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Project : 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 48 '-0" 40'-011 440'-0" 53'-011 80'-011 347'-0" 40'-011 40'-011 40'-011 40'-011 40'-011 40'-011 40'-011 40'-011 40'-011 40'-011 40'-011 T NEW EXTERIOR STEEL STAIR, SEE CONSTRUCTION NOTES & TYP. L - �- I EXTERIOR STEEL STAIR DETAIL I Q- - - - - - L 00A i IIL 0 0 0 0 LO N I EXIST. DOCK LEVELERS TO EITHER BE `" INFILLED w/ CONCRETE OR REMAIN & IWELDED SHUT AS INDICATED IN PLAN I - I NEW MEZZANINE, SEE MEZZANINE I o FOUNDATION & FLOOR PLANS N FOR INFORMATION NOT SHOWNco I I I I LO I I N I I 0 o q NEW INTERIOR STEEL STAIR, SEE I - - - - - - - - - CONSTRUCTION NOTES & TYP. I INTERIOR STEEL STAIR DETAIL NEW CHAIR LIFT I SEE ARCHITECT o`n - ---- ------------ N 1 13'-5" 30'-7" I 44'-0" 34'-8" - - - - - - - -�- I 0 it NEW 6" CONCRETE RAMP SLAB ON M +25 OHD +25 OHD GRADE w/ #4 HK DOWELS @ 12" o.c. M 31 1 r_ w/ 24" EMBEDMENT (SW) & 12" o.c. TSE 8 ALL N iVEW 4' x 4' EXHAUST FANS EXIST.(4) DOCK LEVELERS PITS TO BE AROUND TSE-12 ALL AROUND (LW) ON TREATED COMPACTED FILL, +25 � TSE-12 ALL AROUND � IN EXIST. DOOR OPENING REINF & INFILLED WITH CONCRETE SLOPE 1 :12 (TYPICAL WHERE SHOWN) x x x x I (TYPICAL x 4 AS SHOWN) AT CRANE COLUMN LOCATIONS +35 D 1 D q LJ ❑ L--- ----J L------- -----J `O L a ° , A a a ° ° 4 ° °-------- 4 I.J. (TYP.) v ° 4 S 5 ° 4 ° ° ° REMOVE EXIST ° 4 ° - - -NEW 1 2" x 4' 0 x 5' 0 4 v 4 ° ° d o ° ° . CURB @ NEW ° CONC. SLAB FOR EXHAUST o ° 4 ° ° ° ° FAN LOCATIONS AS NEEDED FOR 4 41 v STACK SUPPORT (TYP. x 6) N ° d REMOVE EXIST. OHD's & INFILL OPENING AROUND ° ° 4 ° ° d 4 ° a NEW b CONC. TOPPING TO BE 4 SEE PLANS BY VENTILATION -- EXIST. 4 DOCK LEVELERS TO REMAIN vd v ° NEW EXHAUST FANS BETWEEN EXIST. DOOR FRAME O ° ° ° POURED AGAINST EXIST. WALL ° ° SPECIALTY ENGINEER & STEEL PLATES WELDED SHUT 4 a v l AS PER TYPICAL WALL VENT FRAMING (TYP. x 4) \\ v 4 4 ° v 4` 4 4 4 S.C., r 4 ° ° S. . ° ° o `v v i 4 ° ° ° ° v 4 N 4 \\ rid --—° —1 v ° ° dr-- a v a b 4 ABANDON DRAINS, REMOVE & ° 1 d 1 4 " I I ° I #4 x 24 DOWELS 24 o.c. n n v /"\ I I I I " ° 4 REPLACE b" THICK CONC. SLAB ° o w/ 4 EPDXY EMBE . @SIDES ( �J - - - - - - - - C ,' O ? @ DRAINS AS SHOWN UNDER' ° a ° I ' v 4 ° a NEW b" TOPPING SLAB (TYP. x b) ° a 9 ° 4 �\------_ __=--- K\\\-----= d ° 4 L \ < --- v SAWN <.LABS ALONG CUT EXIST S EXIST JOINTS ° 4 L--- J ° 4 ° i v ° 4 p �� �� 4 \\ v 4 v ° 4 v ° 4 4 v N II II v % \\ ° S.C. 4 0 d 4 ° ° 4 O� � u u ° 4 4° d ° 4 M NEW CEILING FANS TO LIFT (TENTATIVE)CID ° NEW VACUUM UNITS TYP. x 6 WHERE SH o - - - - - - - - - - / - d ------ �------- � ° ° 4 d ° ° ° v 4 ( OWN) °° 4 4 .; BE HUNG FROM EXIST. ° PLACE UNIT'S 36"QS EXHAUST STACK BETWEEN EXIST. ° 4 2 RIGID FRAME AS SHOWN ° 4 ° 4 ° ° 8" x 26" COLUMNS AS SHOWN, REMOVE EXIST. ° WT. = 500# (TYP. x 4) TOP/SLAB +4'-0" 4 4 CMU WALL AS NEEDED TO PLACE STACK, REMOVE 4 ° 4 4 HEAT EXCHANGER 0 4 ° 4 a 4 ° ° & REPLACE EXIST. WALL PANELS TO ALLOW HORIZ. ° d SLAB N EXIST. COLUMN & v 4 4 4 ° GIRTS TO BE REINFORCED AS REQUIRED BY ° PIER TO REMAIN 4 4 4 4 v VENTILATION MFG. TO RESIST EXHAUST STACK ° 4 4 ±3'-¢" (FIELD VERIF ° a v 4 v a H _ _ NEW INTERIOR STEEL STAIR, SEE 2 NEW CHAIR LIFT a 4 d 4 ° S.C. ° ° 4 CONSTRUCTION NOTES & TYP. SEE ARCHITECT m INTERIOR STEEL STAIR DETAIL 4 4 ° 4 I 4 I ° U ° 4° 1 4 U v I U U B m ° d 4 I d ° N ° 1 0° 14 4 N O S-3 I-- 1 r-1 4 4 d v 4 4 v 1° r 4 ° ° a 0 o I I I I I I Id I vLJ 1 ° 4 ° 4 1 L 1 ° 4 -EXIST. WALL & RO 15- I 4 I v SLABS TO REMAI ❑ N j ,op � j 1 ° 4 I 4 ° ° ° v ° ° (TYPICAL WHE E�HOW +2E� D = I ° I a 4 ° j v j ° 4° 31 4 tV,; �V, WF-32 N III q v S.C. 4 ° `� r --- — — _---- -----I I `0 4 4 Q ° ° ° d I I — ° 4 ° 4 ° v ° 6 ° 4Zj� 0 1 - 57' 0" I I I v 4 q j , #5 DOWELS x 36" w/ 6" EPDXY N E W b C 4 ° ° ° NEW RESIN TANKS, SEE RESIN = EXIST. RIGID METAL FRAME STRUCTURES o TO REMAIN TYPICAL AS SHOWN U.O.N. 4 v ° 4 d o ° ANCHOR TO EXIST FOOTING, ONCRETE T ° 4 ° N #4 x 24" DOWELS 24"o.c. ao II I ° G 1I I ° 4 ( ) � FIBERMESH AS PER SPE S OVER (2) LAYERD a TANK NTAINMENT WALL & @ r 21'-0" 6'-d , LAP &MATCH NEW FTG. REINF. 1 I 4° 30' 0 ° O F b MIL VAPOR BA < ° 4 SLAB PLAN ON SHEET S-4 w/ 4" EPDXY EMBED. @ SIDES - I I I ° 4 I v CONCRETE SLAB (TYPICAL, SHADED A 4 ° S.C] I ° I NEW 8" CMU STEM WALL AS ° ° - SHOWN) TOP / S IL A B @ t 0 ' - 6 " 4 4 F - - - NEW 6" CONCRETE SLAB ON GRADE W/ i I° 4 4 a 1 SHOWN, PROVIDE FILLED CELLS 4 ° 4 ° v FIBER MESH ON 6 MIL VAPOR BARRIER i I °i v b w/ 1 #5 @ 32"o.c. & @ EACH ° 4 4 4 a n n ON TREATED COMPACTED FILL (TYPICAL q a C6 1 I I 1 END, PROVIDE TSE-8 @ TOP °4 S.C. v ° ° II II Q,S SHOWN) TOP/SLAB TO MATCH EXIST. I I I ° �4 v 4 v p c\ C I I 1 4 4 v 4 4 4 ° v 4 \ .,� ��------------ I n ° 4 4 d N ii %' ii 8" H x 12" W CONC. CURB ALL III i II I I ±3-6 I ° ---° 4° 4 4 ° 'L�------- � II II II I d I AROUND POOL, SEE SECTION I , I V 4 r , ° r � d ��' 0 11 I I it i I i M4 ° a ° ° I ° I ° ISOLATION JOINTS IN d ° ° 4 ° NEW TOPPING SLAB 4 1 4 4 I v ° 4 _ REINF. CONCRETE TEST POOL II i I Ij I i LL U v I °r, ° 4 I 4 ° I r I 4 4 4 ° 4 AROUND EXIST. COLUMNS E ii ii n I I I I I I ° 1 fN 4 1 L J I v 4 4 1 L v I d WALL & SLAB, SEE SECTION II I I I I v 4 I &ALONG WALLS (TYPICAL) 14 I 4 u u 6'-0" III 15'-0" III I i 6' 0" ° ° I 4 L I ° ° FILL w/'2" PRE -FORMED I ° I ° ° I I I i A 1 ° I ° 4 ° NT MATERIAL �a_4 d 4 4n 4 ° o REMOVE EXISTING CMU STEM o 8"li' I it i I i S_3 a I L--- - J ° ° ° o WALL & UPPER SLAB AS NEEDED o 0 5.8 I , S C ° d 11 I I I ° °°1 v ° v ° 4 ° v ° 4° S. N FOR NEW LAYOUT & POOL AS '0 i1 / I Ii I I I v ° d 4 d SHOWN, REPLACE w/ SLAB AS III 111 I I I ° 4 ° 4 ° III 111 I I I4 4 v ° PER CONCRETE SLAB NOTE III I h I I I v ° 4 ° v C ° 4 a v ° 4 4 v D II I F-1 III I' I I 4 4 REMOVE EXIST. CURB @ NEW ° jIi ilj l i I° ° I 4 4° v 4 S.C. TYP. x 5 AS SHOWN III I I I I I 4 v4 FAN LOCATIONS AS NEEDED FOR ° o EACH SIDE OF POOL li TSE 12 (TYP. I I I I LJ. TYP ALL SIDES 9 4 4 ° I ( ) 4 4 ° NEW 6' CONC. TOPPING TO BE a ° 0 1 - III ALL AROUND) I it i I i 4 ° 1 ° ° ° d 4 ° d POU ED AGAINST EXIST. WALL v ° ° a 44 4 4 ° N I ---------------- Ill I G 4 I v EXIST. COLUMN & a v 4 4 L=--==—,-----J I o d U V i i S.C. ° I 'PIER TO REMAIN 4 ° ° -- +25 = ° 4 ° I.J. (TYP) ° n ° 4 6, vi tri I I I v °° 1 4 (D 1: II F- r----------------------- d --, I. ----------1 PROVIDE #4 x 16" DOWELS @ L _---J L�J L- ----- i Q- 1 r - NEW 6" CONC. RAMP SLAB ON ----------- --J 24"o.c. w/ 4" EPDXY EMBED . o = i GRADE w/ #4 HK DOWELS @ 12" o.c. 0 2 NEW EXTERIOR STEEL STAIR, SEE INTO EXISTING WALL TYPICAL TSE-12 ALL TSE-8 ALL SE-12 ALL AROUN � o TSE-12 ALL AROUND +25 ( ) � r � i w/ 24" EMBEDMENT (SW) & 12" o.c. AROUND AROUND o CONSTRUCTION NOTES &TYP. __ 31 TSE-12 ALL AROUND i +25 OHD SLOPE 1 T E (TYP. WHERE SHOWN) N — -31 +25 OHD � � (LW) ON TREATED COMPACTED FILL, INTERIOR STEEL STAIR DETAIL NEW 16'-0" WIDE x 14'-0" HIGH OHD +25 +25 L-- -------------------------J -31 SEE DETAIL ON S5 FOR FRAMING --- - _31 OHD -31 D B ± 45'-0 _ o (3) NEW 4' x 4' EXHAUST FAN OPN'GS EQUIP. SLAB 0o THIS WALL LOCATE BETWEEN EXIST. 6" CONC SLAB w/ #4 @ Z-GIRTS, REMOVE PANELS AS NEEDED 12" o.c. EA WAY CENTERED & INFILL OPENING AROUND NEW FAN o AS PER TYPICAL WALL VENT FRAMING 2 0o N 0 FOUNDATION PLAN NOTES: 1. ALL ELEVATIONS REFER TO TOP OF MAIN FLOOR SLAB @ +0'-0" U.O.N. (ACTUAL ELEVATION AS PER SURVEY). 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. 5. S.C.: DENOTES 1/8" WIDE x''a x (T) DEEP SAW CUTS IN SLAB ON GRAD AS SHOWN IN PLAN AND SHALL BE MADE AS SOON AS THE CONCRETE HAS HARDENED SUFFICIENTLY ENOUGH TO PREVENT THE AGGREGATE FROM BEING DISLODGED BY THE SAW BLADE. 6. I.J.: DENOTES'2" ISOLATION JOINT FILL WITH 12" x 6" DECK -O- FOAM PREFORMED EXPANSION JOINT FILLER BY W.R. MEADOWS 7. C.J.:DENOTES CONSTRUCTION JOINTS WITH #5 SMOOTH BAR x 24" AT 24" o.c. WITH SIK4 SPEED DOWEL SYSTEM. CONTRACTOR TO SUBMIT C.J. JOINT LAYOUT FOR ENGINEERS APPROVAL PRIOR TO CONSTRUCTION. LEGEND + -PS F WINDOW & DOOR DESIGN PRESSURES (PSF) PSF (TYPICAL AS SHOWN) SEE COMPONENT & CLADDING PRESSURES FOR DISTANCES OF END ZONES FOR EACH BUILDING D DOOR W - WINDOW OHD - OVERHEAD DOOR S1 COLUMN AS SHOWN, SEE SCHEDULE M.B.M. METAL BUILDING MANUFACTURER/DESIGNER Michael A Lue State of Florida, Professional Engineer, License No. 47520. This item has been digitally signed and sealed by Michael Anthony Lue, FL PE # 47520, on the date indicated here. Printed copies of this document are not considered signed & sealed & signature must be verified on any electronic copies. 2021.08.05 14:11:02-04'00' yl 611 = 1 1-01I RENa✓anaN FOR 5701 ENVIRONMENTAL DRIVE ST. LUG E COUNTY, FLORIDA Key Plan: Issues: No.: Dat e: Descript ion: A 04/30/21 Permit 05/25/21 OANER REVISIONS 2 08/03/21 PERMIT REVISIONS Arcs D ONAD I O & Associates, Architects P.A. 609 17th Street Vero Beach, FL 32960 Te1.772.794.2929 Fax.772.562.8600 www.donadio-arch.com License No. AA0002238 Engineer: ENGINEERING, INC. Consulting Structural Engineer 2030 37th Avenue Vero Beach, Florida 32960 Phone:772.569.1257 Fax:772.569.4041 FC JNDAl1CN PLAN Reference Nort h (I Drn: Dra\eing File: S.GBaker Chd: A EF File: Mike Lue Project No.: Plot File: 21-103A C.A. License No.: 8662 Sheet No.: FL P.E. No.: 47520 c - 1 Dat a Sianed: v Project MEZZANINE FOUNDATION PLAN '8�� _ 1 -0�� '. NOTES: 1. TOP/EXISTING FLOOR SLAB @ +0'-0" U.O.N. 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. STEEL STAIR CONSTRUCTION INTERIOR STAIR PAINTED STEEL TREADS .................. 12ga. BENT PLATE CONCRETE FILLED PANS STRINGERS .............. C12x20.7 LANDINGS .............. 3" CONCRETE SLAB WITH bxb W1.4 x W1.4 W.W.F. ON 9'6" - 28ga. GALVANIZED FORM DECK OVER C8x1 1.5 JOISTS @ 24"o.c. BEAMS .................... W12x14 ON HSS 312" x 312" X 14" POSTS HANDRAILS ............. SEE ARCHITECTURAL PLANS EXTERIOR STAIR - HOT DIPPED GALVANIZED STEEL TREADS & RISERS ..... 1%4" x 3/l6" GALVANIZED BAR GRATING WELDED & BANDED STRINGERS .............. C12x20.7 LANDINGS .............. 1%4" x 3/i6" GALVANIZED BAR GRATING WELDED & BANDED OVER C8x1 1.5 JOISTS @ 24"o.c. BEAMS ..................... W12x14 ON HSS 312" x 312" X 14" POSTS HANDRAILS ............. SEE ARCHITECTURAL PLANS f 8' W x 1 0' H O H D RS TO REMAIN, TYP X 3 "Wx16HOHD S TO REMAIN 6011 Q co cV i N CV N R8 (2''2" DEEP) EXTENDED JOIST ENDS (TYPICAL)00 ----- 0o C TO EXIST. RIGID COLUMN N WEBS & FLANGES FOR DECK SUPPORT (TYPICAL)-- CONT. DECK SUPPORT L 3" M x 3" x 14" (TYP. ALL AROUND) N M 0 co N b \/ N z I U LO CO X I I _V i I �o N + to M X 00 1� 4 S.C. O I LO X 00 I K S-3 -o I z J N + Q m O X °0 z I (D J Q U S.C. o 1 ^o N N + + to O ce) to Ico 00 � � I W18x (+13' 17)04 N O —�— N W18x35 (+13'-1") I I I 13'-1 " 3'-8" 8" I J /\ MEZZANINE FRAMING PLAN S-3 � 20'-0" 44'-0" I A (2) ROWS L 1" x l" x 7,64" HORIZ. WELDED BRIDGING @ TOP & BOT. CHORDS w/ L 1" x l" x 764" DIAG. WELDED BRIDGING AS SHOWN (TYPICAL U.O.N.) t NEW EXTERIOR STEEL STAIR, SEE CONSTRUCTION NOTES & TYP. EXTERIOR STEEL STAIR DETAIL 5) (6 ,; ----IT I I I NEW DOOR OPENING AS PER I I I ARCH., REMOVE EXISTING I I I --�---=�---� Z-GIRTS & PANELS AS NEEDED - & INFILL OPENING AS PER i+33 i ELEVATION @ NEW DOOR -37 ID IN EXIST. WALL J_ I U J_ I G S3 .J N ..,cam N -N N 72 R8 (2''2" DEEP) EXTENDED + N + N + JOIST ENDS (TYPICAL) z- UN O Q M Q LO X U N U o2 O LO to M co co �------ I (1) ROW L 1" x 1" x �64" HORIZ. +�- - 17\ 7— - WELDED BRIDGING @ TOP & BOT. CHORDS w/ L 1 " x 1 " x 764" DIAG. WELDED BRIDGING W18x35 (+13'-1") � W18x35 (+13'-1") AS SHOWN (TYPICAL U.O.N.) ftc, IH O+ v � _ `" _ Lo ----- 3" CONCRETE SLAB w/ bxb W1.4 x W1.4 W.W.M. � ON 96"-28ga. GALV. METAL FORM DECK, � I TOP/SLAB @ + 1 3'-4", PROVIDE Y' x 1 " SAW - � - - CUTS ALONG INTERIOR COLUMN/BEAM LINES H S-3 20'-0" '. NOTES: 1. TOP/MEZZANINE SLAB @ +1 S-4. (ALL ELEVATIONS REFER TO TOP OF MAIN FLOOR SLAB @ +0'-0" U.O.N.) 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. 5. S.C.: DENOTES 1/8" WIDE x 1" DEEP SAW CUTS IN SLAB AS SHOWN IN PLAN, TO BE MADE AS SOON AS THE CONCRETE HAS HARDENED SUFFICIENTLY ENOUGH TO PREVENT THE AGGREGATE FROM BEING DISLODGED BY THE SAW BLADE. — L 2" x 2" x''4" DIAGONAL BRACING @ COLUMNS & @ 64"o.c. MAX. �o N F + S3 X 00 ----- NEW 6"-18ga. METAL STUDS @ 16o.c. TO UNDERSIDE OF EXISTING ROOF �7N I N + LO NEW CHAIR LIFT SEE MFG. `X SPECS FOR CONN. TO SLAB X °O NEW INTERIOR STEEL STAIR, SEE CONSTRUCTION NOTES & TYP. INTERIOR STEEL STAIR DETAIL 4" I 34'-8" FAI I to 18�� _ 1'-0�� RENa✓anaN FOR 5701 ENVIRONMENTAL DRIVE ST. LUG E COUNTY, FLORIDA Key Plan: Issues: No.: Dat e: Descript ion: A 04/30/21 Permit 05/25/21 OANER REVISICNS Archit ect D ONAD I O & Associates, Architects P.A. 609 17th Street Vero Beach, FL 32960 Tel 772.794.2929 Fax' .772.562.8600 www.donadio-arch.com License No. AA0002238 Engineer: ENGINEERING, INC. Consulting Structural Engineer 2030 37th Avenue Vero Beach, Florida 32960 Phone:772.569.1257 Fax:772.569.4041 MEZZANINE FOUNDATION & FLOOR FRAMING PLANS Reference Nort h C.A. License No.: 8 6 6 2 FL P.E. No.: 47520 Drn: Dra\eing File: S.GBaker Chd: A EF File: Mike Lue Project No.: Plot File: 21-103A Sheet No.: Dat e Signed: S-2 Copyright © 2018, Donadio & Associates, Architects, P.A., All Rights Reserved Project : NEW (5'-0" MIN.) 1'-0" 15-0" N.T.S. 3/4" CHAMFER (TYPICAL) 1'-0" 5'-011 EXISTING SAWCUT AS REQ. ISOLATION JOINT, FILL w/ EXISTING AS PLAN PREFORMED JOINT FILLER b" CONC. SLAB AS PLAN, - 2#5 VERT. DOWELS @ 12"o.c. ° POUR SLAB DOWN 8 ALL #4 x 24 DOWELS @ 12 o.c.,co - b" CONC. SLAB AS PLAN, TOP/SLAB @ +4'-0" AROUND AS SHOWN w/ DOWEL & EPDXY ANCHOR 4" POUR SLAB DOWN 8" ALL ° a a 1 #5 CONTINUOUS (TYP.) B (TYP.) INTO EXIST. CONC. SLA4/ AROUND AS SHOWN w/ g ° 1 #5 CONTINUOUS (TYP.) - - - a - a °� °HORIZ. -12" x 20" CONC. CURB AS PLAN o ALL AROUND w/ 6#5 CONT. _ -III-III-III-III-III 71J11 9 ga. LADDER TYPE ^° -°-----#4 TOP/SLAB @ +4'-011 x 24" DOWELS @ ° =IIIIIIIII-IIISTEEL JOINT REINFORCING - ---- - - - - - - - - - - 7 12"o.c., DOWEL & EPDXY TSE-12 ° ° ° TSE-12 = -� 5@ 16"o.c. VERTICAL -III=III=III-III- - HORIZ. 9 ga. LADDER TYPE ANCHOR 4" INTO EXIST. CONC. SLAB AS SHOWN - -PROVIDE WATERPROOFING ALL W -I II II 11 1— ° STEEL JOINT REINFORCING - - - - - - - -------- ----- 8" CMU STEM WALL & VERT. @ 16"o.c. VERTICAL EXIST. CONCRETE SLAB & (TYPICAL ALL AROUND) SURFACES AS PER ARCH. DWG'S. WALL REINF. AS PER PLAN o Ir CMU STEM WALL TO BE -- 8" CMU STEM WALL & VERT. REMOVED AS PER PLAN -'2" ISOLATION JOINT, FILL w/ ° ° WALL REINF. AS PER PLAN I o ------ 8" CONCRETE WALL ALL AROUND PREFORMED JOINT FILLER o v �� w/ #5 @ 12"o.c. VERTICAL & #4 a ° a z" ISOLATION JOINT, FILL w/ �J� @ 8"o.c. HORIZONTAL CONC. FOOTING AS PLAN NEW b" CONC. TOPPING PREFORMED JOINT FILLER -----NEW b" TOPPING REINF. AS PER SCHEDULE SLAB AS PLAN @ +0'-6" PLANCON SLAB AS PLAN @ +0'-6" ° CONC. FOOTING AS PLAN - NEW b" CONC. TOPPING 9 --2x4 KEYWAY w/6" CONT PVC ° a ° a ° m REINF. AS PER SCHEDULE - a ° SLAB AS PLAN @ +0'-611 a ° �a ° 12" MIN. WATERSTOP ALL AROUND AS SHOWN TOP/FOOTING @ +0'-011 ° (TYP.) ° °° 12" CONCRETE SLAB AS PLAN w ° • TOP/FOOTING @ +0'-0" ° �=III=III=III=1 1- I- #5 @ 12"o.c. EACH WAY T&B ° ° ° ° -1I1=i - °° • • • °° ° ° EXIST. CONC. FOOTING, a a ° ° CMU STEM WALL & SLAB ° a ° ° ° ° ° ° ° ° m° TO REMAIN AS SHOWN ° ° ° °• 4 ° °d ° _ d i ° • L • °° , ° a ° •° ° °• ° • ° ° ♦ � -III—I I I I I ° ° g ° � _ _ _ III=ICI=ICI=ICI=ICI=ICI=I�1 W-I�IIIII�II� =1 W SECTION A-S3 341' = 1 1-0 11 SECTION 6-S3 34° = 11-011 SECTION C-S3 3411 = 11-011 SEE SPECIFICATIONS FOR TEST POOL CONCRETE ------- 6"-18ga. METAL STUD WALL �� II EXISTING RIGID FRAME & 8" 3" CONCRETE SLAB OVER & CONT. TRACK AS PLAN, 3" CONCRETE SLAB OVER Z-GIRT STRUCTURE AS PLAN--- METAL FORM DECK AS PLAN 411 ATTACH TO CONCRETE SLAB METAL FORM DECK AS PLAN R8 T/6EXTENSION AS PLAN -7— w/ 0.205"0 PAF @ 16"o.c. DECKING SUPPORT L 3" 3" CENTER LINE OF STEEL COL. CENTER LINE OF STEEL COL. x x 4' x CONT., WELD TO EA. & STEEL BEAM AS PER PLAN - DECKING SUPPORT L 3" x 3" & STEEL BEAM AS PER PLAN JOIST w/ 16" FILLET WELD x''4" x CONT., WELD TO EA. JOIST w/ 36" FILLET WELD TOP/STEEL BEAM AS PLAN I I WF STEEL BEAM AS PLAN WF STEEL BEAM AS PLAN ---- - L 2" x 2" x'4" WELDED DIAG. L 2" x 2 " x�/4" WELDED DIAG. BRACING @ 48"o.c. TO BM BRACING @ 48"o.c. TO BM BOT. FLANGE & JOIST BOT. FLANGE & JOIST TOP CHORD PANEL POINT TOP CHORD PANEL POINT --STEELJOISTSASPERPLAN, --EXTENDED TOP CHORD WELD TO STEEL BEAM w/ 18' STEEL JOISTS AS PER PLAN, x 1" FILLET WELD EACH SIDE -- HSS STEEL COLUMN AS PLAN, WELD TO STEEL BEAM w/ '8" CAP PLATE AS PER SCHEDULE x 1" FILLET WELD EACH SIDE --HSS STEEL COLUMN AS PLAN, CAP PLATE AS PER SCHEDULE SECTION F-S3 34 = 11-011 SECTION G-S3 3411 = roll _- WF STEEL BEAMS AS PLAN 0fl 10 a PLATE 8" x 38" x 12" ® q L 4" x 3Y2" x 3/8" x 1'-0" EACH SIDE w/(4) 3/4"0 A325 HSS COL. AS PLAN--- THRU-BOLTS EACH LEG SECTION L-S3 3411 = 1 1-0 11 SL #12 SCREWS @ 12" EACH SIDE (TYPICAL) C-STUDS @ 16" o.c (2) 12"-18ga. C-SR HEADER w/ 6"-18g TRACK TOP & BOTTC (2) JAMB STUDS & (2) FULL HEIGHT STUDS @ EA. JAMB - TOP OF SLAB 12 ga. CONC. FILLED STEEL PANS & LANDING AS PLAN, ATTACH TO STRINGER EACH END w/ L 1 " x 1 " x 1'8' " MC 1 2x20.7 STRINGERS & FRAMING AS x 0'-6", WELD TO STRINGER & PAN w/ PLAN, PROVIDE FILLET WELDS ALL 3'6" FILLET WELD ALL AROUND (TYP.) - ,'' AROUND @ ALL CONNECTIONS SAW CUT EXIST. SLAB AS REQ'D TO PLACE ' NEW FOOTING L 3" x 3" x Y4" x 0'-8" w/ (2) 3/4'0 EXP. BOLTS EA. STRINGER (5" EMBED.) WELD TO Y8" END PL STRINGER w/ Y4" FILLET WELD ALL AROUND e 0 - CONC. SLAB OR GRADE AS PLAN - #4 x 24" DOWELS @ 12"o.c. w/ 4" EPDXY EMBEDMENT (TYPICAL) W -CONCRETE FOOTING AS PLAN TYPICAL INTERIOR STEEL STAIR 3411 = 11-0° EXIST ROOF PANEL AND Z PURLINS PARALLEL TO WALL ------ EXIST ROOF PANEL AND Z i 'URLINS PERPENDICULAR TO NALL • • • 3ga. STEEL TRACK 3" CONCRETE SLAB - ---- 6"-18ga. METAL STUD WALL OVER METAL FORM 311 & CONT. TRACK AS PLAN, DECK AS PER PLAN - - ATTACH TO CONCRETE SLAB w/ 0.205"0 PAF @ 16"o.c. BEAM AS PLAN -°-°---°_------- J4,TOP/STEEL DECKING SUPPORT L 3" x 3" x 1'4" x CONTINUOUS WELDED STEEL JOISTS TO WF BEAM w/ 3/6" x 2" AS PER PLAN FILLET WELD @ 1 2"o.c. ----- WF STEEL BEAM AS PLAN ---- 6"-18ga. METAL STUD WALL HORIZ. & DIAGONAL & CONT. TRACK AS PLAN, BRIDGING AS PLAN - ATTACH TO WF STEEL BEAM w/ 0.205"0 PAF @ 16"o.c. SECTION H-S3 34° = 1 1-0 11 6"-18ga. METAL STUD BLOCKING @ - 6"-1 8ga. CONT STEEL TRACK w/ 48" BETWEEN EXIST Z PURLINS w/ CLIP L4x4x16 go x 4" w/ (3) #14 EA LEG -- 2-#1 4 SCREWS EA BLOCKING TTACH TRACK TO EXIST ROOF PURLINS / (2) #14 SCREWS TYPICAL 6"-18 go C-STUDS @ 16"o.c. - 18ga. CONT. C-STUDS @ #12 SCREWS @ 12"o.c. 2"o.c. w/ (2) #10 SCREWS TO EACH SIDE (TYP.) ----- - - --b" 18ga. STEEL TRACK 'ACK TOP & BOTTOM OPE TRACKS AROUND STUDS, ECURE w/ #12 SCREW EA. SIDE .00KING @ 48"o.c. MAX. - 18ga. CONT. C-STUDS @ 2"o.c. w/ (2) #12 SCREWS TO i RACK TOP & BOTTOM - 18ga. CONT. TRACK, ATTACH TO CONCRETE SLAB w/ 0.205" 0 POWDER ACTUATED FASTENERS (PAF) @ 12"o.c. & 6" FROM ENDS TYPICAL COLD FORMED METAL STUD FRAMING DETAILS PAF TO CONCRETE OR STEEL BEAMS SHALL BE 0.205"0 PAF @ 16"o.c. MAX TYPICAL) #12 SCREWS STAGG.. -- (2) 12"-18ga. C-STUD @ 8"o.c. (TYP.) JOIST HEADER 6"-18ga. STEEL TRACK DETAIL A (TYP. HEADER) ----(2) 6"-18 ga. JAMB C- STUD POST --- (2) 6"-18 ga. FULL HT. C-STUDS #12 SCREWS STAGG.. @ 12"o c (TYP) -- HEADER TRACKS, COPE TO FIT AROUND STUD w/ #10 SCREW EACH SIDE DETAIL B (TYP. POST) 18ga. STEEL TRACK SPLICE TRACK BETWEEN STUDS, INSERT 12" MIN. STUD SECTION w/ (3) #12 SCREWS EACH FLGE EACH SIDE OF SPLICE DETAIL C (TYP.TRACK SPLICE) 3/qn = 11-0" GALV. BAR GRATING AS 3" CONCRETE SLAB ------ 6"-18ga. METAL STUD WALL OVER METAL FORM 411 & CONT. TRACK AS PLAN, DECK AS PER PLAN ATTACH TO CONCRETE SLAB w/ 0.205"0 PAF @ 16"o.c. M -=�,-�a-------- TOP/STEEL BEAM AS PLAN a DECKING SUPPORT L 3" x 3" ® x Y4" x CONTINUOUS WELDED 0C 10 TO WF STEEL BEAM w/ 316" x ot 10 2" FILLET WELD @ 1 2"o.c. - WF STEEL BEAMS AS PLAN Viz" STIFFENER PLATE - _--- - HSS STEEL COLUMN AS PLAN, CAP PLATE AS PER SCHEDULE SECTION I-S3 PLAN, ATTACH TO STRINGER EACH END w/L1"x1"x18" x 0'-6", WELD TO STRINGER MC 2x20.7 STRINGERS AS PER PLAN w/ 316" FILLET WELD ALL AROUND (TYPICAL) L 3" x 3" x Y4" x 0'-8" w/ (2) 3/4"0 EXP. BOLTS EACH STRINGER (5" EMBED.) WELD TO Y8" END PIL STRINGER w/ Y4" FILLET WELD ALL AROUND ° o ° a EXISTING PAVEMENT W - CONCRETE FOOTING AS PLAN TYPICAL EXTERIOR STEEL STAIR 3.411 = 11-011 NOTE: ALL EXTERIOR STEEL STAIR ASSEMBLY & FASTENERS TO BE HOT -DIPPED GALVANIZED 3 4 " = 1'-0" AS PLAN SECTION J-S3 TOP/BEAM AS PLAN STEEL BEAMS AS PLAN 3/,, WEB STIFF PL EACH SIDE WELDED w/ 14" FILLET ALL SIDES (TYP.) HSS COLUMN AS PLAN, CAP PLATE AS SCHED. C.L. OF HSS COLUMN, CAP PLATE & CONN. TYPICAL CANTILEVERED W18 TO STEEL COLUMN CONN 111 = 1,-on JOISTS & DECKING NOT SHOWN FOR CLARITY C.L. OF NEW STL. COLUMN & CONC. FOOTING AS PLAN - --- - - SAW CUT EXIST. CONCRETE SLAB AS NEEDED FOR PLACEMENT OF NEW STEEL COLUMN AS PLAN NEW FOOTING AS SHOWN WELD TO BASE PLATE w/ 3'8" FILLET WELD ALL AROUND- - #4 x 24" DOWELS @ 12"o.c., DOWEL & EPDXY ANCHOR 4" SECONDARY POUR - - _ W INTO EXISTING CONCRETE SLAB 112" NON -SHRINK GROUT U AS SHOWN (TYP. ALL AROUND) (IN FULL BED) - - TOP/CONCRETE SLAB AS PLAN - 111IIIIIIII a a ° -- HE— 0 _ III ° c J d L 7 IIIIIIi ° ° NEW CONC. FOOTING AS PLAN, PROVIDE 4" DP. -1=I 1=1 1=1 1=_III RECESS IN FTG AS SHOWN `e) W OR L SECTION E-S3 3411 = 11-011 3" CONCRETE SLAB OVER MTL. FORM DECK AS PLAN DECKING SUPPORT L 3" x 3" x''4" x CONT. WELD TO STEEL JOIST w/ 36" x 2" FILLET WELD @ 12"o.c. WF STEEL BEAM AS PLAN 38" WEB STIFF PLATE EACH SIDE WELDED w/ 14" FILLET ALL AROUND (TYPICAL) EXIST. RIGID FRAME & 8" Z-GIRT STRUCT. AS PLAN STEEL COLUMN AS PLAN, CAP PLATE AS SCHEDULE 6" 1 Y2"00 3,411 = 1 1-011 3" CONCRETE SLAB OVER MTL. FORM DECK AS PLAN - - - STEEL JOISTS AS PLAN --- ---------------------------- STEEL BEAM AS PLAN - SECTION K-S3 L 2" x 2" x 1'4" WELDED DIAG. BRACING @ EVERY 3rd JOIST & @ EA. COLUMN WELD TO BEAM BOTTOM FLANGE & JOIST TOP CHORD PANEL POINT 3411 = 1 1-011 4" TOP/BEAM AS PLAN ii Y2�� o = ® ® STEEL BEAMS AS PLAN _� Cr) > Cl) 00 ® ® SHEAR PL 6"x 3/"x 1'-011 EACH SIDE w/ (8) 3/4" 0 A325 THRU-BOLTS Mo -- HSS COLUMN AS PLAN, CAP PLATE AS SCHED. C.L. OF HSS COLUMN, CAP PLATE & CONN. TYPICAL W18 TO STEEL COLUMN CONNECTION 111 = 1,-on JOISTS & DECKING NOT SHOWN FOR CLARITY WF BEAMS AS PLAN a II 0 M - o M O DO L Wx 3Y2"x 3/8" x 1'-0" EACH SIDE w/(4) 34"0 A325 THRU-BOLTS EACH LEG AS SHOWN TYPICAL W 18 TO W18 CONNECTION 111 = 11_0ll JOISTS & DECKING NOT SHOWN FOR CLARITY RENa✓anaN FOR 5701 ENVIRONMENTAL DRIVE ST. LUG E COUNTY, FLORIDA Key Plan: Issues: No.: Dat e: Descript ion: A 04/30/21 Permit 05/25/21 OMER REVISICNS Arcs D ONAD I O & Associates, Architects P.A. 609 17th Street Vero Beach, FL 32960 Te1.772.794.2929 Fax.772.562.8600 www.donadio-arch.com License No. AA0002238 Engineer: M.� ENGINEERING, INC. Consulting Structural Engineer 2030 37th Avenue Vero Beach, Florida 32960 Phone:772.569.1257 Fax:772.569.4041 S ECl1 ONS & DETAILS Reference Nort h Drn: Dra\eing File: S.Cl3aker Chd: REF File: Mike Lue Project No.: Plot File: 21-103A C.A. License No.: 8662 Sheet No.: FL P.E. No.: 47520 S-3 Dat e Sianed: Project : 0 b 0 co Fh F_ — — M 60 O r LL M N C? 60 0110111111101111111 0 EXIST. BLDG. STRUCTURE 5'-3%2" 10'-211 15'-011 1 12'-0" TSE-12 ( ALL SIDES) `" f 0 L----_J MF ICI ICI I - I I ICI I I ILI I ILI I U_I I I I I ICI ICI J L--J I — J 1110,11111101111 MF-1 0 0 0 0 17'-911 5'-3Y 8'-011 1 0'-211 28'-411 HEAT EXCHANGER SLAB 6" THICK CONCRETE SLAB w/ #4 @ 12"o.c. EACH WAY CENTERED 6" STD. PIPE BOLLARDS @ ±6-0"o.c. - — - 10" WIDE x 6" DEEP SUMP TRENCH 0 ---- ADJUSTABLE LOAD CELLS CENTERED ON FOOTING (4 PER TANK TYPICAL) 0 - PRE -MANUFACTURED RESIN TANK ANCHORAGE BY TANK MANUF. TYP x 2 0 -- 6" THICK CONCRETE SLAB w/ #4 @ 12"o.c. EACH WAY CENTERED 0 3'-4" HIGH, 8" CMU CONTAINMENT WALLS, PROVIDE FILLED CELLS w/ 1 #5 @ 32"o.c. MAX. & AS SHOWN GROUT ALL CELLS SOLID PROVIDE 2" 0 GALV. PIPE DRAINS w/ GATE VALVE THIS END RESIN TANK CONTAINMENT WALL & SLAB PLAN '811= 1 1-0 11 ' . NOTES: 1. TOP/SLAB @ 0'-0" (SEE CIVIL) 2. PRE -MANUFACTURED 5,880 GAL. RESIN TANK BY N.J.R. SIZE 8'-6" HIGH x 17'-9" LONG x 8'-3" WIDE 3. RESIN TANK WEIGHT = 13, 000 LBS (6.5 TONS) RESIN WEIGHT = 55, 000 LBS TOTAL = 68, 000 LBS 4. STORAGE TANK / CONTAINMENT STRUCTURE CLASSIFICATION: H-3 CLASS 1 A FLAMMABLE LIQUID STORED AT ATMOSPHERIC PRESS. FIRE SEPARATION REQUIREMENTS: BUILDING CLASSIFICATION ........ F-1 SPRINKLERED STORAGE TANK ......................... H-3 FBC TABLE 508.4 ...................... NO SEPARATION REQUIRED NFPA30 TABLE22.4.1.1(b) ......... 30 FT FROM PROPERTY LINE SEPARATION PROVIDED ............> 30 FT TO PROPERTY LINE — CROWN TOP FOR DRAINAGE ---- PRE-MANUF. RESIN TANK -- CROWN TOP FOR DRAINAGE 8" BOND BLOCK w/ 1 #5 a ----------- ----- 8" BOND BLOCK w/ 1 #5 CONT. GROUTED SOLID CONT. GROUTED SOLID TANK SUPPORT & ADJ.------------------- 8" CMU WALL AS PLAN 8" CMU WALL AS PLAN LOAD CELL AS PLAN GROUT ALL CELLS SOLID GROUT ALL CELLS SOLID b" PVC WATER STOP v M - - 6" PVC WATER STOP r' 10" WIDE x 6" DEEP SUMP TRENCH TYPICAL @ PERIMETER 8"TI 10" w/ GALV. PIPE DRAIN AS PLAN THRU WALL w/ VALVE b" CONC. SLAB AS PLAN 6" CONC. SLAB AS PER PLAN -- 1 #5 CONT. IN CONC. CURB EXISTING ' �a ° a ' ° EXISTING m a PAVEMENT a PAVEMENT �N Z a a ° //---CONCRETE FOOTING AS PLAN \//\\//\\ ° e a ° -- CONC. FOOTING AS PLAN a a a 3" CUR TYP 3" CUR TYP 2-0" 2'-6" TYPICAL SECTION @ PERIMETER 3411 = 11-0n TYPICAL SECTION @ SUMP TRENCH 3411 = 11-011 - PRE -MANUFACTURED RESIN TANK CENTER FTG UNDER 12" WF BEAM TANK SUPPORT AND ADJUSTABLE LOAD CELL BY TANK MANUF. o ° a CONC. FOOTING AS PLAN 2'-011 TYPICAL SECTION @ INTERIOR RESIN TANK SUPPORT FOOTINGS 34 = 1'-0" - ----- SLOPE TOP OF CONC. FILL - --- 6" 0 STD PIPE w/ 1 #5 VERT. GROUTED SOLID, SEE ARCH. PLANS FOR LOCATIONS - TOP/GRADE OR PAVEMENT ------ 12"0 CONC. FOUNDATION 12"f1S TYP. PIPE BOLLARD DETAIL 3411 = 1'-011 REFER TO ARCH DWGS FOR QUANTITY & LOCATION RENa✓anaN FOR 5701 ENVIRONMENTAL DRIVE ST. LUG E COUNTY, FLORIDA Key Plan: Issues: No.: Dat e: Descript ion: A 04/30/21 Permit 1 08/03/21 PERMITREVISICNS Archit ect : D ONAD I O & Associates, Architects P.A. 609 17th Street Vero Beach, FL 32960 Tel '772'794.2929 Fax,772.562.8600 www.donadio-arch.com License No. AA0002238 Engineer: ENGINEERING, INC. Consulting Structural Engineer 2030 37th Avenue Vero Beach, Florida 32960 Phone:772.569.1257 Fax:772.569.4041 RESIN TANK PLAN, S ECl1 ONS & DETAILS Reference Nort h (I Drn: Dra\eing File: S.GBaker Chd: A EF File: Mike Lue Project No.: Plot File: 21-103A C.A. License No.: 8662 Sheet No.: FL P.E. No.: 47520 Dat e Sianed: S-4 Project: --- - - DESIGN CRITERIA WIND LOADS PER ASCE 7-16 EXISTING METAL COMPONENT AND CLADDING PRESSURESasd EXIST. OHD OPENING 8'-0" NEW 24 ga. WALL PANEL - - ( ) THE FLORIDA BUILDING CODE, 7th EDITION (2020) EXISTING BUILDING WIND SPEED REGION V(ult) ..........................160 MPH NOT SHOWN FOR BLDG COLUMNS 2'-0" 4'-0" 2'-0" EFFECTIVE AREA (SQUARE FEET) V(asd) .........................124 MPH EXIST. 8 GIRT CLARITY, SEE SPECS EXISTING 8" Z-GIRT 0 < 10 11 < 20 21 < 50 51 < 100 ZONE ROOF LOADS (EXISTING) WIND BORNE DEBRIS REGION - 7 F_ 1 1 DEAD ...................................................... 5 PSF (METAL BLDG) ENCLOSED STRUCTURE L J L J 1' +15 -60 +14 -56 +13 -50 +12 -46 LIVE ........................................................ 20 PSF BUILDING RISK CATEGORY ....................................... II REND /A� � I �o EXISTING OHD HEADER & WELDED L6x6x 3'8" SEAT w/ 14'" STIFF RAIN ....................................................... N/A BUILDING DESIGN HEIGHT ............................... <25 FT. 1 �` V V VI Y N JAMBS TO REMAIN (TYP.) PLATE CENTERED @ METAL BLDG O 1 +15 -34 +14 -34 +13 -34 +12 -34 COLUMN EACH END OF C8 HEADER O ROOF PITCH ....................................................... 1:12 FOR o r � 2 +15 -78 +14 -73 +13 -67 +12 -62 MEZZANINE LOADS INTERNAL PRESSURE COEFF .............................. ±0.18 -- - - NEW C8x1 1.5 STEEL CHANNEL @ 3 +15 -107 +14 -97 +13 -83 +12 -73 DEAD ....................................................... 50 PSF EXPOSURE.............................................................. C o O NE G NEW 8"-1 8ga. METAL (D WIDTH JAMBS & HEADER w/ WELDED CLIP LIVE (MANUFACTURING) .........................125 PSF HEIGHT & EXPOSURE COEFF.................................1.35 o EXIST. 8" GIRT FO N STUD EA. SIDE w/ CLIP L 3" = J L 4" x 4" x %a EACH END TO HEADER 4 +37 -41 +36 -39 +33 -37 +32 -35 STAIRS x 3" x 14ga. x 0'-6" w/ (3) 11#14 SCREWS EACH LEG L o CONTENDER BCQATS 7i w s 5 +37 50 +36 -47 +33 -42 +32 -39 LIVE ....................................................... 125 PSF Z NEW 8" 18 a. Z GIR� ROOF PITCH 1:12 CRANE LOADS O _ g CLIP L 4 x 4 x 14ga. x :E 1REMOVE EXISTING 8" CMU WALL & NOTES: 1. THE OVERHEAD CRANE SYSTEMS SHALL BE INDEPENDENT OF 0'-6" w/ (4) #14 SCREWS Z-GIRT AS NEEDED FOR NEW o = M 1. END ZONE 5 IS WITHIN A DISTANCE OF (a)=10 FT. FROM CORNERS THE EXISTING METAL BUILDING STRUCTURE. O 10 EA. LEG (TYP. @ ALL NEW OPENING IN WALL, ATTACH TO NEW NEW 8"-18ga. Z-GIRT 2. ROOF ZONES: 0.6h = 15 FT. 2. DESIGN OF THE OVERHEAD CRANE SYSTEMS, INCLUDING 5701 ENVIRONMENTAL DRIVE U' TO EXIST. CONNECTIONS C' JAMB w/ CLIP L 4" x 4" x 1 bga. x 0.2h = 5 FT. ALL BRACING AND COLUMN BASE PLATES SHALL BY THE N7 7 0'-6" w/ (4) #14 SCREWS EACH LEG W o CRANE SPECIALTY ENGINEER. ST. LUCIE COUNTY, FLORIDA x - CONT L 2x2x16 go. x 8' FOR T: TOP/SLAB "' WALL PANEL CONN @ BASE STRUCTURAL NOTES AS PLAN - BASE PL 3s" x E 9" WELDED TO C8 JAMB 1 . CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES PRIOR TO W/ 14" FILLET WELDS & (2)'z"QS BOLTS TO CONSTRUCTION. CONC SLAB w/ 4" EPDXY EMBED 2. ALL CONSTRUCTION SHALL BE BRACED AND SHORED BY THE CONTRACTOR AS REQUIRED TO SAFELY PERFORM THE WORK. Key Ran: °EXIST. DOCK LEVER STEEL 3. ALL NEW DOORS, WINDOWS AND HARDWARE MUST BE DESIGNED AND CERTIFIED TO WITHSTAND THE DESIGN WIND PRESSURES CONC FILL DOCK PITS N / SHUT EXCEPT ERE OVER PLATES UT WHERE SHOWN O BE WELDED WHERE INDICATED IN PLAN ELEVATION @ NEW OHD 3It 4. THE TMINIMUM STRUCTURAL SUBMITTALS SHALL BEASPER SPECS AND AS FOLLOWS: PROTECTED AS REQUIRED BY THE FBC. TO BE FILLED w/ CONCRETE OPENING IN EXISTING WALL 2" = 1'-0" o a. CONCRETE MIX DESIGNS b. MASONRY &ACCESSORIES 1 " - '_ " NOTE: COORDINATE ROUGH OPENING w/ DOOR MANUFACTURER c. REINFORCEMENT ELEVATION A-S5 INFILL EXIST OHD OPN'G 4 - 0 ® d. STRUCTURAL STEEL NOTE a e. CRANE SHOP DRAWINGS -SIGNED & SEALED 1. COORD. REQUIRED ROUGH OPN'G SIZE WITH VENTILATION PLANS 0 f. VENTILATION EQUIPMENT SUPPORTS - SIGNED & SEALED 2. FRAMING FOR NEW S-0 x 7'-0 MAN DOOR OPENING SIMILAR a ®® FOUNDATION 1. FOUNDATIONS ARE DESIGNED BASED ON AN ALLOWABLE BEARING PRESSURE OF 2,000 PSF. 0.6h 2. CONTRACTOR SHALL VERIFY THAT THE MIN. COMPACTION OF 95% OF ITS MODIFIED PROCTOR IN ACCORDANCE WITH ASTM 12"o.c. 4" D1557 IS OBTAINED PRIOR TO FOOTING PLACEMENT TO A MIN. DEPTH OF 24" BELOW COMPACTED SURFACE OR FOOTING. (TYP.) (TYP.) \ - EXISTING 8" Z-GIRT a 3. FOOTINGS SHALL BE PLACED ON COMPACTED SOIL FREE OF ORGANIC DEBRIS. 3 3 0 4. REFER TO SOILS INVESTIGATIVE REPORT BY FOR ALL SITE PREPARATION REQUIREMENTS. Issues: CONCRETE No.: Date: Descript ion: 0.2h 1. CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF A.C.I. 301 "SPECIFICATIONS FOR STRUCTURAL A 04/30/21 Permit _ -- NEW 8"-1 8Ga. C GIRT HEADER CONCRETE FOR BUILDINGS" AND A.C.I. 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE. 05/25/21 C7il1NER REVISIONS U WIDTH w/ CLIP L 4" x 4" x 14 Ga. x 6" OO 1O 1 0) OO 2. THE MINIMUM CONCRETE 28 DAY COMPRESSIVE STRENGTHS SHALL BE AS FOLLOWS: = CLIP w/ (4) #14 SCREWS EA LEG 0.6h 08/03/21 PERMIT REVISIONS 0.6h l� SLABS ON GRADE.............................5000 PSI SLUMP 5"±1" W/C = 0.4 SIKACONTROL NS 2.5% BY WT & SIKA FIBERMESH 650 @ 3 PCY EXIST "Z" GIRT T07 -C TEST POOL WALLS &SLAB ................. 5000 PSI SLUMP 5"±1" W/C = 0.4 SII<ACONTROL NS 2.5% BY WT 4"QS x 3" S.S. SCREWS REMAIN 8"- 18ga C 3 3 o Iq E VA D EZ S 30 0 P U 5"+1" W/ = 4 IIG4 IBE ME H b 0 4 PCY @ 12"o.c. (MINIMUM = _ ----- EXIST JAMBS OR PROVIDE 3 0 3 o MASONRY GROUT ............................ 3000 PSI SLUMP 10"±1" U U 3 FASTENERS PER SIDE) NEW 8"-1 8Ga "C" AT 3. REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A615 GRADE 60. - = a> NEW DOOR OPENING J) 4. WELDED WIRE FABRIC SHALL BE IN ACCORDANCE WITH ASTM A185 AND SHALL BE ADEQUATELY SUPPORTED AT 36" o.c. E.W. C co -C 0.2h 5. THE MINIMUM CONCRETE COVERAGES SHALL BE AS FOLLOWS: co ao o CAST AGAINST EARTH .... 3" EXPOSED TO WEATHER.... 1-1/2" FORMED SURFACES .... 1 " 6. PROVIDE 90' CORNER LAP SPLICES AT ALL INTERSECTIONS. 3" CLIP ANGLES 8"-18ga "C" 7. THE MINIMUM LAP SPLICE SHALL BE 30 BAR DIAMETERS OR AS NOTED IN SCHEDULE. - I T33 T2 0 0 0 T2 8. CONCRETE SHALL BE TESTED BY AN INDEPENDENT TESTING LABORATORY IN ACCORDANCE WITH ASTM C39. A MINIMUM OF 1J NEW b" TOPPING SLAB :o (5) TEST CYLINDERS SHALL BE TAKEN FOR EACH POUR, AND ADDITIONAL SETS FOR EVERY 50 CUBIC YARDS OF POUR. 0.6h 0.6h CYLINDERS SHALL BE TESTED AS FOLLOWS: TYP. WINDOW & DOOR TO METAL T2 4 1 AT 3 DAYS, 1 AT 7 DAYS, 1 AT 14 DAYS, 1 AT 28 DAYS & 1 AT 56 DAYS (IF THE MINIMUM STRENGTH IS NOT MET IN 28 DAYS) EXIST. CONCRETE SLAB 011 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. FRAME ATTACHMENT DETAIL 34" = 1'-0" TYP. WALL VENT FRAMING 3 4 n = 1 i_On lT 11 U.O.N. AND AT ALL RE-ENTRANT CORNERS. SAW CUTS SHALL BE 114 OF THE SLAB DEPTH AND SHALL BE PERFORMED AS SOON MODIFICATION OR ADDITION AS THE CONCRETE HAS HARDENED SUFFICIENTLY ENOUGH TO PREVENT THE AGGREGATE FROM BEING DISLODGED BY THE DOORS &WINDOWS SHALL BE DESIGNED, MANUFACTURED, INSTALLED & NOTE: 3 2 3 3 0 3 SAW BLADE. THIS IS AN EFFORT TO CONTROL THE STRESSES, AN INHERENT PROPERTY OF CONCRETE WHICH SOMETIMES RESULTS CERTIFIED TO WITHSTAND THE MINIMUM DESIGN WIND PRESSURES AS 8"-18ga METAL "C" STUDS AT EACH SIDE OF OPENING w/ CLIP L 3" x 3" x 16 go OF NEW MAN DOOR 12" = 1'-011 3 0 3 IN CRACKS, WHICH IS NOT UNCOMMON. L NOTED IN PLAN &SHALL BE IMPACT RATED. x b" LONG w/ (4) #14 SELF -DRILLING SELF -TAPPING SCREWS EACH LEG o NOTE: COORDINATE ROUGH OPENING w/ DOOR MANUFACTURER � M O CONCRETE MASONRY 3 0 3 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 11. MASONRY UNITS SHALL BE COMPONENT AND CLADDING PRESSURE ZONES NO SCALE TESTED IN ACCORDANCE WITH ASTM C140 AND SHALL HAVE A MINIMUM NET AREA STRENGTH OF 1900 PSI (F'm = 1500 PSI). NOTES: 3. GROUT SHALL BE IN CONFORMANCE WITH ASTM C476, COARSE TYPE WITH A 28 DAY COMPRESSIVE STRENGTH OF 3,000 PSI JAMB AS PLAN ----- - -- 1. PRESSURES ARE IN ALLOWABLE STRESS DESIGN (asd) FOR WINDOWS, DOORS, ROOF DECKING, STEEL ROOF JOISTS AND ALL AND A SLUMP OF 9" - 11 ". OTHER BUILDING COMPONENTS AND CLADDING. 4. MORTAR SHALL BE IN ACCORDANCE WITH ASTM C270, TYPE S. 38"0 A307 BOLTS @ 2. POSITIVE PRESSURES INDICATE PRESSURES ACTING TOWARD A PROJECTED SURFACE. NEGATIVE PRESSURES INDICATED PRESSURES 5. PROVIDE CLEANOUTS FOR ALL GROUTED CONSTRUCTION AND LIMIT MORTAR PROTRUSIONS TO 1 /2" MAX. IN GROUTED CELLS. 1 8"o.c. OPTIONAL ACTING AWAY FROM A PROJECTED SURFACE. 6. ALL MASONRY WALLS SHALL BE CONSTRUCTED IN RUNNING BOND WITH 9 GA. LADDER TYPE JOINT REINFORCING SPACED 3. NET DESIGN ROOF PRESSURES ON STEEL BAR JOISTS SHALL BE CALCULATED USING SELF WEIGHT OF MATERIAL. HOWEVER, THE 16"o.c. VERTICALLY. LAP 8" MINIMUM AT ALL CORNERS & SPLICES. APPLIED DEAD LOADS SHALL NOT EXCEED 5 PSF (U.O.N.) FOR THE ROOFS OF THE MAIN STRUCTURES. 7. PROVIDE PRECAST CONCRETE LINTEL WITH 1 #5 HORIZ BAR GROUTED SOLID WITH 8" MINIMUM BEARING AT ALL MASONRY 4. END ZONE "a" = 10 FEET. OPENINGS (TYP. UNLESS OTHERWISE NOTED). 8. PROVIDE HOOKED DOWELS IN FOOTINGS AND BEAMS WITH A MINIMUM LAP SPLICE OF 48 BAR DIAMETERS. TYP. EA. 1/8 3"@12" JAMB 12" 12" " 12 FOUNDATION SCHEDULE STRUCTURAL STEEL 36" 1 . STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH A.I.S.C. "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION DOOR HARDWARE ATTACHMENT PLUG WELD ALL OF STRUCTURAL STEEL FOR BUILDINGS", LATEST EDITION. BY DOOR MANUFACTURER � � BOLT HOLES SIZE BOT. REINF. TOP REINF. (OPTIONAL TOP & BOTTOM PANEL - ZONE 4 & 5 MARK REMARKS 2. THE MINIMUM STRUCTURAL STEEL GRADES SHALL BE AS FOLLOWS: D x W x L L.W. S.W. L.W. S.W. PLATES, CHANNEL & ANGLES .......... ASTM A36 Fy = 36 KSI WELDING) STRUCTURAL TUBE ............................ ASTM A500 Fy = 46 KSI TYPICAL OVERHEAD DOOR JAMB TSE-8 8" x 8" x CONT. 1 #5 THICKENED SLAB EDGE WF SHAPES. ASTM A992 Fy = 50 KSI ATTACHMENT TO METAL FRAME 1 2" = 1'-O" TSE-12 12" x 12" x CONT. 2#5 THICKENED SLAB EDGE 3. STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE A.I.S.C. "CODE OF STANDARD PRACTICE", LATEST EDITION. 12" 12" 12" 4. WELDING OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH A.W.S. D1 .1 WITH E70XX ELECTRODES. FILLET WELDS SHALL OVERHEAD DOORS SHALL BE DESIGNED, MANUFACTURED, INSTALLED & CERTIFIED TO BE A MINIMUM OF 3/16" UNLESS NOTED OTHERWISE. WITHSTAND A DESIGN WIND PRESSURE AS SHOWN IN PLAN. 36" WF-32 16" x 32" x CONT. 4#5 #5 @ 24" 4#5 #5 @ 24" STEM WALL FOOTING 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. PANEL ENDS & INTERIOR PANEL - ZONE 4 & 5 6. ANCHOR BOLTS SHALL BE IN ACCORDANCE WITH ASTM A307. MWF-24 12" x 24" x CONT. 2#5 MONOLITHIC STAIR FOOTING 7. ALL MEMBERS SHALL BE POWER TOOL CLEANED AND PAINTED WITH A RUST INHIBITIVE SHOP PRIMER WITH A MIN. THICKNESS -_ SAW CUT & FILL JOINTS w/ MF-1 24" x 24" x CONT 3#5 #5 @ 24" MONOLITHIC FOOTING @ RESIN TANK OF 1.5 MILS. JOINT FILLER AS PER SPECS 8. ALL FIELD WELDS SHALL BE WIRE BRUSH CLEANED AND PRIMED WITH A RUST INHIBITIVE PRIMER. 6 MIL POLYETHYLENE NEW EXTERIOR WALL PANEL MF-2 24" x 30" x CONT 3#5 #5 @ 24" MONOLITHIC FOOTING @ RESIN TANK 9. EXTERIOR STAIR ASSEMBLIES AND FASTENERS SHALL BE HOT DIPPED GALVANIZED IN COMPLIANCE WITH ASTM A185. VAPOR BARRIER NEW b' CONC TOPPING SLAB MF-3 16" x 36" x 36" 4#5 4#5 MONOLITHIC STAIR FOOTING FASTENER DETAIL 34" = 1'-0" PRE-ENGINEERED METAL BUILDING COMPONENTS MF-4 16" x 48" x 48" 5#5 5#5 MONOLITHIC FOOTING 1. ALL NEW METAL BUILDING COMPONENTS SHALL BE COLD FORMED WITH A MINIMUM GRADE OF FY = 50 KSI AND SHALL BE IN Archit ect : a ° BE -'"O 4 x'" AT 20" O.C.VERTICALLY, MAX. - 16" x 60" x 60" 6#5 6#5 MONOLITHIC FOOTING NOTES: C D C IT AI NAlS ST )IT N. 1 ALL PANEL SIDE LAP FASTENERS SHALL a -1 g C V Y M MF 5 2. FIELD FASTENERS SHALL BE #12 14 x 1 �" SCREWS AS INDICATED. 2 . REPLACEMENT WALL AND ROOF PANELS SHALL BE IN LIKE KIND AS ALLOWED BY THE FBC EXISTING ECTION 02.4 . a MF-6.5 16 x 78 x 78 8#5 8#5 MONOLITHIC FOOTING 3. ALL PANEL FASTENERS SHALL BE CORROSION RESISTANT SELF DRILLING SELF TAPPING REPLACE EXISTING ROOF SKYLIGHTS WITH NEW ROOF PANELS WITH LIKE KIND. EXISTING CONCRETE SLAB HEX HEAD SCREWS W/ NEOPRENE WASHERS OR AS RECOMMENDED BY THE PANEL REPLACE DAMAGED WALL PANELS WITH LIKE KIND WHERE THE EXTERIOR COLUMNS REQUIRED REPAIRS MANUFACTURER. ALL ROOF AND WALL PANELS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS AS REQUIRED TO RESIST THE SPECIFIED WIND LOADS. COLOR SHALL MATCH THE EXISTING PANELS AS SELECTED BY OWNER F-1 12" x 18'-4" x 43'-4" #5 @ 12"o.c. EACH WAY BOTTOM POOL SLAB FOOTING 4. AL NE M B S S LL P E TO C A D D IN H RU IN ITI S P I H I . HI <N S TYPICAL TOPPING SLAB DETAIL F-3 12" x 36" x 36" 4#5 4#5 EXTERIOR STAIR FOOTING 1.5 MILS. U.N.O D O N A D I O 5. DIAGONAL WALL AND ROOF BRACING SHALL BE PLACED IN BAYS WITHOUT OPENINGS. NOTES: 6. PROVIDE ALL THE NECESSARY TRIM, FLASHING AND COVER PLATES AS NEEDED TO PROVIDE A COMPLETE WEATHER PROOFED & Associates, Architects P.A. 1. EXISTING SLAB SHALL BE PRESSURE WASHED AND CLEANED. BUILDING ENVELOPE AND STRUCTURE. 2. PROVIDE 6 MIL POLYETHYLENE VAPOR BARRIER w/ LAPPED & TAPED JOINTS ON EXISTING SLAB. 1'-0" 609 ich, street 3. SEE SPECS FOR CONCRETE MIX AND JOINT SPACING REQUIREMENTS. Vero leach, FL92960 10" 1%z" 9" 1YY ACI STANDARD HOOK LENGTHS LAP SPLICE LENGTHS (3000 PSI) Fax.7 zs62.8600 LIGHT GAGE METAL FRAMING www.donadio-arch.com " 7" 1 �2" License No. AA0002238 BAR SIZE (#) 3 4 5 6 7 8 9 BAR SIZE (#) 3 4 5 6 7 8 9 1 . ALL MEMBERS SHALL BE DESIGNED, MFG'D AND INSTALLED IN ACCORDANCE WITH (A.I.S.I.) LATEST EDITION " SPECIFICATION LENGTH (INCH) b 8 10 12 14 16 19 TOP BARS 28" 37" 47" 56" 81" 93" 105" FOR THE DESIGN OF COLD FORMED STRUCTURAL MEMBERS". z 12" I J. - 2. ALL MATERIAL SHALL BE THE MINIMUM TYPE, SIZE, GAUGE AND SPACING AS SPECIFIED ON PLANS. En Ineer: FORMED JOINT & FILL w/ O 0 g - ALL OTHER BARS 18" 24" 30" 36" 42" 48" 54" 3. STRUCTURAL PROPERTIES OF METAL STUDS SHALL BE IN ACCORDANCE WITH AMERICAN IRON AND STEEL INSTITUTE (A.I.S.I.) '2" x 6" DECK-O- FOAM �'� v 0 v EXP. JOINT FILLER 0 M - - - "SPECIFICATION FOR DESIGN OF COLD FORMED STRUCTURAL MEMBERS". a0 `O co 5. METAL FRAMING COMPONENTS TO BE OF STRUCTURAL QUALITY STEEL SHEET WITH A MINIMUM YIELD OF 33,000 PSI OR 40,000 10 O PSI; ASTM A 446, A 570, OR Abl 1 , WITH A GALVANIZED FINISH COMPLYING WITH ASTM A525 FOR MINIMUM G60 COATING. ENGINEERING, INC. O O co - O O STEEL COLUMN SCHEDULE 6. CONCRETE THREADED FASTENERS SHALL BE CORROSION RESISTANT AND INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS. Consulting Structural Engineer 4" 8" MARK SIZE BASE PLATE ANCHORS CAP PLATE ANCHORS REMARKS 7. SCREWS FOR METAL FRAMING CONNECTORS SHALL BE A MINIMUM OF #12 x 3/4" CORROSION RESISTANT HEX HEAD SELF 2030 37th Avenue 5" 5" 6" 6" DRILLING, SELF TAPPING DRILLING, CADMIUM PLATED TYPICAL U.N.O. OR OF OTHER SIZE AND TYPE INDICATED ON DRAWINGS. TYP. I.J. ISOLATION JOINT DETAIL S1 HSS 3' " x 312" x'4" 12" x'2" x 12" *4 - 34"0 A307 6" x'2" x 10" w/ 4- 58"0 A325 * DBL NUTS & WASHERS PROVIDE A MINIMUM OF (3) SCREWS EACH CONNECTION. Vero Beach, Florida 32960 CAP PLATE CAP PLATE CAP PLATE BOLTS (13+4) BOLTS 8. ALL FRAMING SHALL BE PLUMBED & SECURELY FASTENED TO FLANGES OF ALL UPPER AND LOWER TRACKS WHERE APPLICABLE. Phone: 772.569.1 257 Fax: 772.569.4041 3 3 *4 - 3a"O A307 3 x 12" - * 4 3'4"O A325 9. VERTICAL HANGERS, DIAGONAL AND HORIZONTAL BRACING SHALL BE PROVIDED AS REQUIRED TO KEEP ALL MEMBERS PLUMB $2 HSS 5" x 5" x a" 12" x %4" x 12" BOLTS (13+4) 8" x 'a" BOLTS DBL NUTS &WASHERS AND STRAIGHT. 1 '-0" 1 '-0" 1 '-0" 1%z" 9" 1%z" 1%z" 9" 1%z" 1%z" 9" 1%z" O 1, 3' *4 - 34"0 A307 8" x 34" x 12" w/ 2 3'4"0 A325 * METAL FORM DECK S3 HSS 5 x 5 x 8 12 x a x 12 DBL NUTS & WASHERS CONST JT. BOLTS (13+4) '2" STIFF PLATE BOLTS 1. METAL FORM DECK SHALL BE 9/16" - 28 ga. GALV FORM DECK AS PLAN WITH MINIMUM (3) SPAN CONDITION FORMED JOINT FILL 5'8" 0 SMOOTH BAR x 24" W/ SIKA 2. WELDING OF METAL DECKS SHALL BE IN ACCORDANCE WITH A.W.S. D1.3 WITH E60XX ELECTRODES USING A MINIMUM OF w/ SIKA LOADFLEX SPEED DOWELS @ 24" o.c. NOTES: 5/8"0 PUDDLE WELDS AND WITH THE USE OF WELD WASHERS FOR FORM DECKS. 524 EZ JOINT FILLER _ _ _ 0 O \ - 0 0 \ - 0 0 1. TOP/FOOTING AS PLAN 3. METAL FORM DECK SHALL BE ATTACHED TO THE SUPPORTING STRUCTURE AS FOLLOWS: 2. ALL EXTERIOR STEEL COLUMN ASSEMBLIES SHALL BE HOT -DIPPED GALVANIZED. 5/8"O PUDDLE WELDS PER SHEET PER SUPPORT WITH WELD WASHERS AND (2)#12 SIDE LAP SCREWS @ 3RD POINTS. TYPICAL S ECTI ONS & a ------- = ---- ° ° ° PROVIDE 5/8"0 PUDDLE WELDS AT @ 12" o.c. (TYPICAL @ PERIMETERS). 4. METAL DECKS SHALL BE IN ACCORDANCE WITH S.D.I. (STEEL DECK INSTITUTE) SPECIFICATIONS AND COMMENTARY FOR STEEL DETAILS, SCHEDULES 0 01 o o1 o o1 ROOF AND FLOOR DECK AS CONTAINED IN THE S.D.I. DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS, AND ROOF DECKS, S.D.I. PUBLICATION NO. 25, LATEST EDITION. ATTACHMENT AND DIAPHRAGM DESIGN SHALL BE IN ACCORDANCE & GENERAL NOTES 10 10 10 WITH S.D.I. DIAPHRAGM DESIGN, LATEST EDITION. TYP C.J. CONST. JOINT DETAIL O O O O - O O Reference North it 6" 6" 6" 6" 6" 6'I --- 18" WIDE x''4 (T) DEEP SAW CUT AS PLAN, BASE PLATE BASE PLATE BASE PLATE SAW CUTS SHALL BE MADE AS SOON AS FILL w/ SIKA LOADFLECONCRETE HAS HARDENED SUFFICIENTLY Drn: Drawing File: 524 EZ JOINT FILLERR ENOUGH TO PREVENT AGGREGATE FROM S1 S2 S3 S.cBaker Chd: REF File: x BEING DISLODGED BY SAW BLADE v Mike Lue Project No.: Plot File: ° STEEL COLUMN CAP &BASE PLATE DETAILS 112" = 1'-0" 21-103A ALL COLUMN TO CAP AND BASE PLATE WELDS SHALL BE A MINIMUM OF '4' FILLET WELDS ALL AROUND. SEE SCHEDULE FOR ALL BOLT SIZES CA. License No.: 8662 Sheet No.: FL P.E. No.: 47520 TYP S.0 SAWN JOINT DETAIL Date Signed: S-5 Copyright -c 2018, Donadio & Associates, Architects, P.A., All Rights Reserved