Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
CONSTRUCTION PAGE 1-7
1 W.J. TRUCK WELL Q Z I : L aw a v 2 0 o I v 3 4 5 6 7 8 9 10 11 12 13 14 1a.a N ' I 420.0�� RESIN TANK TO BE 30'-0" 30'-0" 30'-0' 30'-0" — - 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" DETERMINED VARIES 8" CMU RETAINING WALL EA. SIDE OF WELL AS 19'-4" 10'-8" TSE-16 (TYP. (4'-0" I ALL SIDES) SHOWN, HEIGHT VARIES TO 6'-0" MAX. (TYP.) PROVIDE MAX.) FILLED CELLS w/ 1 #5 @ 24"o.c., @ EA. END & @ EA. ^��I A, SIDE OF JOINT, SEE KEY PLAN FOR INFO NOT SHOWN W.J. TRENCH EN NH 1 1 S-4 +36 OD +38 D I +36 33 OD +35 D +42 YY +375 38 D +42 W +38 D +42 Wx4 +3 Wx4 +38 D +36 OD +38 75 D W.J. 38 +373 36 OD +375 38 D �L _ _ W.J. J F-5 MF 5 * - - - - - - - - - - - - - - - - - - - - - a +35 44 D -- -- --- _ J TSE-26 F-5A � rTSE-26 t +33 -- +33 _ +35 - I F-7B * 40 OD F �B * 36 OD F-5B 38 D i IP-g P1 -- - F-5A -- TSE-26 - F-5A F-5A I (TYP.) - ----- --� +--------- I---------1 J - - - TSE I' F-5A F-5A F-5A F-AA - ------. F-5A F-5A F-5A F-5A N WF-24 (-5-4) w/ 8' CMU STEM WALL, S 4 A ( (TYP.) S-4 s 4 -A o PROVIDE FILLED CELLS w/ 1 #5 @ L 6"-18ga, 2 HOUR FIRE -RATED METAL MWF-24 (TYP. 2 SIDES)----- Lb I r- K F-5A 24"o.c., GROUT ALL CELLS SOLID S-4 I (1) HOUR FIRE RATED 8" CMU IMF-44 I STUD WALL w/ STUDS @ 12"o.c. 2%" MF-44 ( I I F-6A - WALL, PROVIDE FILLED CELLS w/ I I J FLANGE) TO EXTEND UP TO UNDERSIDE (1) HOUR FIRE RATED 8" CMU I I I P 1 G F 1 #5 @ 48"o.c. & AS SHOWN OF ROOFING (TYP, WHERE SHOWN) WALL, PROVIDE FILLED CELLS w/ Q S-4 S-4 L--J *INDICATES FOOTINGS w/ ) HELICAL PILES AS PER ` 1 #5 @ 48"o.c. & AS SHOWN L J ��I o MWF-24 (TYP. 3 SIDES) L - N - - - w FOUNDATION SCHEDULE10 L - - j----� F-5 * F-5 * F-5 * I r-� r-1 F-5 * F-5 ILMF-44 F-5 * F-5 * F-5 * F-5 * h L ri1 F-5A I I I I r_J r_, I I I r`1 F-5 * F-5 *TF-5I I L_J L-J L L----J J L_J L_J r--1 r-,MF-45•_ -� L_J J L_J L_J L-J L N L_ L_ J I 1 o F-9 * (TYP,) B 9/a" EXPANSION JOINT w/ TSE '/4" F-6A w S-4 EACH SIDE AS SHOWN, SEE EXPANSION JOINT w/ TSE p_T TYPICAL EXP. JOINT DETAIL ( EACH SIDE AS SHOWN, SEE L L� TYPICAL EXP. JOINT DETAIL N r I j<5A I MF-44 I I MF-44 CONSTRUCTION JOINT w/ TSE L J I F_ 6" METAL STUD WALL TO EXTEND CONSTRUCTION JOINT w/ TSE F EACH SIDE AS SHOWN, SEE 8" PRE-ENGINEERED I UP TO UNDERSIDE OF ROOFING EACH SIDE AS SHOWN, SEE o TYPICAL CONST. JOINT DETAIL METAL BUILDING WALL TYPICAL CONST. JOINT DETAIL F-9A F-SA I r--- 1 F-5A F-5A TSE-12 F-5A - F-5A F-5A � MF-44 F-5A F-SA F-SA F-5A TSE 12 F-5A F-5A F-5A - - - - - - - - - - - - - - - --r= - - - - - - - - -P - - - - - - - - - - - - - �"_ - - - - f = - - - - - F 1 - _ - - - - - - - - _ - - - - - - F - - - - - - - _ - - - - - - - - = - - - - - - - - _ - - - F - -I , ..__-.----- - - ..... :. , :., ,-..: .. F-6A - r---J------- L_5--------Z_J- TSE-26-----L_ ----- Z_j -- --- C-_j --- -- --J-----r... -Z_S ----- _J--- L_T--------Z_J-------- J------- - L- i P-1 I i TSE-26 MF-55* o (TYP.) D I I `-_ -- ALL PANELS 2 V DOWELS @ 24"O.C• #5 x D PRE-ENG. METAL WTO EXTEND UP TO UNDERSIDE OF (TYP. @ CONST. JOINT) (TYP.) S-4 I ROOFING (TYP. WHERE SHOWN) I 10 L Q - -- - F-5A 1 uu,F-6A 'I�P_T CAL I * INDICATES FOOTINGS w/ (2) HELICAL PILES AS PER q FOUNDATION SCHEDULE c F-7 * F-7 * F-7 * F-7 * F-7 * I I F-7 * F-7 * F-7 * F-7 * F-7 * F-7 * F-7 MF-45*Ir a $ I F 7A I I I I I I I I I I I I I I I I I I I I I I I I I 1j I I I I I I I I I I I I I I I I I I I I I A I (TYP-) f- I L _ L__J L__J L-_J L_-J LJ Ii I L__J L_-J L__J L__J L__J L__J L-_J $, 2 II I F-5A I I F-8.513 - r�1 WINCH PIT, COORD. I P 1 I I LOCATION, SEE SECT. #5 x 24" SPEED DOWELS L J I w/ SLEEVE @ 24"o.c. F-10 #5 x 24" SPEED DOWELS (TYPICAL @ EXP. JOINT) w/ SLEEVE @ 2411o.c, I S.C.: SAW CUTS @ 16-0"o.c. (20'-0 I (TYPICAL @ EXP. JOINT) o.c. MAX.) EQUALLY SPACED TO j AVOID FOOTINGS AS SHOWN (TYP.) I 6" CONCRETE SLAB ON GRADE W/ I c $ +33 OD o r 1 I I�I WINCH PIT, COORD. I 3/4" EXPANSION JOINT w/ TSE 4x4 W4.0 x W4.0 W.W.M. OVER 10 RIGID METAL FRAME, Z GIRT, WALL PANELS 3/4" EXPANSION JOINT W/ TSE I EACH SIDE AS SHOWN, SEE MIL VAPOR BARRIER ON TREATED & PURLINS BY METAL BUILDING MANUF. h EACH SIDE AS SHOWN, SEE I 36 I h I LOCATION, SEE SECT. ^ I - LJ I a COMPACTED FILL (TYP. THRUOUT) 1 •- TYPICAL EXP. JOINT DETAIL (M.B.M. -TYPICAL AS SHOWN U.O.N.) TYPICAL EXP. JOINT DETAIL F 10 I I N TOP/SLAB @ +0'-0" (TYP. U.O.N.) I li I I F 10 ZL St 1. I r1I I WINCH PIT, COORD. I I LOCATION, SEE SECT. F-5A r li LJ F-7 * F-7 * F-7 * F-7 * F-7 * I F-7 * F-7 * F-7 * F-7 * F-7 * F-7 * F-7 7--1 I 7--1 �r t V I I I F-7A I I I I I I I I I I I I I I I I I I I MF-45* I I I I I I 1 I 1 I F-8.5B LI, L--J L__J L__J L_-J L__J I L__J LJ LJ L__J L_-J LJ LJ T P 1 II t - q N (TYP.) s a SEE PARTIAL NORTH END FOUNDATION t N/ F-5A I PLAN FOR INFORMATION NOT SHOWN 10 Ir F-6A o LO a #7 HAIRPINS w/ 6'-0" LEGS A I @ 30° FROM CENTER OF (TYP.) I COL. (TYP. WHERE SHOWN) S-4 C (TYP.) COMPRESSOR SLAB: L I PROVIDE TSE ALL AROUND 6" CONCRETE SLAB ON GRADE w/ #4 @ 12"o.c VERTICAL DIAG. WALL BRACING BY AS SHOWN (TYP. U.O.N.) I E.W. OVER 10 MIL VAPOR BARRIER ON TREATED M.B.M. (TYPICAL WHERE SHOWN) COMPACTED FILL, PROVIDE TSE-24 ALL AROUND + I I +35 D 44 F-8.5A * S-4 --- F-5A F-SA F-5A F-5A F-SA F-5A - - TSE 26 - - I F-5A F-5A F-5A F-5A F-SA F-5A F-5A - - - - F-6A P 3 - - J TSE-26 - - - -55 L _ XI-------t 1----------t I-- ---I---------t 1--- -- ----- ---I - - 1------------------1--------t __._----- - - -- - J I 1---- L J +33 OD +33 OD +35 D +33 OD _— —_---— +33 OD +33 D +33 +33 OD 36 36 48 36 36 36 36 36 OD I414.9 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" 30'- 30'-0" 30'-0" 30'-0" � 30'-0'' � 30'_0" �-196'-7" 223'-5" 420'-0" 11 PARTIAL SOUTH END FOUNDATION PLAN 41 = 11-011 NOTES: LEGEND 1. ALL ELEVATIONS REFER TO TOP OF MAIN FLOOR SLAB @ +0'-0" U.O.N. (24.5' N.A.V.D.). +PSF WINDOW & DOOR DESIGN PRESSURES (PSF) 2. CONTRACTOR SHALL COORDINATE STRUCTURAL WORK WITH ARCHITECTURAL, MECHANICAL, PLUMBING & ELECTRICAL PSF (TYPICAL AS SHOWN) SEE COMPONENT & DRAWINGS FOR VERIFICATION OF LOCATIONS & DIMENSIONS OF ALL PROJECT REQUIREMENTS. ANY DISCREPANCIES CLADDING PRESSURES FOR DISTANCES OF SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECT OR ENGINEER OF RECORD BEPORE PROCEEDING WITH WORK. END ZONES FOR EACH BUILDING 3. ALL DIMENSIONS ARE TO ROUGH OPENING OR CENTERLINE OF STRUCTURE (TYPICAL, UNLESS OTHERWISE NOTED). D: DOOR OHD: OVERHEAD DOOR 4. SEE ARCHITECTURAL DRAWINGS FOR ANY DIMENSIONS NOT SHOWN. RD: ROLLING DOOR W: WINDOW L: LOUVER 5. S.C.: DENOTES 1/8" WIDE x 1-1/4" DEEP SAW CUTS IN SLAB AT 20'-0"o.c. AND AS SHOWN IN PLAN, TO BE MADE AS * (2) SS5 HELICAL TENSION PILES AS PER PLAN & SOON AS THE CONCRETE HAS HARDENED SUFFICIENTLY ENOUGH TO PREVENT THE AGGREGATE FROM BEING SECTS, SEE GENERAL NOTES & FOUND. SCHED. DISLODGED BY THE SAW BLADE. * * (4) SS5 HELICAL TENSION PILES AS PER PLAN & SECTS, SEE GENERAL NOTES & FOUND. SCHED. Project: FKOF05ED MANUFACTURING BUILDING FOR FLIK5UIT DOAT5 5901 5T. LUCIE 6LVD. FORT FIERCE, FLORIDA Key Plan I5sLles: No.: Date: Description: A. 5/28/19 Foundation Permit B. 7/12/19 Bid Set C. 7/15/19 Permit Set P. 8/5/19 Revision ,0 E. 10/2/19 V.E. Revisions 2L Architect: CANNED BY Jefecotillik DONADIO & Associates, Architects P.A. 6091Rh Street Vero Beach, FL 32960 Te1.772.794.2929 Fa..772Z62.e600 Llcenee No. AA0002236 w Jonadlo-arch.com Con6ultant: Mon', ENGINEERING, INC. Consulting Structural Engineer 2030 37th Avenue Vero Beach, Florida 32960 Phone:772.569.1257 Fax:772.569.4041 Drawing Title: FARTIAL SOUTH END FOUNDATION PLAN Reference North REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY l Drawing Filer 5.C. Baker %Chd: XREF File: Mike Luc Project No.: Plot File: _ 19-114 C.A. Li noc No.: 5662 Sheet No.: FL P.E. o.: 47520 Date Signed: 5-2 Copyright 0 2016. Ponadlo & Aaaodatee, Arohltecta, P.A. A B C D E F G H J K M P 9 S T U V W X 450'-0" I I f I_ 210 0" I_ II 240 0 I I I I I 20'-0" 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" 10'-0" 20'-0" 30'-0" 30'-0" 25'-0" 20'-0" 70'-0" 1 20-0" 2&4' 25'-0" 201_011 251_0" W.J.: WALL JOINT IN CMU WALL @ EA. COLUMN C.L. & EXPANSION JOINT (TYPICAL WHERE SHOWN) F-7.5A +44 D W.J. W.J. W.J. +33 OD W.J. W.J. +35 D W.J. +36 OD W.J. 36 38 1 W.J. W.J. +36 OD W.J. W.J. +38 D W.J. +36 OD W.J. W.J. +36 OD W.J. +38 D WJ .. F 7.5A - i r- � r___� r--_, _ W.J. --- q 1 _ --� 4---------F ---------� +--------1- 1--------1- �- _.. --_----I �-- 71 _ -- -- +--------I- .I ------.-I- -----+ -----+ - -+ I---- +----- r I L F-7.SA f-7.SA f-7.5A TSE-26 _ F-7.5A F-7.5A --- 1 F-7.5A F-7.SA I 1 _J ___ ___ ___ ___ I F-7.5A I F-7.5A 1 F-7.5A F-7.SA I TSE-26 I F-7.5A F-7.5A I _ F-7.SA F-7.5A I I ___ b I J (TYP.) PROVIDE TSE ALL AROUND F-S.SA VERT. DIAG WALL BRACING BY c (TYP.) N 33 40 L Cl)+33 I r, ( S-4 AS SHOWN TYP. U.O.N.) I OD WINCH PIT, COORD. M.B.M. (TYP. WHERE SHOWN) S-4 I 8" CMU WALL (TYPICAL WHERE U F-5A - �I 40 I LOCATION, SEE SECT. SHOWN) PROVIDE FILLED CELLS S 4 -T LJ w/ 1 #5 @ 48"o.c. & AS SHOWN I 26 F-10 I - PROVIDE SAW CUTS @ EACH I ,01 I f2 I o 33 25 I 1, F-5A CORNER OF POOL AS SHOWN I L 40 - PROVIDE TSE-12 ALL AROUND POOL i N - - - -------------------------- I 1 � 1� I I d POOL BY POOL CONTRACTOR I I - I F 5A I 24 o 10 5-D 2 , * INDICATES FOOTINGS W/ g (2) HELICAL PILES AS PER (TYP-) S 4 FOUNDATION SCHEDULE10 ( -----------------------------J F-8.5 * F-8.5 * F-8.5 * F-8.5 * I I I o I F-8.5 */// F-8.5 * F-8.5 * F-8.5 * F-8.5 * * * * INDICATES FOOTINGS w/ F-8.5 * * a (4) HELICAL PILES AS PER r---� I F-8.5B * F-8.5B * I F-8.5B * i f I I I I 1 I I I FOUNDATION SCHEDULE I 23 I i P'2 P-2 P-2- I I i I I I I I I I I I I I I I I I I I I 1 I I I I I I I o L--_J L__-J L___J L___J L_-_J iq F-5A F-8.5A* I► o I10 I S-4 I I (TYP.) I N I W C #5 x 24" SPEED DOWELS q S_4 1N w/ SLEEVE @ 24"o.c: - (TYPICAL @ EXP. JOINT) (TYP,) I 2j c I I F-5A - C, 6" CONCRETE SLAB ON GRADE W/ q N 4x4 W4.0 x W4.0 W.W.M. OVER 10 RIGID METAL FRAME, Z GIRT, WALL PANELS S-4 1 I 0 w MIL VAPOR BARRIER ON TREATED & PURLINS BY METAL BUILDING MANUF. F-5A 1 1 a" EXPANSION JOINT W/ TSE (- COMPACTED FILL (TYP. THRUOUT) (M.B.M. - TYPICAL AS SHOWN U.O.N.) EACH SIDE AS SHOWN, SEE TOP/SLAB @ +0'-0" (TYP. U.O.N.) o TYPICAL EXP. JOINT DETAIL I +33 OD0 -36 0 WN OD 36F-10 r�I WINCH PIT, COORD. I I I _I LJ LOCATION, SEE SECT. I I r F-7.5 * F-7.5 * F-7.5 * F-7.5 * F-7.5 * F-7.5 * I I F-7.5 * F-7.5 * F-7.5 * F-7.5 * F-8.5 * F-8.5 * - 19 1 F-7.5/ r I II F-5A 1 18 ' 11A* I F-7.5 * I I I I I I I I I I I I i I 1 - ' ro I ..., 1 I I I I I I i I I I I I I L J L -J L _J L -J L -J _ L -J L J I I L -J L -J +35 D I L f +33 OD o '38 PRE-ENG. METAL WALL PANELS I 36 o N TO EXTEND UP TO UNDERSIDE OF I I C� ROOFING (TYP. WHERE SHOWN) I I S.C.: SAW CUTS @ 15'-0"o.c. (20'-0 _ I o.c. MAX.) EQUALLY SPACED TO #6 HAIRPINS W/ 6-0" LEGS - 3 1 F-5A A I I AVOID FOOTINGS AS SHOWN (TYP.) @ 30e FROM CENTER OF F-5A S-4 (TYP.) I COL. (TYP. WHERE SHOWN) - o I I I I I I I g 04 L i 4 (TYP.) D i c +38 a ,- #5 x 24" SPEED DOWELS j6 I F-5A _ I W/ SLEEVE @ 24"O.c. (TYPICAL @ EXP. JOINT) F-5A I o o _ I VERTICAL DIAG. WALL BRACING BY 4 (TYP.) I M.B.M. (TYPICAL WHERE SHOWN) +35 C (TYP) I D I I A (TYP.) '/a" EXPANSION JOINT w/ TSE +33 I F-bA F-6A F-6A F-6A F-8.5B S-5 EACH SIDE AS SHOWN, SEE F-8.5B 1Q F-8.5B 4p OD Q 2 N -44 F-6A F-6A F-6A F-6A S-4 F-6A - I -� -- -- -- -- IF-66ZA -- --- 1 L I p-1 P-1 P-1 p-1 P-1 TYPICAL EXP. JOINT DETAIL P-1 F bA N TSE 26 TSE-26 P-3 -- -- -- --- ---L------- 1 -F-6A - - - - - - - - - - - - - - - - - - t - - - - - - - - - - - - - - - - - - - - - - - - - - - 15 TSE26 F-6A +38 +33 +33 +33 +33 L ------, z MF-55 * TSE-36 r H L_-J L J------------- t TSE-36 J L_H_J L_p.l_J -- ---- L J-----------------------L s----- ------ TSE-36 r t TSE-36 t TSE-36 --- D OD OD D -33 D 38 36 36 38 38 ❑ ❑ MF-55* MF-45* MF-45* J I 1 IMF-45* MF-55 * I OD 1 11 --------� F A I L J li I I I I L--J L---J L-----J 20'-0" 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" 10'-01, 20'-0" 1 20'-0" 1 10'-01,1 30'-0" I 25'-0" 20'-0" 70'-0" 20'-0" 25'4" 210'_0' 240'_0" A B C D E F G H I I K L M I Q S V W I IHI H H L-J T- ;iI I I L__J L__J I I PARTIAL NORTH END FOUNDATION PLAN Y1611 110° I I I 4 II I SEE PARTIAL SOUTH END FOUNDATION E PLAN FOR INFORMATION NOT SHOWN I NOTES: LEGEND 1, ALL ELEVATIONS REFER TO TOP OF MAIN FLOOR SLAB @ +0'-0" U.O.N. (24.5' N.A.V.D.). +PSF WINDOW & DOOR DESIGN PRESSURES (PSF) s I 2. CONTRACTOR SHALL COORDINATE STRUCTURAL WORK WITH ARCHITECTURAL, MECHANICAL, PLUMBING & ELECTRICAL PSf (TYPICAL AS SHOWN) SEE COMPONENT & DRAWINGS FOR VERIFICATION OF LOCATIONS & DIMENSIONS OF ALL PROJECT REQUIREMENTS. ANY DISCREPANCIES CLADDING PRESSURES FOR DISTANCES OF f -1 .F I I r--1 SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECT OR ENGINEER OF RECORD BEFORE PROCEEDING WITH WORK. END ZONES FOR EACH BUILDING H I H H 3. ALL DIMENSIONS ARE TO ROUGH OPENING OR CENTERLINE OF STRUCTURE (TYPICAL, UNLESS OTHERWISE NOTED). D: DOOR OHD: OVERHEAD DOOR L--J L---]L__J f 4. SEE ARCHITECTURAL DRAWINGS FOR ANY DIMENSIONS NOT SHOWN. RD: ROLLING DOOR W: WINDOW L: LOUVER 5. S.C.`. DENOTES 1/8" WIDE x 1-114" DEEP SAW CUTS IN SLAB AT 20'-0"o.c. AND AS SHOWN IN PLAN, TO BE MADE AS * (2) SS5 HELICAL TENSION PILES AS PER PLAN & SOON AS THE CONCRETE HAS HARDENED SUFFICIENTLY ENOUGH TO PREVENT THE AGGREGATE FROM BEING SECTS, SEE GENERAL NOTES & FOUND. SCHED. I DISLODGED BY THE SAW BLADE. I I * * (4) SS5 HELICAL TENSION PILES AS PER PLAN & I SECTS, SEE GENERAL NOTES & FOUND. SCHED. Project: FROF05ED MANUFACTURING 13UILDING FOR f U1zSUIT 50AT5 5901 5T. LUCIE BLVD. FORT PIERCE, FLORIDA Key Plan I55LIe5: No.: Date: Description: A. 5/28/19 Foundation Permit 5. 7/12/19 Bid Set C. 7/143/19 Permit Set 0. 8/5/19 Reviolon 0 E. 10/2/19 V.E. Kevlolon5 2L i od e G Q ° W' Architect: DONADIO & Associates, Architects P.A. 60917th 5treec Vero Basch, FL 32960 Tel.772.794.2929 Pa072.562.e600 License No. AA0002235 w Jonadlo-arch,com Consultant: fkENGINEERING, INC. Consulting Structural Engineer 2030 37th Avenue Vero Beach, Florida 32960 Phone:772.569.1257 Fax:772.569.4041 Drawing Title: PARTIAL NORTH END FOUNDATION PLAN REVIEWEp FOR Reference No rtODE COMPLIANCE ST. LUCIE COUNTY BOCC Drn: Drawing File: 5.C. Baker rchd: XKEF File: rf) 4 Mike Luc \ .1� Project No.: Plot File: 19-114 C.A. icense No: 8662 Sheet No.: FL P.E. No.: 47520 Date Signed: Copyright © 2016, Ponadlo & Assoclai %Architects, P.A. tN RIGID METAL FRAME, BASE v v v v v v v TF v v v v v v N/ v N/ IV �. PLATES & ANCHOR BOLTS 24" DEEP ROL DOOR WALL BEYOND STEEL TUBE JAMB BY M BY M.B.M. (TYP. AS PLAN) FOOTING & REINFOR AS PLAN, EXTEND TSE TIES 2 0 OMITTED 12" x 6" DP. RECESS w/ HAIRPIN REINF. AS PLAN AROUND REINF. AS SHOWN CONDARY GROUT POUR PLACED AROUND A. BOLTS MF AS PLAN & SCHEDULE '/4" EXP JT SEE DOOR DETAILS FOR 6" CONCRETE SLAB & TOP 6"CONCRETESLABASPLAN CONNECTIONS IN SLAB REINFORCING AS PLAN 6" CONCRETE SLAB AS PLAN TSE AS PLAN (BEYOND) F SL 1/4 TOP/CONC. SLAB AS PLAN I P/CONC. SLAB AS PLAN 1 1 TOP/CONC. SLAB AS PLAN I . I -, . — — ---JIB—�---- — — L- — --- ° . .. ;• 11.° ', a '. 'll°'. I. °a ----� — — — ° s ----f--- • fY .• • • i•r ° f 4 - .q `0 _ — --- -- — — --_a y1�. • Ta a r Z ° °. • -- II u 3#4 TIES @ Wo.c. @ TOP o N l l n �- LOWER REINF AT _` °, I. r I il° RECESS WITH " Z" BARS TSE AS PLAN & SCHEDULE, I TSE AS PLAN &SCHED. • • , s • r • •, • TSE AS PLAN &SCHED. a CONT. REINF. THRU PIERS • CONIC. PIER AS PLAN SEE TOP/FOOTING AS — — — DETAIL ON S6 2'-0" OR N-0" AS PLA W W PLAN & SCHEDULE SECTIO - 5 3%411=110° TYP. SECT. RECESSED JAMB Cc OH 3" TYP SECTION @ ROLLING DOOR FOOTING CONCRETE FOOTING AS PER PLAN & SCHEDULE 3„ . ° • A W V/, SECTION A-S5 TYPICAL SECTION @ EXPANSION JOINT BETWEEN BUILDINGS p1 6'-1 W FOOTING 8" 5'-6" WENCH PIT 8" r------ --- 16" DEEP FOOTING AS PLAN &SCHEDULE — CABLE — — — WINCH ASSEMBLY DRUM BAR GRATING SPAN 21" DEEP WINCH PIT AS PLAN (TYPICAL x 3) L- — — — — — — — — — — — — — — — — — — J TYPICAL WINCH PIT PLAN 3/411= 1'-0° NOTE: WINCH & PIT TO BE FIELD LOCATED TO ALIGN CABLE & DRUM WITH TRAVEL IN BAY n n n n n n n n n n 0 v C.L. O CRANE & FOOTING AS PERPLAN °Ir II II II ° a e d 4'-0" JIB CRANE FOUNDATION STEEL JAMB AS PER METAL BUILDING MANUFACTURER 3/4° VAI a v TYP. EA. 71/8 3"@12" JAMB DOOR HARDWARE ATTACHMENT OPTIONAL PLUG BY DOOR MANUFACTURER WELD ALL BOLT HOLES TYPICAL OVERHEAD DOOR JAMB ATTACHMENT TO METAL FRAME 1i211= 11_011 1. OVERHEAD DOORS SHALL BE DESIGNED, MANUFACTURED, INSTALLED & CERTIFIED TO WITHSTAND A DESIGN WIND PRESSURE AS SHOWN IN PLAN. 2. REFER TO MANUF. CONNECTION REQUIREMENTS IF MORE STRINGENT. 6" CONIC. SLAB AS PLAN RECESS IN SLAB FOR STL. BAR GRATING & COVER PLATE, TYPICAL ALL SIDES SEE ENLARGED DETAIL TOP/SLAB AS PER PLAN STEEL BAR GRATING & C O V E R P L A T E 8" CONCRETE WALL ALL AROUND w/ #5 @ 12"o.c. VERT. & #5 @ 6"o.c. HORIZ. CENTERED CONCRETE FOOTING AS PER PLAN & SCHEDULE TYP. SECTION THRU WINCH PIT 3i4° = 1 0 NOTE: SEE CLOSE UP DETAIL FOR INFORMATION NOT SHOWN v CONCRETE COLUMN OR CMU WALL w/ FILLED CELL AS PLAN CONT. P.T. 2x6 PLATE @ JAMB w/ %`0 LDT @ 24"o.c. w/ WASHERS (4" EMBED.) PROVIDE ONE BOLT WITHIN 6" FROM THE TOP & BOT. OF JAMB PLATE DOOR HARDWARE ATTACHMENT TO 2x6 BY DOOR MANUFACTURER TYPICAL OVERHEAD DOOR JAMB ATTACHMENT TO CMU 1Y2" = 1'-0" 1. OVERHEAD DOORS SHALL BE DESIGNED, MANUFACTURED, INSTALLED & CERTIFIED TO WITHSTAND A DESIGN WIND PRESSURE AS SHOWN IN PLAN. 2. REFER TO MANUF. CONNECTION REQUIREMENTS IF MORE STRINGENT. GALV. PL Y4" x 2" x CONT., WELD TO L (TYP. ALL AROUND) %" THK. STEEL DIAMOND PLATE FLUSH WITH TOP OF SLAB N° 19-W-4 STEEL BAR GRATING 3 w/ 2" x 5/16" BEARING BARS, SPAN AS SHOWN IN PLAN GALV. L 3" x 2" x Y4" (LLH) w/ Y2"0 x 5" LONG HEADED STUDS @ 16"o.c. (TYP. ALL A R O U N D ) ENLARGED PIT RECESS 11/2" = 1 011 JIB CRANE ASSEMBLY BY C.L. OF JIB CRANE & —JIB CRANE ASS BY CRANE MANUFACTURER, FOOTING AS PER PLAN CRANE ACTURER, SEE PRODUCT CUTSHEETS SE DUCT CUTSHEETS FOR INFO NOT SHOWN OR INFO NOT SHOWN 1 6" CONIC. SLAB AS PLAN — 6 CONIC. SLAB AS PLAN TOP/CONC. SLAB AS PLAN TOP/CONC. SLAB AS PLAN .° • • i I I a LI o CONCRETE FOOTING 4 i, ° —CONCRETE FOOTING AS PER PLAN & S ULE i I° i PER PLAN & SCHEDULE J a ° I° 4. L _°�i 0 OMITTED 6-0" 31411= 11-011 1 TON JIB CRANE FOUNDATION 11-011 PROVIDE BACKER ROD CONT. GALV. L 2" x 2" x 3/6" & TOOLED N P - 1 3/4" EXP JT w/ Y2"O H. STUDS x 4" @ SEALANT @ EXP. JOINTS 24"o.c. EA. SIDE OF JOINT 6"0 STD PIPE w/ 1 #5 VERT. GROUTED SOLID, SEE ARCH. — EXTEND BARS 12" THROUGH PLANS FOR LOCATIONS TSE AS PLAN &SCHED. EXPANSION JOINT ONE SIDE INTO 12" PVC SLEEVE y. -- CONCRETE SLAB AS PLAN _ --4. — p TERMINATE REINF. ONE SIDE 12 OF EXP. JOINT AS SHOWN 12"0 CONIC. FOUNDATION TYP. EXP. JOINT DETAIL @ TSE NO SCALE 12"RS = 1 1-011 TYP. PIPE BOLLARD DETAIL REFER TO ARCH DWGS FOR QUANTITY & LOCATION FILLED CELL AS PLAN EACH SIDE OF JOINT— E.40 —PREFORMED JOINT FILLER Z p TOOLED POLYURETHANE CAULK & PREMOLDED BACKING ROD ° CMU WALL AS PLAN — TERMINATE HORIZ. WALL REINFORCING @ JOINT TYPICAL CMU WALL JOINT DETAIL 1i2-- = 1 01 NOTES: 1. Y2' CMU WALL JOINT AS PLAN & NOTED AS THUS: W.J. 2. DISCONTINUE HORIZONTAL JOINT REINFORCING EACH SIDE OF JOINT. 3. CONTINUE ALL HORIZONTAL BEAM REINFORCING THROUGH THE JOINT. 4. ALIGN MASONRY HEAD JOINTS IN BOND BEAM WITH WALL JOINT. 5. ALIGN STUCCO JOINTS WITH WALL JOINTS. 12"o.c. 4" 8" (TYP.) (TYP.)— (TYP.) �i7—� PROVIDE 8" PRECAST CONCRETE OR 8" x 8" POURED CONCRETE LINTEL w/ 1 #5 CONT. AT ALL O P E N IN G S Y4"0 S.S. TAPCONS INTO FILLED CELL OR CONCRETE COL. w/ 1'/4" EMBED (TYP.) P.T. BUCK AS REQUIRED BY DOOR OR WINDOW MFG, TYPICAL DOOR ATTACHMENT DETAIL TO CMU 34n = 1 -011 NOTES: 1. DOORS & WINDOWS SHALL BE DESIGNED, MANUFACTURED, INSTALLED & CERTIFIED TO WITHSTAND THE MIN. DESIGN WIND PRESSURES AS NOTED IN PLAN & SHALL BE IMPACT RATED, 2. WATERPROOF ALL DOOR & WINDOW PERIMETERS WITH APPLICABLE WATERPROOFING (1) COAT BEFORE INSTALLING BUCKS & (1) COAT AFTER BUCK INSTALLATION. #14 SELF TAPPING SELF DRILLING S.S. SCREWS @ 12"o.c. (MINIMUM 3 FASTENERS PER SIDE) TYP. WINDOW & DOOR ATTACHMENT DETAIL TO METAL 3i4 = 11_011 DOORS & WINDOWS SHALL BE DESIGNED, MANUFACTURED, INSTALLED & CERTIFIED TO WITHSTAND THE MIN. DESIGN WIND PRESSURES AS NOTED IN PLAN & SHALL BE IMPACT RATED. PROVIDE BACKER ROD 3/4" EXP JT CONT. GALV. L 2" x 2" X 3/6" 31a' = 1 011 & TOOLED N P - 1 w/Y22"O HEADED STUDS x 4" @ SEALANT @ EXP. JOINTS 24"o.c. EA. SIDE Of JOINT — #5 x 24" LONG SLEEVED SPEED DOWELS @ 24"o.c. • B s a° TSE AS PER PLAN & SCHED. EACH SIDE OF EXP. JOINT TYP. EXP. JOINT DETAIL @ SLAB NO SCALE FILL JOINT w/ PREFORMED Y2" CONST JT. RUBBER JOINT FILLER—Y2"0x16"LONG SMOOTH T, / DOWELS @ 24"o.c. "�� aim•. TSE AS PER PLAN & SCHED. EACH SIDE OF EXP. JOINT TYPICAL CONST. JOINT DETAIL NO SCALE )e" WIDE x Y4 (T) DEEP SAW CUT AS PLAN, SAW CUTS SHALL BE MADE AS SOON AS CONCRETE HAS HARDENED SUFFICIENTLY ENOUGH TO PREVENT x AGGREGATE FROM BEING DISLODGED BY SAW BLADE ?I TYPICAL SAW CUT DETAIL NO SCALE �— TSE AS PLAN & SCHED. o 10 a w 1 PROVIDE "Z" BARS TO MATCH & LAP FOOTING REINF IN DEEPENED FTG 16" TYPICAL STEPPED FOOTING DETAIL NO SCALE TIES AS PER SCHEDULE 41 2„ CLEAR - ° 30"1. LAP ° z �° SLEEVE EXISTING LINES DEEPEN FTG. 12" BELOWA. 11 AS REQUIRED BY CODE & WIDER THAN ALL PIPE PENETRATIONS (TYPICAL) U PROVIDE "Z" BARS TO 12" n MATCH & LAP FOOTING REINF IN DEEPENED FTG TYPICAL FOOTING DETAIL @ PLUMBING LINES NO SCALE Project: FROp05ED MANUFACTURING PUILDING FOR pU1�SUIT PORTS 3901 5T. LUCIE PLVD. FONT FIERCE, FLORIDA Key Plan 155Ue5: No.: Date: Description: A. 5/28/19 Foundation Permit B. 7/12/19 Bid Set C. 7/18/19 Permit Set D. 8/5/19 Reviobri 0 E. 10/2/19 V.E. Revisions 0 Architect: DONADIO & Associates, Architects P.A. 60917th 5treet Vero Beach. FL 32960 Te1.772.794.2929 Fax.772.562.6600 License No. AA0002238 vm¢v.donadlo-arch.com Consultant: MmI ENGINEERING, INC. Consulting Structural Engineer 2030 37th Avenue Vero Beach, Florida 32960 Phone:772.569.1257 Fax:772.569.4041 Drawing Title: SECTION@ & DETAILS REVIEWED FOR Reference North CODE COMPLIANCE ST. LUCppIE COUNTY ®OCC DrDrawing File: S.C. Baker I Chd: XREF File: Mike Project No.: Plot File: " 19-114 4- C.A: ricense No.: 8602 Sheet No.: FL P.E, No.: 47520 Date Signed: `� _`� Copyright @ 2016, Po.dio & Associates, Architects. P.A LL� LL�to E_ ROOF PITCH 1/2:12 COMPONENT AND CLADDING PRESSURES (PSF) (ASD) ZONE EFFECTIVE AREA (SQUARE FEET) 0<10 11 20 1 21<50 51<100 1 +16 -39 +15 -38 +14 -36 +12 -35 2 +16 -65 +15 -58 +14 -49 +12 -42 3 +16 -98 +15 -81 +14 -59 +12 -42 4 +39 -42 +37 .40 +35 38 +33 -36 5 +39 1 -52 +37 -48 1 +35 1 -44 +33 -40 END ZONE 5 IS WITHIN A DISTANCE OF (a) = 15 FT FROM BUILDING CORNERS. 15 FT 15 fT 15 FT COMPONENT AND CLADDING PRESSURE ZONES NO SCALE NOTES: 1. PRESSURES ARE IN ALLOWABLE STRESS DESIGN (asd) FOR WINDOWS, DOORS, ROOFING, METAL DECK, AND STEEL ROOF JOISTS AND GIRDERS AND ALL OTHER BUILDING COMPONENTS AND CLADDING. 2. POSITIVE PRESSURES INDICATE PRESSURES ACTING TOWARD A PROJECTED SURFACE. NEGATIVE PRESSURES INDICATE PRESSURES ACTING AWAY FROM A PROJECTED SURFACE 3. NET DESIGN ROOF PRESSURES SHALL BE CALCULATED USING SELF WEIGHT OF MATERIAL. 4. END ZONE "a" = 15 FEET. 2'-2" �' • 'a ..�, •. a e � ' a •. a 2" CLR (TYP.) CONC. PIER P-1 10#7 VERTICAL W/ #4 TIES @ 81o.c. o N 16#7 VERTICAL w/ 2#4 TIES @ 8"o.c. 21-01, 2'-4" 2" CLR (TYP.) CONC. PIER P-2 1 V e <V a y(f/I • M / _ • _ 333///���fff 2" CLR (TYP.I CONC. PIER P-3 16#7 VERTICAL w/ cz:� 2#4 TIES @ 8"o.c. MINIMUM ANCHOR BOLT EMBEDMENT DEPTH BOLT DIAMETER MAX. UPLIFT LOAD ON BOLT MAX. HORIZ. LOAD ON BOLT MIN. EMBED DEPTH (D) PROJECTION (P) HOOK DIM. (H) a o FBOTTOM OF BASE PLATE H HS Y2 2,840 LBS, 1,960 LBS 8" 2" 2Y2" 4,520 LBS, 3,070 LBS 10" 2%" 2Y" 3" 4" 6,690 LBS. 4,420 LBS 12" 9,230 LBS, 6,010 LBS 14" 3" qj" 1" 12,110 LBS, 7,850 LBS 16" 3" 5" IY4" 19,380 LBS, 12.270 LBS 20" 3%" 6Y2" 1Y2 2,840 LBS, 17,670 LBS 24" 3Y" 8" 73/n" 3 7,9 70 LBS, 24,050 LB 28" 4" 10" DESIGN CRITERIA THE FLORIDA BUILDING CODE, 6th EDITION (2017) ROOF LOADS DEAD ...................................................... 2 PSF (AS PER MBM) COLLATERAL LOAD..................................10 PSF LIVE ........................................................ 20 PSF (REDUCIBLE) INTERIOR PARTITION LATERAL LOAD ............... 5 PSF CRANE LOADS IMPACT 10% LIFTED LOAD HORIZONTAL 20% LIFTED LOAD LONGITUDINAL LOAD 20% MAX WHEEL LOAD 1 TON FIXED MONORAIL (1) 1 TON HOIST CAPACITY 2000 LBS HOIST AND TROLLEY WT 150 LBS 1 TON FIXED MONORAIL (2) % TON HOIST CAPACITY 1000 LBS EACH HOIST AND TROLLEY WT 100 LBS EACH 2 TON FIXED MONORAIL (2) 1 TON HOIST CAPACITY 2000 LBS EACH HOIST AND TROLLEY WEIGHT 150 LBS EACH 10 TON TOP RUNNING BRIDGE CRANE SPAN 60 FT (2) 4 TON HOISTS EACH BRIDGE BRIDGE WEIGHT 11.486 LBS HOIST WEIGHT 886 LBS CRANE WEIGHT 12,372 LBS LIFT CAPACITY 8,000 x 2 = 16,000 LBS 4 TON TOP RUNNING BRIDGE CRANE SPAN 70 FT (2) 2 TON HOISTS EACH BRIDGE BRIDGE WEIGHT 11.610 LBS HOIST WEIGHT 886 LBS CRANE WEIGHT 12,496 LBS LIFT CAPACITY 4,000 x 2 = 8,000 LBS MAXIMUM LOADING SHALL ACCOUNT FOR TWO BRIDGE CRANES EACH BAY, TYPICAL WIND LOADS PER ASCE 7 WIND SPEED REGION V(Ult) ...................... 160 MPH V(asd) ..................... 124 MPH WIND BORNE DEBRIS REGION ENCLOSED STRUCTURE BUILDING RISK CATEGORY .................................... II BUILDING DESIGN HEIGHT ........................... <30 FT. ROOF PITCH ................................................ %" / 12 &1:12 INTERNAL PRESSURE COEFF ........................... ±0.18 EXPOSURE........................................................... C HEIGHT & EXPOSURE COEFF .............................. 1.4 STRUCTURAL NOTES 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 2. ALL CONSTRUCTION SHALL BE BRACED AND SHORED BY THE CONTRACTOR AS REQUIRED TO SAFELY PERFORM THE WORK. 3. ALL DOORS, WINDOWS AND HARDWARE MUST BE DESIGNED AND CERTIFIED TO WITHSTAND THE DESIGN WIND PRESSURES NOTED IN THIS DOCUMENT AND GLAZED OPENINGS SHALL BE IMPACT RESISTANT AS REQ. BY THE FLORIDA BUILDING CODE. 4. THE MINIMUM STRUCTURAL SUBMITTALS SHALL BE AS PER SPECS AND AS FOLLOWS: a. CONCRETE MIX DESIGNS b. MASONRY & ACCESSORIES c. REINFORCEMENT d. STRUCTURAL STEEL e. LIGHT GAGE METAL FRAMING SIGNED & SEALED U PRE-ENGINEERED METAL BUILDING SIGNED & SEALED 9. CRANE EQUIPMENT & SUPPORTS SIGNED & SEALED h. HELICAL PILE CERTIFICATION SIGNED & SEALED FOUNDATION SCHEDULE MARK T/FTG ELEV SIZE D X W X L BOT. REINF. TOP REINF. REMARKS L.W. S.W. L.W. S.W. TSE-12 AS PLAN 12" x 12" x CONT. 2#5 THICKENED SLAB EDGE TSE-16 AS PLAN 16" x 16" x CONT. 245 THICKENED SLAB EDGE TSE-24 AS PLAN 24" x 24" x CONT. 3#5 TOP & BOT. w/ #4 TIES @ 24"o.c. THICKENED SLAB EDGE TSE-26 AS PLAN 24" x 26" x CONT. 3#5 TOP & BOT. w/ #4 TIES @ 24"o.c. THICKENED SLAB EDGE TSE-36 AS PLAN 24" x 36" x CONT. 4#5 TOP & BOT. W/ #4 TIES @ 24"o.c. THICKENED SLAB EDGE MWF-24 +0'-0" 12" x 24" x CONT. 3#5 #5 @ 32" MONOLITHIC WALL FOOTING MF-44 +0'-0" 12" x 48" x 48" 5#6 5#6 5#6 5#6 MONOLITHIC FTG AT FLOOR WINCH MF-45 +0'-0" 24" x 48" x 60" 5#6 6#6 5#6 6#6 MONOLITHIC COLUMN FOOTING MF-55 +0'-0" 24" x 60" x 60" 6#6 6#6 6#6 6#6 MONOLITHIC COLUMN FOOTING MF-4 +0'-0" 48" x 48" x 48" 5#6 5#6 5#6 5#6 MONOLITHIC JIB CRANE FOOTING MF-5 +0'-0" 48" x 60" x 60" 6#6 6#6 6#6 6#6 MONOLITHIC JIB CRANE FOOTING WF-24 AS PLAN 12" x 24" x CONT. 3#5 #5 @ 32" STEM WALL FOOTING WF-44 AS PLAN 16" x 44" x CONT. 4#5 #5 @ 24" 4#5 #5 @ 24" STEM WALL FOOTING AT TRUCK WELL F-4 -0'-6" 24" x 48" x 48" 5#6 5#6 5#6 5#6 COLUMN PAD F-4A -1'-0" 24" x 48" X 48" 5#6 5#6 5#6 5#6 COLUMN PAD F-5 -0'-6" 24" x 60" x 60" 6#6 6#6 6#6 6#6 COLUMN PAD F-5A -2-0" 24" x 60" x 60" 6#6 6#6 6#6 6#6 COLUMN PAD F-513 -5'-4" 24" x 60" x 60" 6#6 1 6#6 6#6 6#6 COLUMN PAD F-6 -0'-6" 24" x 72" x 72" 7#6 1 7#6 7#6 7#6 COLUMN PAD F-6A -2'-0" 24" x 72" x 72" 7#6 1 7#6 7#6 7#6 COLUMN PAD F-7 4-6" 24" x 84" x 84" 8#6 8#6 8#6 8#6 COLUMN PAD F-7A 4-0" 24" x 84" x 84" 8#6 8#6 8#6 8#6 COLUMN PAD F-7.5 4-6" 24" x 90" x 90" 9#6 9#6 9#6 9#6 COLUMN PAD F-7.5A 4-0" 24" x 90" x 90" 9#6 9#6 9#6 9#6 COLUMN PAD F-7.5B -3'-0" 24" x 90" x 90" 9#6 9#6 9#6 9#6 COLUMN PAD F-8.5 -0'-6" 24" x 102" x 102" 10#6 10#6 10#6 10#6 COLUMN PAD F-8.5A -2'-0" 24" x 102" x 102" 10#6 10#6 10#6 10#6 COLUMN PAD F-8.513 -3'-0" 24" x 102" x 102" 10#6 10#6 10#6 10#6 COLUMN PAD F-7.5/11A 2'4' 24" x 90" x 132" 8#6 8#6 12#6 r7l2#6 COLUMN PAD F-9 -0'-6" 24" x 108" x 108" 10#6 10#6 10#6 10#6 COLUMN PAD F-9A -2'-0" 24" x 108" x 108" 10#6 10#6 10#6 10#6 COLUMN PAD F-10 -1'-9" 16" x 40" x 82 #6 @ 12"o.c. EACH WAY TOP & BOTTOM FLOOR WINCH PIT FOOTING NOTES: 1. * DENOTES (2) SS5 HELICAL TENSION PILES INSTALLED CONCENTRICALLY IN FOOTING BATTERED 5e IN EACH OPPOSITE FACING DIRECTION. 2. * * DENOTES (4) SS5 HELICAL TENSION PILES INSTALLED CONCENTRICALLY IN FOOTING BATTERED 5e IN EACH OPPOSITE FACING DIRECTION. LAP SPLICE LENGTHS (3000 PSI) BAR SIZE (#) 3 1 4 5 6 7 8 9 TOP BARS 28" 37" 47" 56" 81" 93" 105" ALL OTHER BARS 18" 24" 30" 36" 42" 48" 54" ACI STANDARD HOOK LENGTHS BAR SIZE (#) 3 4 5 6 7 8 9 LENGTH (INCH) 1 6 8 1 10 12 14 16 19 FOUNDATION 1. FOUNDATIONS ARE DESIGNED BASED ON AN ALLOWABLE BEARING PRESSURE OF 2,500 PSF, 2. CONTRACTOR SHALL VERIFY THAT THE MIN. COMPACTION OF 95% & 98% OF ITS MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D1557 IS OBTAINED PRIOR TO FOOTING & SLAB PLACEMENT. REFER TO SOL$ REPORT. 3. FOOTINGS SHALL BE PLACED ON COMPACTED SOIL FREE OF ORGANIC DEBRIS, 4. REFER TO SOILS INVESTIGATIVE REPORT BY ARDAMAN & ASSOCIATES INC. REPORT NO. 19-5422 DATED MARCH 5,2019 FOR ALL SITE PREPARATION REQUIREMENTS. 5. FINAL FOUNDATION SIZES SHALL BE REVIEWED AND VERIFIED BY ENGINEER OF RECORD UPON SUBMITTAL OF FINAL PRE- ENGINEERED METAL BUILDING REACTIONS. HELICAL PILES 1. HELICAL PILES AND COMPONENTS SHALL BE AS MANUFACTURED BY A B CHANCE OR APPROVED EQUAL. 2. ALL COMPONENTS SHALL BE HOT DIP GALVANIZED PER ASTM Al53 (LATEST REVISION). 3. HELICAL PILES SHALL BE SS 5 AND INSTALLED BY A QUALIFIED INSTALLER APPROVED BY THE PRODUCT MANUFACTURER, 4. SS5 MATERIAL SPECIFICATIONS: BRACKET BODY: PER ASTM A36 AND ASTM A570 GRADE 50 SHAFT: 1-1/2" SOLID SQUARE HELIXES 3/" MIN THICK ASTM A572 OR All 018 MINIMUM YIELD STRENGTH 50 KSI BOLTS: HEX HEAD BOLT PER SAE J429 GRADE 5. 5. THE HELICAL PILES SPECIFIED SHALL HAVE THE FOLLOWING ULTIMATE CAPACITY: SS5 P(ULT) = 57 KIPS MAXIMUM INSTALLATION TORQUE RATING = 5,700 FT-LBS 6. THE SS5 HELICAL PILES SPECIFIED SHALL BE INSTALLED TO DEVELOP THE FOLLOWING MINIMUM TENSILE LOADS: P(WORKING) = 20 KIPS TENSION MINIMUM TORQUE RATING = 4,000 FT-LBS 7. THE MINIMUM HELIX DIAMETERS SHALL BE 10, 12 & 14 INCHES RESPECTIVELY. 8. THE INSTALLER SHALL REVIEW THE SOILS INVESTIGATIVE REPORT TO DETERMINE THE REQUIRED MIN. REQUIRED DEPTH NEEDED TO ACHIEVE THE RATED CAPACITIES INDICATED IN PLAN. 9. HELICAL PILES SHALL BE INSTALLED AT THE MIN. DEPTH OF 40 FEET UNLESS THE TORQUE HAS BEEN ACHIEVED AT A SHALLOWER DEPTH. 10. INSTALLATION SHALL BE MONITORED AND CERTIFIED BY AN INDEPENDENT ENGINEER STATING THE THAT THE INSTALLATION IS IN COMPLIANCE WITH THE DESIGN DOCUMENTS. SUBMIT PILE LOG WITH CERTIFICATION PRIOR TO PLACING FOUNDATIONS, 11. THE CAPACITY OF THE HELICAL SYSTEM IS A FUNCTION OF MANY ELEMENTS NOT LIMITED TO THE CAP BRACKET, PIER SHAFT, HELIXES AND BEARING STRATA AS WELL AS THE QUALITY OF PIER INSTALLATION. 12. THE MINIMUM CAP PLATE SIZE SHALL BE %" X 8" x8" AND SHALL BE WELDED TO THE HELICAL PILE SHAFT TO DEVELOP THE RATED DESIGN TENSION LOADS. CONCRETE 1. CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF A.C.I. 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" AND A.C.I. 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE. 2. THE MINIMUM CONCRETE 28 DAY COMPRESSIVE STRENGTHS SHALL BE AS FOLLOWS: FOUNDATIONS ....................................... 3000 PSI SLUMP 5"±1" W/C = 0.5 AGGREGATE SIZE Y4" SLAB ON GRADE .................................... 4000 PSI SLUMP 5"±1" W/C = 0.4 AGGREGATE SIZE 3/4" COLUMNS & BEAMS ............................... 3000 PSI SLUMP 5"±1" W/C = 0.5 AGGREGATE SIZE 3/4" MASONRY GROUT .................................. 3000 PSI SLUMP 10"±1" W/C = N/A AGGREGATE SIZE N/A 3. REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A615 GRADE 60. 4. WELDED WIRE FABRIC SHALL BE IN ACCORDANCE WITH ASTM All 85 AND SHALL BE ADEQUATELY SUPPORTED AT 36" o.c. E.W. 5. THE MINIMUM CONCRETE COVERAGES SHALL BE AS FOLLOWS: CAST AGAINST EARTH .... 3" EXPOSED TO WEATHER.... 1-1/2" FORMED SURFACES .... 11, 6. PROVIDE 900 CORNER LAP SPLICES AT ALL INTERSECTIONS. 7. THE MINIMUM LAP SPLICE SHALL BE 30 BAR DIAMETERS OR AS NOTED IN SCHEDULE. 8. CONCRETE SHALL BE TESTED BY AN INDEPENDENT TESTING LABORATORY IN ACCORDANCE WITH ASTM C39. A MINIMUM OF (5) TEST CYLINDERS SHALL BE TAKEN FOR EACH POUR, AND ADDITIONAL SETS FOR EVERY 50 CUBIC YARDS OF POUR. CYLINDERS SHALL BE TESTED AS FOLLOWS: 1 AT 3 DAYS, 1 AT 7 DAYS, 1 AT 14 DAYS, 1AT 28 DAYS & 1 AT 56 DAYS (IF THE MINIMUM STRENGTH IS NOT MET IN 28 DAYS) 9. CONTRACTOR SHALL PROVIDE SAW CUTS IN SLAB AS PLAN OR AT A MAXIMUM SPACING OF 20'-0" O.C. EACH WAY OR 400 S.F. U.O.N. AND AT ALL RE-ENTERANT CORNERS. SAW CUTS SHALL BE 114 OF THE SLAB DEPTH AND SHALL BE PERFORMED AS SOON AS THE CONCRETE HAS HARDENED SUFFICIENTLY ENOUGH TO PREVENT THE AGGREGATE FROM BEING DISLODGED BY THE SAW BLADE. THIS IS AN EFFORT TO CONTROL THE STRESSES, AN INHERENT PROPERTY OF CONCRETE WHICH SOMETIMES RESULTS IN CRACKS, WHICH IS NOT UNCOMMON. CONCRETE MASONRY 1. CONCRETE MASONRY WORK SHALL BE IN ACCORDANCE WITH ACI 530.1/ASCE 6/TMS 602, SPECIFICATION FOR CONCRETE MASONRY STRUCTURES AND ACI 530/ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES. 2. CONCRETE MASONRY UNITS SHALL BE IN CONFORMANCE WITH ASTM C90, GRADE N, TYPE II. MASONRY UNITS SHALL BE TESTED IN ACCORDANCE WITH ASTM C140 AND SHALL HAVE A MINIMUM NET AREA STRENGTH OF 1900 PSI (Pm = 1500 PSI). 3. GROUT SHALL BE IN CONFORMANCE WITH ASTM C476, COARSE TYPE WITH A 28 DAY COMPRESSIVE STRENGTH OF 3,000 PSI AND A SLUMP OF 9" - 11 " 4. MORTAR SHALL BE IN ACCORDANCE WITH ASTM C270, TYPE S. 5. ALL MASONRY JOINTS SHALL BE WATERTIGHT AND CONCAVE TOOLED WITH A NON-STAING TOOL. 6. EXTERIOR SURFACES SHALL BE SEALED AND PAINTED. 7. PROVIDE CLEANOUTS FOR ALL GROUTED CONSTRUCTION AND LIMIT MORTAR PROTRUSIONS TO 1/2" MAX. IN GROUTED CELLS. 8. ALL MASONRY WALLS SHALL BE CONSTRUCTED IN RUNNING BOND WITH 9 GA. LADDER TYPE JOINT REINFORCING SPACED 16"o.c. VERTICALLY. LAP 8" MINIMUM AT ALL CORNERS & SPLICES. 9. PROVIDE PRECAST CONCRETE LINTEL WITH 2#6 HORIZ. BARS GROUTED SOLID WITH 8" MINIMUM BEARING AT ALL MASONRY OPENINGS (TYP. UNLESS OTHERWISE NOTED). STRUCTURAL STEEL 1. STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH A.I.S.C. "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST EDITION. 2. THE MINIMUM STRUCTURAL STEEL GRADES SHALL BE AS FOLLOWS: PLATES & ANGLES .......... ASTM A36 Fy = 36 KSI STRUCTURAL TUBE .......... ASTM A500 Fy = 46 KSI PIPE .............................. ASTM A36 Fy = 36 KSI WF SHAPES .................... ASTM A992 Fy = 50 KSI 3. STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE A.I.S.C. "CODE OF STANDARD PRACTICE", LATEST EDITION. 4, WELDING OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH A.W.S. Dl .1 WITH E70XX ELECTRODES. FILLET WELDS SHALL BE A MINIMUM OF 3/16" UNLESS NOTED OTHERWISE. 5. HIGH STRENGTH BOLTS SHALL BE IN ACCORDANCE WITH ASTM A325 & SHALL BE DESIGNED AS BEARING TYPE CONNECTIONS WITH THREADS EXCLUDED FROM THE SHEAR PLANE. 6. ANCHOR BOLTS SHALL BE IN ACCORDANCE WITH ASTM A307. 7: ALL MEMBERS SHALL BE POWER TOOL CLEANED AND PAINTED WITH A RUST INHIBITIVE SHOP PRIMER WITH A MIN. THICKNESS OF 1.5 MILS: 8. GALVANIZED METALS, WHERE SPECIFIED, SHALL BE HOT -DIPPED GALVANIZED IN ACCORDANCE WITH ASTM All 23 AND All 53. PRE-ENGINEERED METAL BUILDING 1. PRE-ENGINEERED METAL BUILDING STRUCTURE SHALL BE DESIGNED AND MANUFACTURED FOR ALL LOADS PRESCRIBED HEREIN. 2. SUBMIT METAL BUILDING SHOP DRAWINGS AND REACTIONS SIGNED AND SEALED BY A FLORIDA REGISTERED ENGINEER FOR REVIEW BY THE ENGINEER OF RECORD PRIOR TO FABRICATION. 3. ALL METAL BUILDING COMPONENTS SHALL BE COLD FORMED WITH A MINIMUM GRADE OF FY = 50KSI AND SHALL BE IN ACCORDANCE WITH AISI AND AISC LATEST EDITION. 4. ROOF PANELS SHALL BE A MINIMUM OF 24 GA STANDING SEAM PANELS INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS AS REQUIRED TO RESIST THE SPECIFIED WIND UPLIFT LOADS. COLOR SHALL BE AS SELECTED BY ARCHITECT AND OWNER. 5. WALL PANELS SHALL BE A MINIMUM OF 26 GA GALVALUME AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS AS REQUIRED TO RESIST THE SPECIFIED WIND LOADS. COLOR SHALL BE AS SELECTED 6. ALL MEMBERS SHALL BE POWER TOOL CLEANED AND PAINTED WITH A RUST INHIBITIVE SHOP PRIMER WITH A MIN. THICKNESS OF 1.5 MILS. U.N.O 7. DIAGONAL WALL AND ROOF BRACING SHALL BE PLACED IN BAYS WITHOUT OPENINGS. 8. METAL BUILDING MANUFACTURER SHALL PROVIDE ALL THE NECESSARY TRIM, FLASHING AND COVER PLATES AS NEEDED TO PROVIDE A COMPLETE WEATHER PROOFED BUILDING ENVELOPE AND STRUCTURE. 9. METAL BUILDING MANUFACTURER SHALL DESIGN THE FRAMING TO SUPPORT ALL LOADS SPECIFIED IN PLAN, COLD FORMED METAL FRAMING 1. ALL MEMBERS SHALL BE DESIGNED, MFG'D AND INSTALLED IN ACCORDANCE WITH (A.I,S.I.) LATEST EDITION " SPECIFICATION FOR THE DESIGN OF COLD FORMED STRUCTURAL MEMBERS". 2. ALL MATERIAL SHALL BE THE MINIMUM TYPE, SIZE, GAUGE AND SPACING AS SPECIFIED ON PLANS. 3. THE LIGHT GAGE STEEL FRAMING SHALL BE DESIGNED BY A SPECIALTY ENGINEER AND SIGNED AND SEALED SHOP DRAWINGS SIGNED AND SEALED SHALL BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION. 4. STRUCTURAL PROPERTIES OF METAL STUDS SHALL BE IN ACCORDANCE WITH AMERICAN IRON AND STEEL INSTITUTE (A.I.S.I.) "SPECIFICATION FOR DESIGN OF COLD FORMED STRUCTURAL MEMBERS". 5. METAL FRAMING COMPONENTS TO BE OF STRUCTURAL QUALITY STEEL SHEET WITH A MINIMUM YIELD OF 33,000 PSI OR 40,000 PSI; ASTM A 446, A 570, OR A611, WITH A GALVANIZED FINISH COMPLYING WITH ASTM A525 FOR MINIMUM G60 COATING. 6. CONCRETE THREADED FASTENERS SHALL BE CORROSION RESISTANT AND INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. 7. SCREWS FOR METAL FRAMING CONNECTORS SHALL BE A MINIMUM OF #10 x 3/4" CORROSION RESISTANT HEX HEAD SELF DRILLING, SELF TAPPING DRILLING, CADMIUM PLATED TYPICAL U.N.O. OR OF OTHER SIZE AND TYPE INDICATED ON DRAWINGS; PROVIDE A MINIMUM OF (3) SCREWS EACH CONNECTION. 8. ALL FRAMING SHALL BE PLUMBED & SECURELY FASTENED TO FLANGES OF ALL UPPER AND LOWER TRACKS WHERE APPLICABLE. 9. VERTICAL HANGERS, DIAGONAL AND HORIZONTAL BRACING SHALL BE PROVIDED AS REQUIRED TO KEEP ALL MEMBERS PLUMB AND STRAIGHT. TIMBER 1. ALL TIMBER ELEMENTS SHALL BE IN ACCORDANCE WITH FLORIDA BUILDING CODE, 6th EDITION. Project: FROF05ED MANUFACTURING P UILDING FOK FUK5UIT BOAT5 5901 5T. LUCIE BLVD. FORT FIEKCE, FLOKIDA Key Plan 155Ue5: No.: Date: Deocription: A. 5/28/19 Foundation Permit B. 7112/19 Bid Set C. 7115/19 Permit Set D. 8/5/19 Kevioion A Architect: DONADIO & Associates, Architects P.A. 60917th Street Vero 5each, FL 32960 Te1.772.7942929 FaO72.562.8600 License No. AA0002238 w Aonadlo-arch.com Conrultant: Mmnw� ENGINEERING, INC. Consulting Structural Engineer 2030 37th Avenue Vero Beach, Florida 32960 Phone:772.569.1257 Fax:772.569.4041 Drawing Title: TYPICAL 5ECTION5 & DETAILS, 5CHEDULE5 & GENERAL NOTES Reference North REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY R� Drn: Drawing File: 5.G. Baker Ghd: XREF File: 1V I Mike, Luc, 47 ( Project No.: Plot File: ( 19-114 CA. Licence No.: L3662 Sheet No.: Date 510ried: 5 _ 6 Copyright ® 2016, Donadlo & Associates. Architects, P.A. J !— a11111111111111111 2111111111 0 1 2 3 4 5 6 7 8 420'-0" 30'-0" 30'-0" — — — — — — — — — — — — — — a N CANOPY EAVE O a 1� EAVE HEIGHT (+28'-0") HEIGHT (+16-8") ' 6"-18ga, METAL C JOISTS @ 16 .c, AS SHO c bf = 15/s" f (lip) ='/2" " W-18ga. METAL C SOLID BLOCKING N I ATTACH TO TRACK W/ #12 SC SEA. FLAN E itLL lil @ MID POINT ATTACH TO JOISTS I I EACH END w/ CLIP L 3" x 3" x 169a. x S 9 -V II I' II 0'-5" W/ (3) # 12 SCREWS EACH LEG 6"-18ga. METAL C TRACK ALL AROUND, ATTACH I EXPANDABLE END TO CMU w/Y4"O x 2Y4" TAPCONS @ 16"o.c. I METAL BUILDING WALL BY o WALL FRAME L_ _-- -_' M.B.M. TO EXTEND UP TO N I I B-1 (+10'-8) I I UNDERSIDE OF ROOFING TYP. ALL AROUND 0 o - - -------------- I I ------------- I ------------- --- ---------- --------------- ----- N I 1 I I 1 � 6"0 FIRE SPRINKLER LINE I - WT = 24 Ibs / FT (FILLED) I I CONNECTION TO BE @--- o' N , 1 A MAX. OF 12'-0"o.c. -- 1 I I I I I 30'-W CANTILEVERED STEEL CANOPY SUPPORTS AS SHOWN BY M.B.M. 0 30'-0" 6", (2) HOUR FIRE -RA D METAL STUD WALL BEL W TO EXTEND UP TO E I UNDERSIDE OF ROOF NG 6"0 FIRE SPRINKLER LINE WT = 24 Ibis / FT (FILLED) CONNECTION TO BE @ A MAX. OF 12'-0"o.c, 30'-0" 1) (12) (13) 0 � I 30'-0" 30'-0" 30'-0" 31 I I � — � CANOPY EAVE EAVE HEIGHT (+28'-0") HEIGHT (+16'-8") I II 6"-18go. METAL C JOISTS @ 16"o.c. AS SHOWN II bf = 1V f (lip) ='/2" I I ATTACH TO TRACK w/ I III #12 SCREWS EA. FLANGE � I I U 6"-18ga. METAL C TRACK S-9 � 1 ALL AROUND, ATTACH 1 TOCMUW/Y4"Ox2Y4" Ij 6" MITI. STUD WALL TAPCONS @ 16"o.c. ;' I I BELOW TO EXTEND 1 I I J UP TO UNDERSIDE 6"-18go. METAL C SOLID BL CKING B-1 (+10'-8") OF ROOFING @ MID POINT ATTACH T JOISTS TYP.ALL AROU D EACH END w/ CLIP L 3" x 3" 16ga. x 0'-5" w/ (3) # 12 SCREWS E CH LEG ------------- I I I Y2 TON RAIL I I PRE-ENG. MTL WALL PANELS I I I II BELOW TO EXTEND UP TO UNDERSIDE OF ROOFING I EF-SP1 I t1--sr1 ' I I I EF-Gl EF-G2 I WT=1951# o� I, WT=1951# I I I WT=951# WT=951# u = I I ( DCF-SP1 I X-� O —� L J' WT=1783# N I RAU-G1, ® El El.0I I 1 TON HOIST 1 TON HOIST I I dC044 V _ 0 0 N W X — — Project: f ROF05ED MANUFACTURING BUILDING — - FOR 1FUR5UIT DOATS 3901 5T. LUCIE BLVD. FORT FIERCE, FLORIDA ® Key Plan 155Ue5: No.: Date: Description: 13. 7/12/19 Bid Set _ C. 7/18/19 Permit Set D. 10/2/19 V.E. Reviolon5 ,0 WT=3819# ECM-SPl m I' --- ---- WT=3358#----- ----—•------------------------------------------------ _ -------------------- ---�-------------1----------------------- - --- ------------- -- ------------- ------------- CEILING FAN I I I I ® WT=500# I I I I I I I I DIAG. ROOF BRACING RAU-SWT=4 l ❑ PRV-2 PRV-1 EF-D 1 WT=1450# (TYPICAL AS SHOWN) EF-DI WT-4782# WT=1951# I WT=1450# RIDGE HEIGHT (+33'-0") WT=1951 # RIDGE HEIGHT (+33'-0") - -------r—-----r-------— — — — — — — — — — — — — — — — — ---- r-------r-------� I I EF-G5 EF-G6 CRANE RAIL, ® i ` WT=1225# WT=1225# 9 SEE SECTION I - A I f I DCF-DI S-9 o I L_ J WT=2434# RAU-G3 I ❑ o ® WT=5132# I I o L I I BRIDGE CRANE I 5 I = I 1 II 1 I I I i I w Z Z I - z I o N a RAU-L1 RAU-1-2 RAU-1.3 RAU-1.4 N I� I WT=3379# WT=3379# WT=3379# WT=3379# w I SEE PARTIAL NORTH END CEILING FAN I I O ® I I ROOF FRAMING PLAN WT=500# I " I ❑ I El I El I I I I I FOR INFO NOT SHOWN I 7f;7 - � ECM-L1 ECM-L2 ECM-L3 ECM-1-4 0 5 1 TON FIXED 1 TON FIXED I_ I A I EF-G7 I EF-G8 WT=2210# WT=2210# WT=2210# WT=2210# WT=1225# WT=1225# I I I I N N BEAM HOIST BEAM HOIST WT=5132# I I J--= _ I r - I WT=24 I WT=51 I L_ ; WT=2434# Fzn ® CRANE RAIL, 1 - - — ----- ------ SEE SECTION — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — ,X-� O EF-H1 EF-H2 [71 I ZO M I WT=1951# I WT=1951# I I 1 1 1 1 �°' -------- ------ RAU-Sl 6'0 FIRE SPRINKLER LINE ' ® WT=4782# WT = 24 Ibs / FT (FILLED) I _ I I CONNECTION TO BE @ A MAX. OF 12'-0"o.c. I I I I I I TON o y I EF-G3 EF-G4 I 1 1 ECM-S1 I 1 Y2 TON '/2 x O WT=951 # WT=951 # WT=3358# HOIST HOIST Z 2 ❑ I RIGID METAL FRAME, Z GIRT, WALL PANELS = I r , � RAU-G2 I , DCF-1 OO< ® ® ( & PURLINS BY METAL BUILDING MANUF. �— �� I WT=1783# m WT=3819# L J EF-S1 EF-S2 (M.B.M. -TYPICAL AS SHOWN U.O.N.) WSF-1 WSF-2 WSF-3 I I I EF-SlWT=1# I WT=1951# WT=900# WT=900# WT=900# EAVE HEIGHT (+28'-0") CANOPY EAVE wQ N CANTILEVERED STEEL EAVE HEIGHT (+28'-0") L I ____j L---- j HEIGHT (+16'-8") O 1 CANOPY SUPPORTS n AS SHOWN BY M.B.M. — — — -- — I COMPRESSOR ROOF TO BE DETERMINED 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" 30'-0" _ 30'-0" 30'-0" 30'-0" 30'-0" 420'-0" 1 2 3 4 5 b 7 8 9 10 11 12 13 14 15 PARTIAL SOUTH END ROOF PLAN ib° = 11 011 NOTES: 1. ALL ELEVATIONS REFER TO TOP OF MAIN FLOOR SLAB @ +0'-0" U.O.N. (24.5' N.A.V.D.). 2. CONTRACTOR SHALL COORDINATE STRUCTURAL WORK WITH ARCHITECTURAL, MECHANICAL, PLUMBING & ELECTRICAL DRAWINGS FOR VERIFICATION OF LOCATIONS & DIMENSIONS OF ALL PROJECT REQUIREMENTS. ANY DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECT OR ENGINEER OF RECORD BEFORE PROCEEDING WITH WORK. 3. ALL DIMENSIONS ARE TO ROUGH OPENING OR CENTERLINE OF STRUCTURE (TYPICAL, UNLESS OTHERWISE NOTED). 4. SEE ARCHITECTURAL DRAWINGS FOR ANY DIMENSIONS NOT SHOWN. Architect: DONADIO & Associates, Architects P.A. 50917th Street Vero Beach, FL 32960 7e1.772.794.2929 Fax.772.562.8600 License No. AA0002238 w Jonadio-arch.com comoultant: Mom, ENGINEERING, INC. Consulting Structural Engineer 2030 37th Avenue Vero Beach, Florida 32960 Phone:772.569.1257 Fax:772.569.4041 Drawing Title: PARTIAL 5OUTH END ROOF FLAMING PLAN Reference NortHEVIIEWED FOR CODE COMPLIANCE ST. LUCIE .COUNTY BOCC Drn: Drawing File: B.G. Baker y Chd: XREF File: Mike Luc n� Project No.: Plot File: 19-114 G.A. icen6e No.: 5662 Sheet No.: FL_P., N6.: 47520 Date 51gned: 5 _7 Copyright 0 2016, Donadlo & Associates, Architects, P.A. I, 7 Project: FKOF05ED 27 25 23 C C cii n A II n n n n n n n n n n 450'-0„ 1 1 210'-0" 240,_0„ 1 2011 30'-011 30'_0" 30'-0" 30'-0" 30'-0" 30'•01, 10'_011 20'-011 30'-0" 30'-0" 25'-D" 20.011 70'-0" 20.011 25.011 I L 25141 20'-0" 25-0n 1 WSF•9 i SF-4 W WT=900# WT=900# I I B-1 (+10'-8") EAVE HEIGHT (+28'-0") I � I I I I I EAVE HEIGHT I +28'-0") , 1 ( B-1 +10'-8" ( ) I I 2i - - - RAIL, SEE SECTION WSF-8 WT=900# 1CRANE RAIL, WSF-6 7WSF-7- =9 WT00# SEE SECTION WT=900# WSF-5CRANE WT=900# g N I- OO I I o :2 O60 FIRESPRINKLER LINE CEILING FAN I W=500# O O CEILING 6"0 FIRE SPRINKLER LINE I -- C -1 m m WT = 24 Ibs / FT (FILLED) Or WT = 24 Ibs / FT (FILLED) z z CONNECTION TO BE @ 11 II O O 11 11 A MAX. OF 12-0"o.c. — -- — -- 1I II N I1 N 11 11 BRIDGE I I CONNECTION i i A MAX. CRANE TO BE @ OF 1 2 -o"o.c. — -- — -- LJ_ — -- — -- 0 II 11 11 I1 II I II 0 II fl S Sn O 2i r~ 11u zOM 0 _ cli I I CRANE RAIL, 11 ,O -� -- _ SEE SECTION I O' N 11 1 -- I _ _ 11 II II 11 I -�� - I CRANE RAIL, - - SEE SECTION— I I I JACI<BEAM I I I O N 2i --- -- — 0 y I y I III III I I I N I I z I x I y I I I I I I N O O I �If CEILINGN IIII III 0 O 0# N '� CEILING FAN N N CEILINGN N LL II II III ,04 a III =soo# I WT 5 0# FUTURE o 0 00 o I I I I BRIDGE CRANE @ II II w O II II II O III O F O a dio �v 1 ' j II v Z Z Z-I� N v I I I I a zz �•b C4 I WT=1450# O 1 N O N I I I 1 I I I I I 1� — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — JACKBEAM n 4"0 FIRE SPRINKLER LINE PRV-7 WT = 12 Ibs / FT (FILLED) WT=1450# I y TON FIXED BEAM HOIST _ ^ X O Z= LL� O g CEILING FAN z O �3 4"0 FIRE SPRINKLER LINE WT = 12 Ibs / FT (FILLED) CONNECTION TO BE @ CEILING FAN N o N CONNECTION TO BE @ In WT=500# � m A MAX. OF 12'-0"o.c. WT=500# A MAX. OF 12'-Wo.c. ------------- --- ------- — I I I I I I I I I I METAL BUILDING PARTITION I I I I I I 4 c WALL BELOW TO EXTEND UP N N TO UNDERSIDE OF ROOFING „ RIGID METAL FRAME, Z GIRT, WALL PANELS & PURLINS BY METAL BUILDING MANUF. (M,B.M. - TYPICAL AS SHOWN U.O.N.) PRV-5 017, WT=1450# �O PRV-4 WT=1450# -- 11 - 1 I I I I I I I I ❑ I ❑ I I I PRV-3 I WT=1450# ❑ I I 9 ,m o o N WSF-12 N WT=900# ---- JACK BEAM — — EAVE HEIGHT (+35'•6") L----j — — — CANOPY EAVE ; WSF-11 'J HEIGHT (+16-8") WT=900# rr I' EAVE HEIGHT (+35'-6") _ o CANTILEVERED STEEL CANOPY SUPPORTS I i AS SHOWN BY M.B.M. - — _ I I I , n „ , 11 1 11 _ 20-0 30-0 30-0 30 0 '- " 30'-0" 30 0 30' 0" 10'-0" 20-0 20.0 10 0 30 -0 25-0 I 1 70'-0„ 20' b11 11 — 2101.011 ' , , 240'1 A B C D E F G I K L M , IQ II s V W H ---- PARTIAL NORTH END ROOF PLAN Via" I I SEE PARTIAL SOUTH END ROOF FRAMING I ' NOTES: i i PLAN FOR INFORMATION NOT SHOWN " 1. ALL ELEVATIONS REFER TO TOP OF MAIN FLOOR SLAB @ +0'-011 U.O.N. (24.5' N.A.V.D.). 2. CONTRACTOR SHALL COORDINATE STRUCTURAL WORK WITH ARCHITECTURAL, MECHANICAL, PLUMBING & ELECTRICAL ; DRAWINGS FOR VERIFICATION OF LOCATIONS & DIMENSIONS OF ALL PROJECT REQUIREMENTS. ANY DISCREPANCIES ' r - SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECT OR ENGINEER OF RECORD BEFORE PROCEEDING WITH WORK. I I I i 11 Li3. ----� ALL DIMENSIONS ARE TO ROUGH OPENING OR CENTERLINE OF STRUCTURE (TYPICAL, UNLESS OTHERWISE NOTED). 4. SEE ARCHITECTURAL DRAWINGS FOR ANY DIMENSIONS NOT SHOWN. III I I I II ! III I II I 1 MANUFACTURING P UILDING FOK FURSUIT POAT5 155Ue5: No.: Date: Description: 15. 7112/19 Bid Set C. 7/18/19 Permit Set D. 10/2/19 V.E. Revisions Architect: "/i DONADIO & Associates, Architects P.A. 60mch, Street Vero 5)7 f132960 Teach, el.a�za9a.zsz9 . Fox.772.562,&000 Llceneo No. AA0002236 wnvi.donadio-aroh.com con6ultant: fkENGINEERING, INC. Consulting Structural Engineer —I 2030 37th Avenue Vero Beach, Florida 32960 Phone: 7 72.569.1257 Fax:772.569.4041 Drawing Title: FAKTIAL NORTH END KOOF FKAMING FLAN Reference North REVIEWED I -OK CODE COMPLIANCE ST. LUCIE COUNTY BOCC Drn: Drawing File: B.G. Baker Chd: XREF File: Mike Luc f d� Project No.: Plot File:. 1 19-114 G.A. Llceneo No.: 5662 5heet No.: FL P.E_No.: 47520 Date 51aned: " ^" Copyright ® 2016, Donadio & Aooeciatee, Arch]V, t , P.A 2'-3Y2" Project: LNG) Z) CRANE BEAM & RAIL BY CRANE MANUFACTURER SUPPORT HAUNCH BY M.B.M. 2IGID FRAME BY M.B.M. TYPICAL CRANE BEAM SUPPORT HAUNCH @ RIGID FRAME DETAIL '14" = V-0° SEE CRANE MANUFACTURER FOR ALL DIMENSIONS & ELEVATIONS 3/4" PLYWOOD DECKING w/ #8 SCREWS @ 12"o.c. TOP/BEAM AS PLAN B-1: 2 COURSE BOND BEAM w/ b" METAL C JOISTS ,TRAGIC #6 HORIZ. BAR GROUTED SOLID @EACH COURSE & CONNECTION AS PLAN 8" CMU WALL & VERTICAL WALL REINF. AS PER PLAN SECTION A-S9 31411 = 1 -0° NOTE: THIS IS A (2) HOUR RATED ASSEMBLY i #10 SCREWS @ 12"o.c. EACH SIDE (TYPICAL) — C-STUDS @ 12 (2) 12"-18ga. HEADER w/ 6 TRACK TOP & (2) JAMB STUC HEIGHT STUDS TYPICAL C-STUD STEEL FRAMING DETAILS PAF TO CONCRETE OR STEEL BEAMS SHALL BE 0.205" 0 PAF @ 16"o.c. (TYPICAL) 2" GIRT BY M.B. 3" CLIP ANGLES TYP. WALL VENT FRAMING 3/e = 1,-w NOTE: 6"-18ga "C" STUDS AT EACH SIDE OF OPENING w/ CLIP L 3" x 3" x 16ga x 4" LONG w/ (4) # 12 SELF -DRILLING SELF -TAPPING SCREWS EACH LEG LNG) Z) CRANE BEAM & RAIL BY CRANE MANUFACTURER SUPPORT HAUNCH BY M.B.M. OLUMN FRAME BY M.B.M. TYPICAL CRANE BEAM SUPPORT HAUNCH @ COLUMN FRAME DETAIL 314" = P-0° SEE CRANE MFG FOR ALL DIMENSIONS & ELEVATIONS 3/4" PLYWOOD DECKING w/ #8 SCREWS @ 12"o.c. L 6" x 6" x 16ga. x 0'-6" w/ (3) %" 0 x 2Y4" TAPCONS w/ (3) #12 SCREWS EA. JOIST 6" METAL C JOISTS, TRACK & CONNECTION AS PLAN SECTION B-S9 NOTE: THIS IS A (2) HOUR RATED ASSEMBLY C.L. OF RIGID FRAME — EAVE HEIGHT @ + 35'-6" Z GIRT & PANELS BY M.B.M. RIDGE HEIGHT @ + 33'-0" RIGID FRAME BY M.B.M. COLUMN FRAME BY M.B.M. STEEL LINE & SLAB EDGE SLY2:12 TYP. ROOF SECTION @ 3/4" EXP. JOINT BETWEEN BUILDINGS 3i4,1= 1 0 3/4" PLYWOOD DECKING w/ #8 SCREWS @ 12"o.c. CLIP L 6" x 4" x Y4" x 0'-6" TOP/BEAM AS PLAN (LLH) w/ (2) Y2"O A307 HRU-BOLTS, WELD TO —r; E ED PL w/ 3/6" FILLET WE ALL AROUND B-1: 2 COURSE BOND BEAM w/ EMBED PILL " x Y4" x 8" w/ #6 HORIZ. BAR GROUTED (4) Y2''RJ x 5" HE ED STUDS SOLID @ EACH COURSE L6"x6"x a"xCO w/ 3/4"0 x 5" EXP. BOLTS 8" CMU WALL & VERTICAL 24"o.c. w/Y2Y6 A325 THRU- WALL REINF. AS PER PLAN BOLTS TO EACH JOIST 18go. STEEL TRACK 6"-18ga. STEEL TRACK 6"-18 ga C-STUDS @ 12"o.c. #10 SCREWS @ 12"o.c. SPLICE TRACK BETWEEN STUDS, EACH SIDE (TYP.) 6%18ga. STEEL TRACK INSERT 12" MIN. STUD SECTION w/ (3) #10 SCREWS EACH SIDE, #10 SCREWS STAG'D. (2) 12%18ga. C-STUD EACH SIDE OF SPLICE @ 8"o c (TYP) JOIST HEADER 6%18ga. STEEL TRACK COPE TRACKS AROUND STUDS, SECURE w/ #10 SCREW EA. SIDE DETAIL A (TYP. HEADER) BLOCKING @ 48"o.c. MAX. —(2) 6"-18 ga. JAMB C- 6" - 18ga. CONT. C-STUDS @ STUD POST 12"o.c. w/ (2) #10 SCREWS TO (2) 6"-18 ga. FULL HT. TRACK TOP & BOTTOM C-STUDS #10 SCREWS STAG'D. 18ga. CONT. TRACK, ATTACH TO @ 12"o.c. (TYP.) HEADER TRACKS, COPE CONCRETE SLAB w/ 0.205" 0TO FIT AROUND STUDw/ POWDER ACTUATED FASTENERS #10 SCREW EACH SIDE (PAF) @ 12"o.c. & 6" FROM ENDS DETAIL B (TYP. POST) ROOF 7' F BY M.B.M. 4" CLIP AN TYP. ROOF VENT FRAMING 3i41= 110 NOTES: 1. 8"-18gA "C" STUDS (2 Y2" FLANGE) EA. SIDE OF ROOF VENT w/ CLIP L 4" x 4" x 16ga x 6" LG w/ (4) 3/8"G3 SELF -DRILLING SELF -TAPPING SCREWS EACH LEG. 2. ROOF PURLINS SHALL BE DESIGNED BY THE M.B.M. TO SUPPORT THE WEIGHT OF ALL EQUIPMENT. '14„ = 11-011 si4 = 11 0° ( SECTION C-S9 WF BEAM, HANGER AND BRACES BY M.B.M. TOP/BEAM @ + 12'-2" (2) Y2"0 ALL -THREAD RODS @ 48"o.c. w/ DBL. NUTS & WASHERS AS SHOWN Z GIRT & PANELS BY M.B.M. SL Y2:12 EAVE HEIGHT @ +16'-8" 10'-0" LG. CANT. STEEL CANOPY SUPPORTS AS PLAN BY M.B.M. RIGID FRAME BY M.B.M. TYPICAL SECTION @ STEEL CANOPY 3i4° = 11 01 FROF'05ED MANUFACTUKING BUILDING FOR FURGIUIT DOAT5 5901 5T. LUCIE BLVD. FOK-F FIERCE, FLORIDA Key Plan METAL Z-GIRT BY M.B.M 10" METAL BUILDING C JOISTS AS P/E/R PLAN TOP/BEAM AS LAN B 1. 2 COU SE BOND BEAM w/ #6 � RIZ. BAR GROUTED SOLID @ EACH COURSE 8" CMU WALL & VERTICAL WALL REINF. AS PER PLAN 31 Issues: No.: Date: Description: B. 7/12/19 Bid Set C. 7/18/19 Permit Set D. 10/2/19 V.E. KcvlolomozL ., 0 OMITTED BOT/CHANNEL @ + 10'-0/ ll CSxI 1.5 x CONTINUOUS AS PLAN I PARTITION WEIGH CL OF BEAM SUPPORT AS PLAN, P = 12 LBS. PSF 1Yz" lYz" VERIFY LOCATION w/ ARCHITECT P = 2,400 LBS. STACKED POSITION RDION PARTITION WALL SUPPORT DETAILS 4" /el I ye 01 M ih BEAM BY M.B.M. TOP/BEAM @ + 12'-2" SHEAR PL 4" (MIN.) xYa" x S w/ (3) 3/4"0 A325 THRU BOLTS, TAPER AS SHOWI @ RIGID FRAME, WELD T( FRAME EACH END w/ Y44 ILLET WELD ALL AROUNI CUM N FRAME AS PLAN RIGID FRA AS PLAN BOT/CHANNEL @ + 10'-0" C8x11.5 x CONT. w/ SHEAR PL 4" (2) 3/4"0 THRU-BOLTS EACH END, V TO FRAME w/ Y4" FILLET WELD AL STEEL BEAM TO RIGID FRAME CONNECTION DETAI Architect: DONADIO & Associates, Architects P.A. 60917th e oreet Vero Beach, FL 32960 Te1.772.794.2929 Fe.372.662.6600 Llcenee No. AA0002238 xmw.donadlo-arch.com Consultant Mimi, ENGINEERING, INC. Consulting Structural Engineer 2030 37th Avenue Vero Beach, Florida 32960 Phone:772.569.1257 Fax:772.569.4041 Drawing Title: 5ECTION5 & DETAILS REVIEWED FOR Reference Nor!;CODE COMPLIANCE ST. LUCIE COUNTY BOCC v! Drn: Drawing File: y 5.C. Baker Chd: XREF File: Mike Luc I d Project No.: Plot File: 19-114 G.A. License No.: 8662 Sheet No.: FL F.E. No.: 4'520 _ Date 5imed: ^19 Copyright © 2016, 0onadio & Aeeociatca, Architects, P.A