REBAR DOWELS IN THE CAST -IN -PLACE SUPPORTING BEAMS SHALL BE COORDINATED BY THE GENERAL CONTRACTOR WITH THE DOUBLE TEE STEM LOCATIONS SHOWN ON THESE DRAWINGS. NO DOWELS SHALL BE CUT WITHOUT WRITTEN APPROVAL BY THE A/E. 11.- NAILING, SHOOTING AND DRILLING IN THE PRECAST MEMBERS IS NOT PERMITTED UNLESS APPROVED IN WRITING BY CSI. ill % COVERAGE ° REBAR AS SPECIFIED • SEE SCHEDULE • 14 STRAND PATTERN • 1-PT DEPRESSED ®.® �JcLet mber 7th, 'L008 END STRAND LOCATION MID -SPAN STRAND LOCATION n A. Hoy P.E. r. No. 55312 STRAND PATTERN - TYPICAL ALL DOUBLE TEES Florida Engineering Solutions, Inc. SCALP. i"= r-0" Certificate of Authorization No. 2e3C 12630 Curley Street - 3uiie 101 FOR APPROVAL NOT FOR CONSTRUCTION San Antorlio,FL33576 Ph:352/588-5311 Fax:352/588-54' C ALLIED NEW TECHNOLOGIES PLANT S CONCRETE STRUCTURES ' NC SCALE CONTRACTOR DRAWN BY ISABEL DATE: 08/19/08 V.M. CONSTRUCTION INC. REVISED: 11/06/08 Concrete Structures, Inc. (CSI) Copyright © 2008 9737 N. W. 41 ST STREET ARCHITECT: ENGINEER All rights reserved - Property CSI. This drawing, SUITE 436 design and/or specification, or any portion of it, is not MIAMI FL 33178 D.N.B. DESIGN GROUP LLC ADOLFO J. GONALEZ P.E. to be copied or used in any manner without the PHONE 305 597 9393 expressed written permission of CSI. PROPIETARY PLANT 12100 N. W. 58 STREET oe NUMBER: OBAooREss DRAW NG NUMBER. CONFIDENTIAL PROPERTY OF CSI. MIAMI FLORIDA 2920 FT. PIERCE, FLORIDA 4/5 MAXIMUM SHORING HEIGHTS FLOOR TO FLOOR HEIGHT = 12.33 FEET MIN. SLAB THICKNESS = 4 INCHES SHORING HEIGHTS FOR JOISTS JOIST SIZE SHOREHEIGHT 8" JOIST = 11.3 FEET 12" JOIST = 11.0 FEET 16" JOLST= 10.7 FEET MAXIMUM SHORING HEIGHTS FLOOR TO FLOOR HEJGHT = 18.67 FEET MIN. SLAB THICKNESS = 4 INCHES SHORING H®GHTS FORJOISTS JOIST SIZE SHORE HEIGHT 8" JOIST = 17.7 FED 12" JOIST = 17.3 FEET RESHORE WITH (3) ELLIS SHORES rl ---- I — I I I ----- ------- (4) J-5 - -- - ----- -- i II II II ------- -- -- (4) J-1 ------- - i I I I I I 16" JOIST 12" JOIST I I ---- ----- ------- — ---- II II II II --^-- -- T.O.CONC.SLAB ------- , I I I I ------- -- -- --1. MAXIMUM SHORING HEIGHTS FLOOR TO FLOOR HEIGHT = 14 FEET MIN. SLAB THICKNESS = 4 INCHES SHORING HEIGHTS FORJOISTS JOIST SIZE SHOREHEIGHT 8" JOIST = 13.0 FEET 12" JOIST = 12.7 FEET -------- — ----- -- I I I I: it (4) J-21 12" JOIST EL.+33'-O" T.O.CONC.SLAB ROOF FLOOR PLAN SCALE: 81" = 1'-0" 2nd FLOOR SHORING P L A N INDICATES POST SHORE AS-550 BY SAFEWAY INDICATES ELLIS SHORE LOCATION INDICATES SAFELOAD FRAME SHORING TC BY SAFEWAY MAXIMUM SHORING HEIGHTS FLOOR TO FLOOR HEIGHT = 12.75 FEET MIN. SLAB THICKNESS = 4 INCHES SHORING HEIGHTS FOR JOISTS JOIST SIZE SHOREHEIGHT 8" JOIST = 11.8 FEET 12" JOIST = 11.4 FEET ROOF SHORING P L A N INDICATES POST SHORE AS-550 BY SAFEWAY INDICATES ELLIS SHORE LOCATION INDICATES SAFELOAD FRAME SHORING TOWER - SF4X BY SAFEWAY ---------------------- III T3 t0'-00" t0'-lQ I n I II I II I (3) J-1 i I � 12" JOIST I II I II I II I II I II I II � II I II I II I II I II I II I II �E� T.O.CONC.SLAB -SF4X I N Nco EL.+32'-0" T.O.CONC.SLAB SHORING NOTES - TYPICAL JOIST SHORING DETAILS RESHORE WITH (2) AS-550 POST SHORES —EL.+19'-3—" T' O.CONC.SLAB (3) J-1 12" JOIST SHORING POINTS MUST BE LOCATED AS SHOWN IN THE APPROVED SHORING DIAGRAMS AND PLANS. z Q EI-LIS SHORES SHALL BE NOMINAL 4"x4", NO. 2 HEM -FIR. ((n 0 SOLE PLATES (MUD SILLS) SHALL BE MINIMUM 3 LAYERS OF 3/4"x2411x24" PLYWOOD TIERED ATTACHED O WITH 8d COMMONS AT 1-3/4" E.W. TOP/BOTTOM z_ TYPICAL ALL SHORES SUPPORTED BY COMPACTED X FILL. X THE GENERAL CONTRACTOR IS RESPONSIBLE FOR PROVIDING PROPER COMPACTION OF THE SOIL TO SUPPORT THE SHORING LOADS, ALL SHORING LOADS ARE BASED ON A MINIMUM 3000 PSF BEARING CAPACITY U.N.O. THE INTERMEDIATE SHORES ARE TO BE SET AT AN ELEVATION ABOVE THE ELEVATION OF THE ENDS OF z THE JOISTS ACCORDING TO THE "SHORE SET" O DIMENSION SHOWN ON THE APPROVED JOIST a co ERECTION SHOP DRAWINGS. THE INTERMEDIATE SHORES SHALL REMAIN IN PLACE z UNTIL THE SLAB CONCRETE HAS REACHED 70% OF THE DESIGN STRENGTH. THE END SHORES MAY BE O --- REMOVED AFTER 24 HOURS FOR JOISTS BEING N SUPPORTED BY SOFFIT BEAMS. () O —_r_. I V I\I,v "I1 FOR ELLIS SHORE LOACATIONS AND QUANTITY (DOUBLE SHORES) 20 20 PRECAST JOIST L/3 - 16" L/3 - 16" L/3 - 16" I / IhICT I Cnl/]Tu\ o b I KUU I UKL6 VVI I H MULTI -LEVELS OF JOISTS AND/OR SEE SHORING PLAN SOFFIT BEAMS REQUIRE RESHORING OF THE POURED FOR ELLIS SHORE LOACATIONS LEVELS BEFORE SHORING THE NEXT LEVEL. THE AND QUANTITY (DOUBLE SHORES) SHORING POINTS MUST BE LOCATED AS SHOWN ON 2'_0" THE RESHORING DIAGRAMS. EXISTING SHORES THAT ARE TO BE USED AS RESHORES MUST BE LOOSENED I — ,.a AND RESET TO TOUCH THE BOTTOM OF THE JOIST OR PRECAST JOIST SOFFIT BEAM. a DESIGN OF THE DECKING AND SUPPORTS AND BEAM i FORMING IS BY OTHERS. CD z ____— ____J INSPECTION OF THE INSTALLATION OF THE SHORING IS O BY OTHERS. _ U) INESE PLANS W DESIGN LOADS: AND SUBJEC. D ALL PROPOSE O L/4 - 12" L/4 - 12" L/4 - 12" L/4 - 12" I l IhICT I Cnl/-`TLJ\ - 4" SLAB - 50 PSF REQUIRED By Flop INSPECTORS MAY BE NE16" JOIST - 99 PLF COMPLY WITH q L AP CESLIC ORD R TO THAT FORMWORK - 10 PSF LE CODES, CONSTRUCTION LL - 50 PSF I SION RESHORING NOTES RESHORING POINTS MUST BE LOCATED AS SHOWN IN THE APPROVED - RESHORING DIAGRAMS AND PLANS. RESHORING SHALL NOT TAKE PLACE UNTIL CONCRETE HAS REACHED A MINIMUM OF 75% OF THE DESIGN STRENGTH. DURING THE RESHORE PROCESS - ALL BEAMS, SLABS, AND PRECAST COMPONENTS SHALL BE ALLOWED TO DEFLECT COMPLETELY UNDER THEIR RESPECTIVE SELF WEIGHT - ONLY THEN - SHALL THE RESHORE COMPONENTS BE INSTALLED AND TIGHTENED TO THE UNDERSIDE OF THE DECK. RESHORING OF JOISTS ASSUMES THAT CONSTRUCTION LOADS ARE TRANSFERED TO ANY CAST -IN -PLACE BEAMS THAT JOISTS FRAME INTO. END SHORES FOR THESE JOISTS ARE ASSUMED TO BE REMOVED DURING THE RESHORING PROCESS. THESE LOADS ARE TO BE EVALUATED BY THE RESHOR NG NEER ESPONSIBLE COPY ELLIS RESHORES HO ESI SHALLBENOMINAL 4"x4D NO.2OGRADE HEM -FIR. M FIR. STEEL POST RESHORES SHALL BE AS-550 BY SAFEWAY. TYPICAL JOIST SHORING DETAIL SCALE: 1/2" = V-0" SEE SHORING PLAN FOR ELLIS SHORE LOACATIONS AND QUANTITY (DOUBLE SHORES) PURLIN DESIGN CRITERIA ALL 44 PURLINS TO BE MIN. GRADE NO. 2 HEM -FIR LUMBER. 4" SLAB = 50 PSF, CONSTRUCTION LIVE LOAD = 50 PSF MAX PURLIN SPACINGS OFT - 4FT PURLIN SPAN = 24" MAX SPACING 4.1 FT - SFT PURLIN SPAN = 20" MAX SPACING 5A FT - 6FT PURLIN SPAN = 12" MAX SPACING 4x4 PURLIN SPAN L 3/4" PLYWOOD FORM 4X4 PURLIN STEEL PIN AND ANGLE SYSTEM. PINS AT 20" O.C. ELLIS CLAMPS MIN. 2 REQD. SET CLAMPS & DRIVE ALL SAFETY NAILS ELLIS SCREW JACI AS REQUIRE[ PURLIN SPAN LYWOOD FORM RLINS URLIN DETAIL PACINGS :4X4rSUPPORT4X4 STRINGER SUPPORTING FORMWORK-CONT. ES SUPPORTING BEAM FORMING JOISTS - AS SPECIFIED BY OTHERS ELLIS SHORES SUPPORTING STRINGER ELLIS SHORE AND 4X4 STRINGER DESIGN CRITERIA ALL LUMBER TO BE MIN, GRADE NO, 2 HEM -FIR LUMBER. 4" SLAB = 50 PSF, CONSTRUCTION LIVE LOAD = 50 PSF, ELLIS SHORE SPACING ALONG STRINGER 4ft SPACING JOIST TO BEAM = 6FT MAX ELLIS SHORE SPACING 5ft SPACING JOIST TO BEAM = 5FT MAX ELLIS SHORE SPACING 6ft SPACING JOIST TO BEAM = 4FT MAX ELLIS SHORE SPACING Z 2 0 TYPICAL DETAIL AT JOIST ADJACENT TO BEAM SCALE: 1" = 1'-0 TYPICAL 4x4 PURLIN DETAIL L JQIST October Hoy John A. Hoy P.E. SCALE: 1" = 1'-0" Cc. Lic. No. 55312 Florida Engineering Solutions, Inc. Certificate of Authorization No. 26300 12630 Curley Street - Suite 101 FOR APPROVAL NOT FOR CONSTRUCTION Ph: 35258853111FaxL352588-5411 ALLIED NEW TECHNOLOGIES PLANT I CONCRETE STRUCTURES , INC Concrete Structures, Inc. (CSI) Copyright © 2008 9737 N. W. 41 ST STREET All rights reserved - Property CSI. This drawing, SUITE 436 SCALE CONTRACTOR, V.M. CONSTRUCTION INC. DRAWN BY ISABEL DATE, 08/19/08 REwseD 10/01/08 ARCHITECT ENGINEER' design and/or specification, or any portion of it, is not MIAMI FL 33178 to be copied or used in any manner without the PHONE 305 597 9393 expressed written permission of CSI. PROPIETARY PLANT 12100 N. W. 58 STREET CONFIDENTIAL PROPERTY OF CSI. MIAMI FLORIDA D.N.B. DESIGN GROUP LLC ADOLFO J. GONALEZ P.E. JOB NUMBER 2920 JOB ADDRESS FT. PIERCE, FLORIDA DRAWING NUMBER: 5 / 5