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S-1 thru S-5 structural drawings Pursuit Boats TOOLING BUILDING signed and sealed 01-25-22
Proj ect : A B C D E F G H J I< L M N PURSUIT pSUIT Bnn TS 575-0" T T 1'-2" 23'-10" 1 25'-0" 1 25'-0" 1 25'-0" 1 25'-0" 1 23'-10" 1 26'-2" ' 23'-10" 1 26'-2" 25'-0" 1 25'-0" 1 25'-0" 1 25'-0" 1 25'-0" New Manufact uri ng EQUAL EQUAL LU COORD. w Faci I it y / EQUIP. MFG. L. OF 3/a" BUILD. z FOR FINAL EXP. JOINT LOCATION 76'-7Y2" U --VERY. DIAGONAL WALL rA BRACING BY M.B.M. D ' (TYP. WHERE SHOWN) EM D +33 OHD (TYP.) o F-5A F-5A F-5A F-5A LF 5A* 36 F-5A S 3 F-5A S 3 (TYP F-5A F-5A +38 D +36 OHD F 5A F 5A F 5A F 5A F-5A +38 D +36 OHD I F-5A 3 9 01 St Lucie Blvd. r__ __ TSE 24 __ __ -_ -_ TSE-24 _- __ ___1 _- _- _- __ TSE 24 --� -- Ft Pierce FL 34946 1 rt - - - -- -- - 1 - -- r --------------1 -------------- t--------------fi -------------fi 1---------------1 ----- fi-------------t r-------------fi --------------1- --------------- - ---- ----- 3 U_ 0 L _ Op O #7 45' HAIRPINS w/6-0" LEGS�LU I I I I (TYPICAL @ FRAME COLUMNS) I I I I I N I I I I Key Plan: I I o � I PAR EQUIPMENT SLAB: 1 %z"C.J. I I `r) +33 8Y2"THICK CONCRETE SLAB ON I I I OHD GRADE w/#6 @ 12"o.c. E.W. N I I N I I 40 I CENTERED, TOP/SLAB @ +0'-0" 17 I I A P Y LU Ff = 100 ('/e"in 10 FEET) I I rNi A = 50 7 I i o I i (REFER TO EQUIP. MFG. SPECS) F-5A 11'-0" (TYP. ALL SIDES) I I I I I I I I I I I I I I I I 1 r-, r TSE-12 r r I I I - - - - - -- - -- 1 S.C. @ RE-ENTRANT I I PARTIAL PLANS PARTIAL o --------------------------------- ---- CORNERS,TYP NORTH END SOUTH END o p I TSE-12 %z"C.J. ----------------------- I I N S3 1 U A I I I N I I -38 D I F-5* F-5* F ** F�* F-5* F-5* F-5* F-5* I I F-5* F-5* F-5* F-5* F-5* F_ I F-5A F- -1 F- -1 F- _1 F- -1 F- -1 F- -1 I I L---1 L---1 F_ -I F- -1 F- -1 Issues: I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I 6 q I $ I I $ I i % i i % i I % I I % I I % I I % I 1 1 % % $ I I % I I % I I No.: Dat e: Descript ion: L L--J L--J L__J L__J L__J L__J I I L--J L--J L--_J L_—_J L_—_J s 3 L____ I L____J I I A: 11 15/21 Foundat ion Permit I I I 1 1 B: 12/10/21 Bid Set a 0106/22 Rev. AHelical piles / slabs I I I 0 B C D E 1 25'-0" 25'-0" 25'-0" 25-0"' S.C.: SAW CUTS @ 15'-0"o.c. I I M +33 (20'-0"o.c. MAX.) EQUALLY -36 OHD 1 RIGID METAL FRAME, Z GIRT, WALL PANELS SPACED TO AVOID FOOTINGS I I & PURLINS BY METAL BUILDING MANUF. AS SHOWN (TYPICAL THRUOUT) I 1 %`0 x 24" SMOOTH SPEED DOWELS w/ 1 Q (M.B.M. - TYPICAL AS SHOWN U.O.N.) SLEEVE @ 24"o.c. (TYP. @ EXP. JOINTS) N I Q N N 9 N LUl w ,o b F__ I - F-7 F-7 6" CONCRETE SLAB ON GRADE w/ U) I I L L F 4x4 W4.0 x W4.0 W.W.M. OVER 10 I I I I MIL VAPOR BARRIER ON TREATED I I COMPACTED FILL TYPICAL U.O.N. 1 - 3'4" EXPANSION JOINT w/TSE TOP/FTG @ EXTERIOR F-5A I I L- -J TOP/SLAB @ +0'-0" (TYP. U.O.N.) j j EACH SIDE AS SHOWN, SEE STAIRS @ -0'-3" (TYP.) b" I I I TYPICAL EXP. JOINT DETAIL _ Q NOTE: I I .o S1 I , I OPTIONAL SLAB ON GRADE I I 0 N (TYP. x 8) L J L M35 D (@ 2nd FLR) REINFORCING MAYBE #4 BARS @ 1F-2 I -F_6 F_6 16" c.c. EA WAY CENTERED INSTEAD I I 2nd FLR 1 I r r -,Q OF THE SPECIFIED WIRE MESH I I COLS L --- I � I F-7** * * * * * I I * F-6* F-6* F-6* F-6* F-5 F-5 F-5 F-5 F-5 I I F-5 II I I I � � � � � � � � � � 1 1 � � I I I I I I I5 - - F-5A Lcall, L_ _J 1 $ I I $ I I $ I I $ I I $ I I $ I I I 1 $ 1 I % I I % I I % I I % I I I I I I ` I I C TYP) I I I I I I I I 1 1 I I I I I I I I L__J L__J S_3 ( L__J L__J L__J i i L__J L___J L___J L___J L___J F_ I --LINE OF 2nd FLOOR L---J o L -J EXTERIOR STEEL STAIR, SEE TYP. r- ABOVE (BY M.B.M.) I I F 3A EXTERIOR STEEL STAIR PLAN, F 7*I F 7** Archit E-t : o , r SECTIONS & NOTES ON SHT. S-4 F-7* I io (TYP. x 8) fi F_ i— -1 __1 F_ I I N I I I _ 1 F-5A I $ I I � I L I I I I I 1 I I L————J L---J I I I o, j 4" RECESS IN SLAB FOR SHOWER I I 10 +39 W(1st& 1 r--� AS PER ARCHITECT DRAWINGS, I I L M N O co -42 2nd FLR PROVIDE TSS-8 ALL AROUND --LIFT AS PER ARCHITECT SPEC'S 1 1 D O N A D I O I ) I I I I F-6 1 - 1 F-3 (TYP. x 7 @ STAIR COLUMNS) I I 1'-0" " & Associates, Architects P.A. 4.2 2nd FLR COLUMNS L r----1 I I I F J r ,L J 25'-0" 25'-0" 25'-0" 1'-0 L I A L__� I F-6 20019t h Avenue,Suite 308 I I -INTERIOR STEEL STAIR, SEE TYP. I I �roB�ch,FL3296o 4,1 - - - I F-5A I % I 1 - 1© F-6 I I I I 14-0 11 -0 o, I L__ J INTERIOR STEEL STAIR PLAN, Tel.772.794.2929 2nd FLR COLUMNS I I Q I I r -i 1 1 L— I SECTIONS & NOTES ON SHT. S-4 I 1 License N.AA00 00 i i i i License No.AA0002238 +39 W(1 St& J S1 (TYP. x 7 @ STAIR COLUMNS) PRE-ENG. METAL WALL PANELS wnwdonadio-arch.com 42 2nd FLR) 1 3 I TO EXTEND UP TO UNDERSIDE I I ° TOP/FTG @ INTERIOR QO F ROOFING (TYP . )) , I 1 1 Consult ant 1 0'STAIRS @ 6" (TYP.)r , Q B Q Q Q Q I I Q Q Q Q I +38 D I- F-6A F-6A -1 J F-5A* (SIM.) S 3 F-5A* F-5A* F-5A* F-5A* F-5A* i i F 5-* F-5-* F-5-* F-5-* F-5A I F-6A _ I I I I F-6A I I r _1 TSE-24TSE-24ENGINEERING, I N . 4 - - - ----- - -------- ------------- ------------ -------------- ------------- --------------- ---- ----- ------------- ----- - ----- -------------- ------------- -- - - - - -- I � � � � � �- I � � I � J L � � � � � � -I � ------------------------- I I I I ____ I Consulting Structural Engineer --- --- - -- -- - ------ -- -- -- ------------ -- - ----- -------L_ -1 L--J L --------- L--L-- ---- -- ---------- J L--J OL ��------------t---�-------------C--- --------- -- ----------- - -' z TSE-1 � �o r TSE-1 TSE-12 TSE-12 I +38 �" I.J. Q +35 +33 1 I I /z I.J. i +35 +33 2030 37th Avenue O 5/"0 x 24"SMOOTH SPEED DOWELS w/ s/4" EXPANSION JOINT w/TSE I I _ D > I -38 D -36 OHD T/SLAB %z" I.J. ( ) HR RATED I -38 D 36 OHD x SLEEVE @ 24"o.c. (TYP. @ EXP. JOINTS) EACH SIDE AS SHOWN, SEE I I I +0'-0" Vero Beach, Florida 32960 VfALLS ALL SIDES I 1 I LU TYPICAL EXP. JOINT DETAIL I I I - I I SEE ARCH I I I H 772.569.4041 - I I I O - - VA .1 I N T/SLAB ILL T/SLAB rN S_3 - - - - one: Fax: --- 1 b" CONCRETE SLAB ON GRADE I I - - o - - - - - - co w LU I N +36 OHD MF-2 w/ 4x4 W4.0 x W4.0 W.W.M. I I [+233 OHD I N I 1 ~ 4 I SJ3 1 19 cn +0' 0" 1 +0'-0" w 33 1 ONER 10 TREATEDL VAPOR COMPACTED RI BARRIER I I IMF-4 S3 1 J J j +36OHD — Id j F-7* F-7* F-7* I I I 3I 3" NOWSHRINKGROUT -\MF-4 L_---- J LMF-4_ 1 - MF-4 ----_- MF-J -------- r- -1-- r-----� r------ r------ F-5* F-5* I Y2" I.J. I N iTSE-24 I I I I I I I I I 4- I T/SLAB F-7A F_ -1 F_ -1 � N T/SLAB 8" SL 3" � � b" CONCRETE SLAB ON GRADE ' Q +35 D �__8" CMU WALL, PROVIDE I I I I I I I I r N -38 H FILLED CELLS w/ 1 #5 @ F-5A 1 11 W +0' 0" ,,, 1 w/ 4x4 W4.0 x W4.0 W.W.M. 0 3 I I I I I I co N T/SLAB S-3 I I I I I I I I v - OVER 10 MIL VAPOR BARRIER 48"o.c. MAX. &AS SHOWN I I I I I I L_-J L__J I 0'-311 ON TREATED COMPACTED FILL, L— —I-- L_____J L_____J L_____-J I I zo PROVIDE TSE-12 ALL AROUND - I I T/FTG @ -2'-3" O O I I N 1 +35 1 ----� N I -38 D r- r+ O O 0 0 � +33 ~ N 1 I I F-5* 1 1 I F-5C _ N N -36 OHD 1 v 1 I 1 % I I I$ I 2. I I L_ J L T J 3 NON-SHRINK GROUT O L----J p I I I +33 1 I I I I I I I I I I I -36 OHD i RESIN TANK ENCLOSURE, SEE RESIN TANK CONTAINMENT F-5* F-5* F-5* I O O L _ U' U' E WALL &SLAB PLAN q F 5A 1 1 -- F_---I F_-- P-1 �I F-5B (-5'-4") I ' 2 _ _ _ - I I I $ I I $ I I $ I G I 11 Wv o Wo 0o S_3 1 I I I I I I I 11-A � � v � v N 1 O O L_fi /z I.J. <n � _- TSE-1 cn L__J L__J L__J S3 IL__-- ___-- ----- ---------J_ --- ----- I i 1 + i - o O 0 OHD W.J. WF-44 W.J. z 40 1 � 11 i 10 Q > 1 Mg +43 OHD 1 8" CMU STEM WALL BELOW `n 1 i 1 4 o TSE-1 ALL I o f O O O O O O O O O BETWEEN PIERS AS SHOWN, F v l i I m U -A N AROUND vUi m N PROVIDE FILLED CELLS w/ S_3 1L 1 I i l g U PERIMETER 1 g U i "' %z" I.J. TYP. U 1 1#5 @ 24"o.c., & @ EACH I ii I (TYP.) 1 Q 1 END, GROUT ALL CELLS SOLID I W.J. _-_ WF-44 _ j W.J. I I F-7A F-7A F-7A 11 i L-- ------- — ------ --- LEGEND z ' I- --- --- --- F 5A F 5A 11 i _ _ ------ -------- -- ---------- F-7A 1 TSE 24 p-1 1 i -- ------ -T -- --- --------�-5� v WINDOW & DOOR DESIGN PRESSURES PSF = I I I I I I I I U O +PSF ( ) U - - - 1 -------------1- -1------------�- ------------T- -T-------------i ------------- ------------� LJ-------- `-" --"'- � I L fi---"' --------�� I j - - - - -PSF (TYPICAL AS SHOWN) SEE COMPONENT & L__ L___J -_� - -_J CLADDING PRESSURES FOR DISTANCES OF L____ I L___- L____ L___ 3" NON-SHRINK GROUT F-5D* 4 END ZONES FOR EACH BUILDING +35 +36 OHD F-56(-5'-4") T/SLAB D: DOOR OHD: OVERHEAD DOOR 0'-3" - 8" CMU RETAINING WALL EACH SIDE OF WELL -38 D --WIDEN TSE-12 @ COLUMNS AS SHOWN, HEIGHT VARIES TO b' 0" MAX. W: WINDOW L: LOUVER b" CONCRETE SLAB ON GRADE I TO 12" DEEP x 24" x 24" w/ (TYPICAL) PROVIDE FILLED CELLS w/ 1#5 @ * (1) HELICAL TENSION PILE AS PER PLAN & w/ 4x4 W4.0 x W4.0 W.W.M. 3#5 EACH WAY (TYP. x 2) 24"o.c., @ EA. END &@ EACH SIDE OF JOINT SECTS, SEE GENERAL NOTES &FOUND. SCHED. OVER 10 MIL VAPOR BARRIER Drawing Tit le: ON TREATED COMPACTED FILL, * * (2) HELICAL TENSION PILES AS PER PLAN & PARTIAL FCUNDAl10N PROVIDE TSE-12 ALL AROUND SECTS, SEE GENERAL NOTES &FOUND. SCHED. PLAN - NCRTH END 50'-0" Michael A Lue 1 -2 23-10 25-0 25-0 25-0 25-0 23-10 1 -2 26-2 23-10 1 -2 State of Florida, Professional ���NOrt h 150'-0" 300'-0" Engineer, License No. 47520. This item as�een digitally NOTES: signed and sealed by Michael A B C D E F G H J 1. ALL ELEVATIONS REFER TO TOP OF MAIN FLOOR SLAB @ +0'4'U.O.N. (SEE CIVIL PLANS FOR ACTUAL ELEVATION). Anthony Lue, FL PE # 47520, Drn: Dveg. File: BOTTOM OF M.B.M. COLUMN BASE PLATES @ +0'-0" (TYPICAL on the date L U.O.N.). e indicated here. S.QBaker TOP OF EXTERIOR COLUMN FOOTINGS @ -2-0 (TYP. U.O.N. . TOP OF INTERIOR COLUMN FOOTINGS @ -0-6 (TYP. U.O.N.) a-d: REF File: 2. CONTRACTOR SHALL COORDINATE STRUCTURAL WORK WITH ARCHITECTURAL, MECHANICAL, PLUMBING &ELECTRICAL Printed copies of this Mike Lue DRAWINGS FOR VERIFICATION OF LOCATIONS & DIMENSIONS OF ALL PROJECT REQUIREMENTS. ANY DISCREPANCIES document are not ` Project No.: Plot File: PARTIAL FOUNDATION PLAN - NORTH END SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECT OR ENGINEER OF RECORD BEFORE PROCEEDING WITH WORK. 332�� _ 1 -0�� 3. ALL DIMENSIONS ARE TO ROUGH OPENING OR CENTERLINE OF STRUCTURE (TYPICAL, UNLESS OTHERWISE NOTED). considered signed & sealed & 21-204 4. SEE ARCHITECTURAL DRAWINGS FOR ANY DIMENSIONS NOT SHOWN. Sheet No.: 5. S.C.: DENOTES Y8"WIDE x%4"x t DEEP SAW CUTS IN SLAB AS SHOWN IN PLAN, TO BE MADE AS SOON AS THE CONCRETE signature must be verified on GA.License HAS HARDENED SUFFICIENTLY ENOUGH TO PREVENT THE AGGREGATE FROM BEING DISLODGED BY THE SAW BLADE. any electronic copies. FL P.E. No.:47755 200 6. W.J.: DENOTES 1/2"VERTICAL CMU WALL JOINT AS SHOWN IN PLAN. SEE TYPICAL CMU WALL JOINT DETAIL. 2022.01.25 09:30:48 -05'00' S- 1 7. I.J.: DENOTES ISOLATION JOINT. FILL WITH PREFORMED JOINT FILLER. Date Signed: 8. E.J.: DENOTES EXPANSION JOINT QWighQC 2021 Donadio&Associat as,Architect s,PA. Project . P Q R T T U V W X y PURSUIT BCA I S 575'-0" New Manufact uri ng 25'-0" 25'-0" 25'-0" 26'-2" 23'-10" 25'-0" 25'-0" 25'-0" 23'-10" 1'-2" EQUAL EQUAL Faci I it y z .L. OF 3/4" BUILD. EXP. JOINT ' 3 (TyP.) D +35 3 9 01 St Lucie Blvd. I F- A F- A F- A F A - F-7A S-3 (TYP - F-7A F-7A - -38 D +36 OHD - F-7A - F-7A F-7A -- 5 -- 5 -- 5 __ 5 --� TSE 24 F_ � � - -1 F - � L --� Ft Pierce FL 34946 L_ ==- -L------------L - __ ---=----1- -1------------J- -----------541 - F-1 - --1 fi-------------� r--____1 i-----� -fi--:----7VERT. � r------------- I I I I I I I I I I 50 19 ---I I -- -- --- --- --- --- JI I DIAGONAL WALL ` #7 45' HAIRPINS w/6'-0" LEGS I I BRACING BY M.B.M. (TYPICAL @ FRAME COLUMNS) 0 I I I I I (TYP. WHERE SHOWN) F J F-5A Key Plan: I I 0 I I I I I FUTURE IN FLOOR WINCH, SEE I I TYP. WINCH PIT PLAN &SECTION i i I +33 0 I I COORD. PIT LOCATIONS w/ � � I -40 OHD N 7 I I EQUIPMENT MANUFACTURER o I I I I L I I I I I I I I rt F-5A I I I I 1 I I I I I I 7'-0" 1 I I I PARTIAL PLANS PARTIAL PLANS I I I NORTH END SOUTH END I I I I I I 10 I I I oo I I o I I I I F-8* F-8* F-8* LO F-8* F-8* F-5* F-5* I I F-5* F-5* F_ -1 F_ -1 F_ -1 F_ -1 F_ -1 Issues: F_ -1 F_ -1 I I F_ -1 r----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 I I I I I I I I S-3 1� I I N 15/21 Foundat ion Permit % I I % I I % I I % I I % % I I I I 6 L-_J L__J 1 1 L_-J L_-J I I I I I I I I I I I II L____J L____J L____J L____J L____J I JF-8A B: 12/10/21 Bid Set C 01/06/22 Rev. JHelical piles / slabs I I I I I I I I D o I I r l S-3 N I I I I I I I RIGID METAL FRAME, Z GIRT, WALL PANELS FUTURE IN FLOOR WINCH, SEE I I I I %`0 x 24" SMOOTH SPEED DOWELS w/ & PURLINS BY METAL BUILDING MANUF. TYP. WINCH PIT PLAN &SECTIONI I N SLEEVE @ 24"o.c. (TYP. @ EXP. JOINTS) (M.B.M. - TYPICAL AS SHOWN U.O.N.) L__J I N 1 1 N F-10 F-5A o 0 w l I w I I I I6" CONCRETE SLAB ON GRADE w/ L I I 4x4 W4.0 x W4.0 W.W.M. OVER 10 1-J[+135I I MIL VAPOR BARRIER ON TREATED S.C.: SAW CUTS @ 15'-0"o.c. I8 D I I 3/4" EXPANSION JOINT w/TSE COMPACTED FILL (TYPICAL U.O.N.) S.C.: SAW MAX.) EQUALLY I I I EACH SIDE AS SHOWN, SEE TOP/SLAB @ +0'-0" (TYP. U.O.N.) SPACED TO AVOID FOOTINGS I I I TYPICAL EXP. JOINT DETAIL AS SHOWN (TYPICAL I I I NOTE: 1 I I OPTIONAL SLAB ON GRADE T H R U O U T ) i o I I REINFORCING MAYBE #4 BARS @ 1 +33 OHD N I I 16"o.c. EA WAY CENTERED INSTEAD I -36 I I OF THE SPECIFIED WIRE MESH I I I I F-6* F-5* I I F-5* F-5* F-7* F-7* F-7* F-7* F-7* F _1I I F_ - 1 1 F_ -1 F_ I I I I I I I I I I I I F-7A % i I I L__J 1 1 L__J L__J I I AL__ I I (TYP.) I I I I I I I I L---_J I I L---J L---J S-3 L---J L---J L---J _� L J Archit ect : _77- I I I I I I I I I I I I 10 0 I I I I I I N N I I I I I I I I I I I I I I I I F-5A 10 D O N A D I O I I , I I I IGo & Associates, Architects P.A. I I _J I I t h Avenue,Suite 308 Mero Beach,FL 32960 I I I I I I .772.794.2929 +33 Fa�x772.562.86 0 I 1 1 _40 OHD License No.AA0002238 I I I vmwdonadio-arch.com I I I o I I I N Consult ant I I I I I -- -- -- F-7A* ❑ OHD F - +33 OHD I ENGINEERING, INC. F-5A* F-5A* I I F-5A* F-5A* ___ ___ ___ S-3 ___ +33 F-5A _I Q -- -- -- -- I I I I I I TSE-24 I I I I I I I I ED - -I ------------- -----� L----- -�_______��- -------------T- --____ -r------------� - ----- ----I- -I------------ - -----------�- 4 Consulting Structural Engineer L-- -- -- -- L _i T�----� ------t--- ------ --- -C--- -----TSE-------L--- -------- -- _� 2030 37th Avenue a 5/8"0 x 24" SMOOTH SPEED a c Vero Beach, Florida 32960 > -38 D +36 OHD %a" EXPANSION JOINT w/TSE DOWELS w/ SLEEVE @ I x Phone: 772.569.1257 Fax: 7 72.569.4041 I EACH SIDE AS SHOWN, SEE 24"o.c. (TYP. @EXP. JOINTS) I W I TYPICAL EXP. JOINT DETAIL CONC. RAMP @ DOOR I I I 1 I `9 , I I N I I I I I I T/FTG @ -2'-3" (TYP.- 1 1 T/FTG @ 44" (TYP. @ EDGE U.O.N.) I - * --* --* -* I �@ EDGE U.O.N.) -I- F7 F-7 F-7 F-7 -I- I � � I � F-7C F-7C I I I I I I I I I I I I 3 I I I I $ I I $ I T/SLAB I $ I I $ I I I I I I I I I I +0'-0" I I I I I I L_ —�— L---J L---J L---J -11— J T/SLAB I I T/SLAB 0'-3" 1 I 1 I -0'-3" N I SL 3" 8" 8" SL 3" j o 0 I I N , W LU U) I In In I N I I I I I I F-713 (-5'-4") -1 1 F-7* F-7* F-7* F-7*1- -1- o0 0 3-3 a o v P-1 1 _ I I I I I I I I I I I F-7C w _ w _ I I G I $ I I $ I oo v� `' _-_ WF 44 -v~i `n ------ -- i I r----------- I 1 1 ---J L---J L---J L--- I i II � I I W.J. ¢ W.J. z I�j-1-- ----- 8" CMU STEM WALL BELOW i j BETWEEN PIERS AS SHOWN, 1 o f I TSE-12 ALL v l I I I F PROVIDE FILLED CELLS w/ U AROUND V 1 1 v I o En ooa 1 CA C6 r = ml I I � S_3 1#5@24o.c., & @EACH PERIMETER g U z 1 i 1 1 END, GROUT ALL CELLS SOLID N I y2" I.J. (TYP.) 1 1 1 1 I I 1 W I ------- W.J. -------- W.J. ~ --� i I I z ' 1 1 1 PORTAL FRAME 1 I 1 1 I I F-5C F-5C F-5C F-5C I F-5C ------------------1----------ail -- -- TSE-2 4 -- -- _F WF 44 I -------------I ------------- ------------- -------------� I-------------� P-1 1 I I I I I I I I I I I --J L-- --J L--J L--J - 8" CMU RETAINING WALL EACH SIDE OF WELL F-5B(-5'-4") T/FTG @ -2'-3" (TYP. 3" NON-SHRINK GROUT (TYP. `O AS SHOWN, HEIGHT VARIES TO 6'-0" MAX. @ EDGE U.O.N.) AL @ ALL PERIMETER COLUMNS ALLAB @ -0'-3" (TYP. L AROUND EDGE (TYPICAL) PROVIDE FILLED CELLS w/ 1#5 @ 24"o.c., @ EA. END &@ EACH SIDE OF JOINT Drawing Title: PAR11AL FCUNDAl1CN PLAN - SOUTH END Reference Nort h 50'-0" 1'-2" 23'-10" 25'-0" 25'-0" 25'-0" 23'-10" 1'-2" LEGEND 300'-0" 125'-0" +-PS F WINDOW & DOOR DESIGN PRESSURES (PSF) -PSF (TYPICAL AS SHOWN) SEE COMPONENT & CLADDING PRESSURES FOR DISTANCES OF T U V W X Y END ZONES FOR EACH BUILDING Drn: Dwg.File: D: DOOR OHD: OVERHEAD DOOR S.C:Baker W:WINDOW L: LOUVER Chd: XBEF File: Q Mike Lue * (1) HELICAL TENSION PILE AS PER PLAN & Project No.: Plot File: SECTS, SEE GENERAL NOTES &FOUND. SCHED. 1 21-204 PARTIAL FOUNDATION PLAN - SOUTH END 3�32 _ 1 '-0" * * (2) HELICAL TENSION PILES AS PER PLAN & Sheet No.: SECTS, SEE GENERAL NOTES &FOUND. SCHED. C.A.License No.:8662 _ SEE NOTES ON SHEET S-1 FL P.E. No.:47520 Dat e Signed: S-2 OWigFC)C 2021 Donadio&Associat es,Archit ect s,P.A. Proj ect ----------- RIGID METAL FRAME, BASE RIGID METAL FRAME, BASE PLATES & ANCHOR BOLTS, C.L. OF COL. &FOOTING I PLATES & ANCHOR BOLTS, PURSUIT BCQATS Z GIRT & WALL PANELS BY Z GIRT & WALL PANELS BY M.B.M. (TYP. AS PER PLAN) M.B.M. (TYP. AS PER PLAN) New Manufact uri ng 34" EXPANSION JOINT AS --- GUARDRAIL, SEE ARCH. C.L. OF COL. & FOOTING -- - HAIRPIN REINF. AS PLAN PLAN, SEE TYPICAL DETAIL--------- -- - HAIRPIN REINF. AS PLAN PLACED AROUND A. BOLTS PLACED AROUND A. BOLTS - - RIGID METAL FRAME, BASE - -------- -8" x 12" CONCRETE BEAM Faci I it y PLATES & ANCHOR BOLTS w/ 2#5 CONT. TOP &BOT. - b" CONCRETE SLAB AS PLAN TSE AS PER PLAN & SCHED. - - b" CONCRETE SLAB AS PLAN BY M.B.M. (TYP. AS PLAN) & #3 TIES @ 2 4"o.c. a TOP/CONC. SLAB A 80 S PLA TOP/GONG. SLAB AS PLA C.L. OF COL. & FOOTING v ° p J PAVEMENT OR SLAB AS PLAN ° ~ ° 9 GRADE °� - ii °•----- --------�--� -°-° a -- -------------- - - °II-, ---a - ° -° --�-g ------- b"CONCRETE SLAB AS PLAN y 3901 St Lucie Blvd. ° ° a w ♦° °• g ° °r HORIZ. 9 ga. LADDER TYPE Q WATERPROOFING 11 ° • I` STEEL JOINT REINFORCING > Ft Pierce FL34946 o a 1 11 ° TSE AS PER PLAN & SCHED. P1 TSE AS PER PLAN &SCHED. TOP/GONG. SLAB AS PLAN° a o °1 11° @ 16 o.c. VERTICAL ° . 4 4 1 L8 CMU WALL AS PLAN #5 STIRRUPS @ 1 2"o.c. #5 STIRRUPS @ 12"o.c. =-- = --� -_=�-- -- 1L-LL - -- ----=-= �-�a�-4 -- GROUT ALL CELLS SOLID TOP/FOOTING AS ° a ACROSS COL. PAD (2 EACH TOP/FOOTING AS ° ° ACROSS COL. PAD(2 EACH �° °° 11 ° -------- - & Y CONC SLAB AS PLAN--- w/#5 VERTICAL @ 24"o.c. • • SIDE OF ANCHOR BOLTS • • • SIDE OF ANCHOR BOLTS °° °11 ° ° ° 1- 4"(TM M.B.M. (TYP. AS PER PLAN) ° Z GI ALL PANELS PLAN & SCHEDULE � ° ° ) PLAN & SCHEDULE 9 ° ) ° ° °°° ° ° ° I I 11 p,) e a°i _--- DOWELS TO MATCH WALL ° ° , °a a ° ° ° 18 ° ° m ° ° g ° ° 18 °° a pi ° CONT WALL PANEL BASE ANGLE ° REINF. (LAP BARS 30" MIN.) ° ° ° ° a 1 °� ° a ° ° ° P ° Ql ° ° ° m ° ° �_ _° ° $ 9 __�-�° ° ° PROVIDE 4#6 x 24" EACH �� Key Plan: "' • ° e • s p ° 3 "' ° ° , ° ° a 3 a r�-� �} 61 ° -1'r lb b CONCRETE SLAB AS PLAN s ° ° a a ° ° i � i r° • • ° i ---- PROVIDE $ ° ° ° ° ° 2 ° ° 2 °�� �� • a° ° • ° Y R Eb a ° CLEANOUT a ° ° ° ° ° ° r�=='° ° ° 12 12 `=-ram-=' s ° ° 12 12 °° i° ° ° • i i UNDE A. PILE AS SHOWN °° ° OPNG. @ EA. FILLED CELL ° ° ° °°° ° °° ° ° ° • Q1 i° E AS PLAN ° ° ° °° "' °� a d° & SCHEDULE m ° i i ° a Q l i • i° ° ° ° i i° a° m i °° i i TOP/GONG. SLAB AS PLAN CONCRETE FOOTING AS W ° i°°i • ° ° W a i ° ° a m PER PLAN & SCHEDULE 7 i °i ° i ° _ ° _° ° °__ 4 _° _° CONCRETE FOOTING AS GRADE -----°-° ---- °-a- TOP/FOOTING VARIES -III- - - - -I —I —I 1= -III—III—III—III—III=1 I—III—I 1- •` ` N/ PER PLAN & SCHEDULE =1 I—III—III—III—III—III—I 1= =1 11=1 11=1 11=1 11=1 11=1 11=1 I I- AS - CONCRETE FOOTING - - - CONCRETE FOOTING °° - -1 1-1 1-1 1-1 1-1 1-1 1-1 -1 1-1 1-111-111-111-111-1 a 1-1 1-1 1-1 1 1 1=1 1=1 1=1 1=1 1 1 W AS PLAN & SCHEDULE —1 1=1 11=1 11=1 11=1 11 ,I W AS PLAN &SCHEDULE o Z_ 1 1-111-111-11 ° °° —I 11—I I -11 1=111-111-11 --- SS5 HELICAL PILES AS PLAN ° 1 - N -111-1 —I ° ° EQ. SPACED & CENTERED ° ° ° IN FOOTING BATTERED 5° ° °° °• PARTIAL PLANS PARTIAL PLANS -- HELICAL PILE AS PLAN w/ HELICAL PILE AS PLAN w/ AS SPECS w/ 8" x 34" x 8" a -TSE AS PLAN &SCHED. NORTH END SOUTH END 10"x 3/4"x 10" GALVANIZED 10"x 3/4"x 10" GALVANIZED WELDED CAP PL, PROVIDE WELDED CAP PLATE w/4#6 WELDED CAP PLATE w/4#6 4#6 x 24" E.W. @ 6"o.c. 1'-011 8" 2'-011 EA. WAY @ 6"o.c., CENTER EA. WAY @ 6"o.c., CENTER 5o CENTERED UNDER EA. PILE W 31-811 IN CONCRETE FOOTING IN CONCRETE FOOTING SECTION A-S3 314" = 1�-0" SECTION B-S3 3i4° = ��-0" SECTION C-S3 3411 = 1 -011 SECTION D-S3 3411 = 1 -011 SECTION E-S3 3�4" _ �1-O" Issues: No.: Date: Description: TYPICAL SECTION @ PERIMETER COLUMN FOOTING PROVIDE HELICAL PILES WHERE NOTED w/ * OR **IN PLAN TYPICAL SECTION @ INTERIOR COLUMN FOOTINGS A: 1115/21 Foundat ion Permit PROVIDE HELICAL PILES WHERE NOTED w/ * OR * *IN PLAN PROVIDE HELICAL PILES WHERE NOTED w/ * OR ** IN PLAN B: 12/10/21 Bid Set HAIRPIN REINF. AS PLAN PLACED AROUND A. BOLTS -- ELEVATION VARIES ----------- -OHD OPENING AS PLAN, b" CONC. SLAB AS PLAN - --------- RIGID METAL FRAME, BASE PROVIDE RECESS IN TSE AS PLATES & ANCHOR BOLTS, PER ARCHITECT (TYPICAL) Z GIRT & WALL PANELS BY 6" CONC. SLAB AS PLAN TOP/SLAB & TSE AS PLAN M.B.M. (TYP. AS PER PLAN) TOP/SLAB & TSE AS PLAN ----- ------ (1) HR. RATED SHAFT WALL, O 12 SCREWS EA PURLIN ROOF PURLINS BY M.B.M. ��•, 11� e • SEE ARCHITECT DRAWINGS 2 # -----=----- —°------ 11 — - --.� a • • -_-__-__ IL I 7�_1111 _ • s /a 0 EXP. BOLTS 48 o.c. ° ° - ° ° ° 3#4 TIES @ 4"o.c. @ TOP a 0 EXP. BOLTS @ 48"o.c. - s @ _ - - 1 - MAX. & @ ENDS BY M.B.M. RIGID METAL FRAME, BASE MAX. & @ ENDS BY M.B.M. ------ ------ Z GIRT & WALL PANELS BY, PLATES & ANCHOR BOLTS, (1) HOUR RATED 6"-18ga. Eir a (3 "EMBEDMENT) - ---- (3/z EMBEDMENT) M.B.M. (TYP. AS PLAN) GIRT° �-- ° Z GIRT & WALL PANELS BY METAL STUD WALL w/ TSE AS PLAN & SCHEDULE =� ��° --- TSE AS PLAN & SCHEDULE, M.B.M. (TYP. AS PLAN) GIRT TO SUPPORT TOP OF CMU ''4"0 TAPCONS @ 1 2"o c STUDS @ 16"o.c. w/ 6"-18 CONT. REINF. THRU PIERS TO SUPPORT TOP OF CMU WALL TO RESIST LATERAL ga. TRACK TOP & BOTTOM TOP/CMU WALL @ +9'-4" TOP/CMU WALL @ +9'-411 WIND LOADS AS SHOWN ---- WALL TO RESIST LATERAL TOP/BEAM @ +9' 4" • Q _ a _ CONNECT TO RIGID FRAME P WIND HORIZ. +180 PLF WIND LOADS AS SHOWN p WIND HORIZ. +180 PLF 8" CMU WALL AS PLAN, w/ ( ° ° ) CONNECT TO RIGID FRAME ) -III=III=III=III #5 VERTICAL @ 24"o.c - --- - CONCRETE PIER P-1 AS PLAN, ------- CONCRETE BEAM AS PLAN HORIZ. 9 go. LADDER TYPE = = = GROUT ALL CELLS SOLID ° ° 1 ° SEE DETAIL THIS SHEET - - - @LOADING DOCK WALLS ° 1 °° a CONCRETE BEAM AS PLAN STEEL JOINT REINFORCING -III=III=III= 8 °° ° I ° CONCRETE BEAM AS PLAN @ 16"o.c. VERTICAL �_ LINE OF 8" CMU WALL ° °l °�„ - --- TRUCK WELL SLAB & FOUND AS 1 =I -I =I b" CONC. SLAB AS PLAN a ° PLAN (BEYOND/FOREGROUND) HORIZ. 9 ga. LADDER TYPE --- BEYOND/FOREGROUND 1 8" CMU WALL &VERT. ° -- ----- 8" CMU WALL &VERT. WALL STEEL JOINT REINFORCING %z" ISOLATION JOINT AS ° -°--°� a WALL REINF. AS PLAN - REINFORCING AS PLAN @ 16"o.c. VERTICAL - -- 8" CMU WALL &VERTICAL PLAN, SEE TYPICAL DETAIL - I -HAIRPIN REINFORCING Architect : SL TRENCH DRAIN SL ° , ___ _ _ _ _ _ _ _ _ _ WALL REINF. AS PER PLAN - AS PER PLAN °1° °°° PLACED AROUND ANCHOR , L V ° ° _ ° -°--� °- I I - BOLTS AS PLAN '2" ISOLATION JOINT AS d L — J PROVIDE CLEAN OUT -- b" CONCRETE �- - - -- ---�� o ° OPNG. EA. FILLED CELL - PLAN, SEE TYPICAL DETAIL �i 8 a - -b"CONCRETE SLAB AS PLAN SLAB AS PLAN PROVIDE CLEAN OUT --- DOWELS TO MATCH WALL o - -- _ ' ° ° ' - - - - J TOP CONC. SLAB AS PLAN OPNG. EACH FILLED CELL REINF. (LAP BARS 30" MIN.) TOP/FOOTING F� 1- � -- - - - - / TOP/CONC. SLAB AS PLAN ° ° AS PLAN ------� --------- ---- CONCRETE SLAB AS PLAN -- _ _ ____ _ OP/CONC. SLAB VARIES __ °_ °< ° PAVEMENT •°r1 ° • ° a ° °• -ate-��Q b b °It -------- a 4 4 ° TOP/SLAB & FTG. AS PLAN D O N A D I O °° °° °°° ° ° b" MIN. CONC. SLAB AROUND ° ---�- ------TRENCH DRAIN w/ 3#5 L.W. & CONCRETE FOOTING AS o ? ° ° o ° ° & Associates, Architects P.A. • ° PER PLAN & SCHEDULE 1J ll 20019thAven Suite308 Mer° #5 @ 24"o.c. S.W. BOTTOM g • ° ° ° �a TSE AS PLAN & SCHEDULE TSE AS PLAN p ° "� FL ° ° s ° a ° CONCRETE SLAB i & SCHEDULE ° eisnz9 z929 8 TSE AS PLAN °° ° ° ° ° • @ TSE AS PLAN • • ° MWF AS PLAN & SCHED. License 2.AA00 00 ° ° ° ° °° � ° ° ° L4j License No.AA0002238 w�nw.donadio-arch.com 2'-011 8" 1'-0" CONC. FOOTING AS PLAN 3'-811 W W W W Consult ant SECTION F-S3 34" = 11-011 SECTION G-S3 3411 = 11-011 SECTION H-S3 3411 = 11-011 SECTION I-S3 3�41� _ -oil SECTION J-S3 3411 = 11-0° M....ii ENGINEERING, INC. Consulting Structural Engineer 2030 37th Avenue Vero Beach, Florida 32960 Phone: 772.569.1257 Fax: 772.569.4041 b'-10" FOOTING 8" 5'-6"WENCH PIT 811 -------- b" CONC. SLAB AS PLAN -- 1 6" DEEP FOOTING - ---- RECESS IN SLAB FOR STL. FILLED CELL AS PLAN AS PLAN &SCHEDULE CABLE BAR GRATING & COVER EACH SIDE OF JOINT PLATE, TYPICAL ALL SIDES °° - - ---2'-0" _ _ _ i _ _ _ _ _ ___ _ SEE ENLARGED DETAIL • � ° PREFORMED JOINT FILLER r - co TOP/SLAB AS PER PLAN ------------- GALV. PL 14" x 2" x CONT., z • ° ° ° ° ° WELD TO L (TYP. ALL AROUND) p TOOLED POLYURETHANE I I ° - ------ P-1: CONC. PIER AS PLAN WINCH ASSEMBLY ! ° -- STEEL BAR GRATING & w/ 16 #7 VERT. & (2) #4 BACKING ROD � o. °° COVER PLATE �s"THK. STEEL DIAMOND PLATE °i° ° • TIES @ 8"o.c. VERTICAL ° ` Z = I I a� FLUSH WITH TOP OF SLAB V I I 8" CONCRETE WALL ALL lop o • - 8" CMU STEM WALL AS m :1 R °° c., ° CMU WALL AS PLAN -- --- `u_ • 1 2"o.c. VERT. & #5 @ - TERMINATE HORIZ. WALL = I I b o.c. HORIZ. CENTERED ,° PLAN, PROVIDE FILLED - v o • • CELL w/ 1#5 @ END AS REINFORCING @ JOINT M N I DRUM I ° ° g ° 19-W-4 STEEL BAR GRATING 4 t• SHOWN, SEE SECT. D-S5 I I • Po L3' w/ 2 x �6 BEARING BARS, • ° • • • °° I BAR GRATING SPAN I 3 CONCRETE FOOTING AS SPAN AS SHOWN IN PLAN TYPICAL CMU WALL JOINT DETAIL � 2 - O I 21 DEEP WINCH PIT AS PLAN (TYPICAL x 2) I ° • ° Q •�° PER PLAN & SCHEDULE °° ° %z"s� x 5"3L'ONG H/4STUDS @ 1 u _ 1_ a o0 OPEN HEAD JOINT IN CMU, POUR PIER INTEGRAL w/ � , L - - - - - - - - - - - - - - - - - - - - - - - - - - - - J ° ° a° 16"o.c. (TYP. ALL AROUND) CMU (TYPICAL EACH SIDE) NOTES: 1. 2 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. TYPICAL P-1 PIER DETAIL 3411 _ 1 '—O" 4. ALIGN MASONRY HEAD JOINTS IN BOND BEAM WITH WALL JOINT. TYPICAL WINCH PIT PLAN 34" = 11-011 TYP. SECTION THRU WINCH PIT 3411 — 1 1-0 11 ENLARGED PIT RECESS 1i2" _ ��-0" 5. ALIGN STUCCO JOINTS WITH WALL JOINTS. NOTE: WINCH & PIT TO BE FIELD LOCATED TO ALIGN CABLE &DRUM WITH TRAVEL IN BAY NOTE: SEE CLOSE UP DETAIL FOR INFORMATION NOT SHOWN Drawing Tit le: SEC11CNS & DETAILS Reference Nort h Drn: D,&g. File: S.QBaker Chd: XREF Filer Mike Lue Project No.: Plot File. 21-204 GA.License No.:8662 Shed No.. FL P.E. No.:47520 Dat a Signed: S-3 Copyrights 2021,Donadio&Associat es,Archit ect s,P.A. PROVIDE BACKER ROD - CONT. GALV. L 2"x 2"X 3/6" of eCt 'a" WIDE x''4 (T) DEEP SAW CUT AS CONC. SLAB & - CONC. SLAB & --- PLAN, SAW CUTS SHALL BE MADE REINF. AS PLAN REINF. AS PLAN PURSUIT I & TOOLED NP - 1 34" EXPJT w/ �"lZ3H. STUDSx4" @ IT ^ SEALANT @ EXP. JOINTS 24"o.c. EA. SIDE OF JOINT Y2" I.J. AS SOON AS CONCRETE HAS I VRSU I CATS z ' FORMED JOINT & FILL w/ HARDENED SUFFICIENTLY ENOUGH U') g PROVIDE BACKER ROD & 1 " New Manufact EXTEND BARS 12"THROUGH 3 z x b DECK O FOAM TO PREVENT AGGREGATE FROM w url a EXP. JOINT CONT. GALV. L 2 x 2 x i6 EXPANSION JOINT FILLER N w ��� � � i 'a —°— — ——— — — ng TOOLED NP-1 SEALANT BEING DISLODGED BY SAW BLADEL ° '� TSE AS PLAN &SCHED.- EXPANSION JOINT ONE w/'z"O HEADED STUDS x 4" •` _ GRADE / ° @ EXPANSION JOINTS %"CONSTJT. i • ° •° SIDE INTO 12" PVC SLEEVE @ 24"o.c. EACH SIDE OF ------ —� — °° s8"O x 24" LONG SMOOTH JOINT (TYPICAL ONLY @ '2"0 x 1 b' LONG SMOOTH - FILL JOINT w/ PREFORMED ° � -- s-----=-�=---- �-- � _ _ �—_ 1�__���_���_���_���— I' Faci l it y -� ° SPEED DOWELS @ 24"o.c. INTERIOR EXP. JOINTS) DOWELS @ 24"o.c. RUBBER JOINT FILLER ° III III=III III=III_ - THICKENED SLAB THICKENED SLAB L ° a -III—III—III—III STEP AS PLAN —III=III—' EDGE AS PLAN ----� — ° °° —�°---�—�-- iI=III— �' ° m a ° ae ° ° — — --- W � -- a°° ° I TYPICAL ISOLATION _°� ° - -- - � °— --- °- ° ° ° W JOINT (I.J.) DETAIL NO SCALE TYPICAL SAW CUT DETAIL NO SCALE TYPICAL SLAB STEP 341' = 1 1-0 11 TYPICAL TSE 34 = 1.-0 3901 St Lucie Blvd. TERMINATE REINF. ONE SIDE ° Po THICKENED SLAB EDGE Ft Pierce FL34946 12" OF EXP. JOINT AS SHOWN TSE AS PER PLAN & SCHED. EACH SIDE OF EXP. JOINT --TSE AS PLAN & SCHEDULE - EA. SIDE OF CONST. JOINT TYP. EXP. JOINT DETAIL @ TSE NO SCALE TYP. EXP. JOINT DETAIL @ SLAB NO SCALE TYPICAL CONST. JOINT DETAIL NO SCALE RIGID METAL FRAME HSS STAIR OR PRE-ENGR'D - -C.L. OF COL. & FOOTING COL.AS PLAN BY M.B.M. Key Plan: METAL BUILDING MEZZ COLUMN AS PLAN HAIRPIN REINF. PLACED AROUND ANCH. BOLTS AS PLAN3" NOWSHRINK A P Y TSE AS PLAN &SCHED. - HSS COLUMN AS PLAN, - C.L. OF STL. COL. & FOOTING b" CONCRETE SLAB AS PLAN GROUT AS PLAN - b" CONCRETE 7 BASE & CAP PLATE AS SLAB AS PLAN TIES AS PER SCHEDULE PER NOTES & DETAIL, ------ TOP/CONC. SLAB AS PLAN PAVEMENT I SLOPE ° ° ° 1 °° ° _ a ° ° ° a 1''2" NONSHRINK GROUT l � - °CO°NCRETE FOOTING AS PLAN a 0 ° - °- -- •a-° sI --° -~ - ----^- --- =-�--- L-- -2"CLEAR° I ° i I °l30" LAP °° e < ° (IN FULL BED) � a TOP/FOOTING AS PLAN d ° ° TOP/FOOTING AS PLAN a° °° ° i °° ° ° ° °° PARTIA L4 4 PLAN PARTIAL PLANS °00 (D4 ° NORTH END SOUTH ENDc ° ° CONC. FOOTING TSE AS PLAN &SCHED t s PAVEMENT °z °° a ° AS PLAN ° °o � °° ° �1 EE aT T OSL°° S ° °a° A REQUIRED BY CODE °DEEPEN FTG. 12" BELOW ° PROVIDE "Z" BARS ° & WIDER THAN ALL PIPE MATCH & LAP FOOTING Issues: PENETRATIONS (TYPICAL) PR REINF IN DEEPENED FTG- - WORL WU MATCH & LAP FOOTING W OR L Q I VIJ.: Dat e: Diescript ion: 12" `'' REINF IN DEEPENED FTG 16 A: 11115/21 Foundat ion Permit TYPICAL INTERIOR MEZZANINE TYPICAL METAL BUILDING B: 12/10/21 Bid Set TYPICAL FOOTING DETAIL @ PLUMBING LINES NO SCALE TYPICAL STEPPED FOOTING DETAIL NO SCALE TYPICAL EXTERIOR STAIR STEEL COLUMN 3411 = 1 1-0 11 & STAIR STEEL COLUMN 3411 = 1 1-0 11 COLUMN @ SLOPED SLAB V-0" Q 0 N06/22 Fev. Helical piles / slabs GALV. BAR GRATING AS PLAN, 2"THICK CONC. FILLED 12 Ga STEEL ATTACH TO STRINGER EACH END PANS & LANDING AS PLAN, ATTACH w/ L 1 Y4" x 1 Y4" x Y4" WELD TO TO STRINGER EACH END w/ L 1 Ya"x 1 C12x20.7 STRINGERS & FRAMING Y4" x Y4", WELD TO STRINGERS & PANS STRINGER w/3�6" FILLET WELD ALL �,�' - C 12x20.7 STRINGERS AS PLAN w/3/6" FILLET WELD ALL AROUND (TYP.) ,�'� AS PLAN, PROVIDE Y4" FILLET WELDS AROUND (TYPICAL) ALL AROUND @ ALL CONNECTIONS L 3"x 3"x Y4"x 0'-8"w/(2)3/4"0 EXP. BOLTS ' EACH STRINGER (5" EMBED.) WELD TO ---- L 3"x 3"x Y4"x 0'-8"w/(2)34"0 EXP. BOLTS END PL STRINGER w/Y4" FILLET WELD ALL AROUND EACH. STRINGER (5" EMBED.) WELD TO Ys" END PL STRINGER w/'4" FILLET WELD ALL AROUND ° dl ° a Q a ° ° i I °` ° °�; • ° ° • --PAVEMENT CONCRETE SLAB OR GRADE AS PLAN °° ° ° W - - CONCRETE FOOTING AS PLAN 7--- WCONCRETE FOOTING AS PLAN Archit ect : EXTERIOR STEEL STAIR 34 = 1 '-0 INTERIOR STEEL STAIR 34, = 1 '-0 NOTE: ALL EXTERIOR STEEL STAIR ASSEMBLY&FASTENERS TO BE HOT-DIPPED GALVANIZED 5'-011 D ONAD I O & Associates, Architects P.A. 20019t h Avenue,Suite 308 Mero Beach,FL 32960 Tel.772.794.2929 W 12x14 Fax772.562.8600 License No.AA0002238 vmw.donadio-arch.com Consult ant I I C8x1 1.5 X X ENGINEERING, INC. 9 N — N 3 Consulting Structural Engineer 1 2030 37th Avenue Vero Beach, Florida 32960 Phone: 772.569.1257 Fax: 772.569.4041 W12x14 I I 1 0'-0" 6" 0 I I o N N W12x14 N N U U 0 I I I I I I X r r X _ N X X N 3 U U I I I I I I W12x14 W12x14 v v I I I I o N C8X11� N u7 � � -- EXTEND &ATTACH W12x14 TO WEB W12x14 OF METAL BUILDING COLUMN w/PL _ 5"x 3/a"x 9"w/(3) 3/a"0 A325 BOLTS - 0 0 O N N N N U U U U I I I I I Drawing Tit le: I SEC11CNS & DETAILS 0 O N N EXTERIOR STEEL STAIR CONSTRUCTION U U INTERIOR STEEL STAIR CONSTRUCTION Werence Nat h W12X14 EXTERIOR STAIR ASSEMBLY SHALL BE HOT-DIPPED GALVANIZED I I PAINTED w/CORROSION INHIBITOR, FINAL PAINT AS SPECIFIED BY ARCHITECT COLUMNS .............. HSS 3Y2"X 3Y2"X Ya" (TYPICAL x 8 AS PLAN) SEE STEEL COLUMN COLUMNS .............. HSS 31/2"X 3y2"X Y4" (TYPICAL X 8 AS PLAN) SEE STEEL COLUMN �? SCHEDULE &BASE &CAP PLATE DETAILS SCHEDULE & BASE &CAP PLATE DETAILS N 1 X I X I I N BEAMS ....................W12X14 AS PLAN BEAMS .................... W12X14 AS PLAN Drn: Dveg. File: 3 U U STRINGERS .............. C12X20.7 AS PLAN 1 I STRINGERS .............. C12x20.7 AS PLAN S.C:Baker LANDINGS .............. 1y4"X 3/6"GALVANIZED BAR GRATING WELDED &BANDED LANDINGS .............. 4" CONCRETE SLAB w/bxb W1.4 x W1.4 W.W.F. ON 1'2-22ga. Chd: X'FEF Filer OVER C8X11.5 JOISTS AS PLAN GALVANIZED FORM DECK OVER C8x1 1.5 JOISTS AS PLAN Mike Lue TREADS & RISERS ..... IY4"X 3/6"GALVANIZED BAR GRATING WELDED &BANDED TREADS .................. 12ga. BENT PLATE CONCRETE FILLED PANS Project No.: Plot File: HANDRAILS ............. SEE ARCHITECTURAL PLANS q RISERS .................... 12ga. BENT PLATE HANDRAILS ............. SEE ARCHITECTURAL PLANS 21-204 W12x14 Shed No.: C.A.License No.:8662 FL P.E. No.:47520 EXTERIOR STEEL STAIR PLAN 3811 = 1 1-0 11 INTERIOR STEEL STAIR PLAN 3$" = 1'-0" Date Signed: S-4 Copyrights 2021,Donadio&Associat es,Archit ect s,P.A. Project : 3" --- CONCRETE COLUMN OR CMU WALL COMPONENT AND CLADDING PRESSURES (asd) CRANE LOADS DESIGN CRITERIA STRUCTURAL NOTES PURSUIT BCATS w/FILLED CELL AS PLAN IMPACT 10% LIFTED LOAD THE FLORIDA BUILDING CODE, 7th EDITION (2020) 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES PRIOR TO EFFECTIVE AREA(SQUARE FEET) HORIZONTAL 20% LIFTED LOAD CONSTRUCTION. New Manufact UIr i Ng ZONE LONGITUDINAL LOAD 20% MAX WHEEL LOAD ROOF LOADS 2. ALL CONSTRUCTION SHALL BE BRACED AND SHORED BY THE CONTRACTOR AS REQUIRED TO SAFELY PERFORM THE WORK. 0 < 10 11 < 20 21 < 50 51 < 100 DEAD ..... 2 PSF (AS PER MBM) 3. ALL DOORS, WINDOWS AND HARDWARE MUST BE DESIGNED AND CERTIFIED TO WITHSTAND THE DESIGN WIND PRESSURES Faci I it y 1 +16 -62 +15 -58 +13 -52 +12 -48 PULL FLIP A: COLLATERAL LOAD ...................................10 PSF NOTED IN THIS DOCUMENT AND GLAZED OPENINGS SHALL BE IMPACT RESISTANT AS REQ. BY THE FLORIDA BUILDING CODE. STEEL JAMB AS PER METAL o 1' +16 -35 +15 -35 +13 -35 +12 -35 (2) 10 TON TOP RUNNING BRIDGE CRANE SPAN 50 FT LIVE ......................................................... 20 PSF 4. THE MINIMUM STRUCTURAL SUBMITTALS SHALL BE AS PER SPECS AND AS FOLLOWS: BUILDING MANUFACTURER - m i O (3) 5 TON HOISTS EACH BRIDGE a. CONCRETE MIX DESIGNS w i 2 +16 -81 +15 -76 +13 -69 +12 -64 BRIDGE WEIGHT 9,056 LBS MEZZANINE LOADS b. MASONRY&ACCESSORIES 3 +16 -111 1 +15 -100 +13 -87 +12 -76 HOIST WEIGHT 443 LBS DEAD .......................................... (AS PER MBM) c. REINFORCEMENT LIFT CAPACITY 2 x 10,000 = 20,000 LBS LIVE d. STRUCTURAL STEEL 3901 St Lucie Blvd. 4 +39 42 +37 40 +35 -38 +33 -36 OFFICES...........................................50 PSF e. LIGHT GAGE METAL FRAMING SIGNED &SEALED --- CONT. P.T. 2x6 PLATE @ JAMB w/5's"QS Q TYP. EA. --- LDT @ 24"o.c. w/ WASHERS (4" 5 52 48 44 40 PULL FLIP B: PARTITIONS.......................................15 PSF f. PRE-ENGINEERED METAL BUILDING SIGNED &SEALED Ft Pierce FL 34946 1/8 3"@12" JAMB EMBED.) PROVIDE ONE BOLT WITHIN b" 1/1' -58 -55 -53 _52 (2) 4 TON TOP RUNNING BRIDGE CRANE SPAN 50 FT STAIRS .......................................... 100 PSF g. CRANE EQUIPMENT&SUPPORTS SIGNED &SEALED FROM THE TOP & BOT. OF JAMB PLATE (3) 2 TON HOISTS EACH BRIDGE h. HELICAL PILE CERTIFICATION SIGNED &SEALED DOOR HARDWARE ATTACHMENT U_ OPTIONAL PLUG 2 -75 -69 -59 -52 BRIDGE WEIGHT 5,470 LBS INTERIOR PARTITION LATERAL LOAD ................ 5 PSF BY DOOR MANUFACTURER -- WELD ALL BOLT ---- DOOR HARDWARE ATTACHMENT TO � HOLES 2x6 BY DOOR MANUFACTURER 3 105 -93 -77 HOIST WEIGHT 245 LBS FOUNDATION -64 LIFT CAPACITY 2 x 4,000 LBS = 8,000 LBS WIND LOADS PER ASCE 7 1. FOUNDATIONS ARE DESIGNED BASED ON AN ALLOWABLE BEARING PRESSURE OF 2,500 PSF. NOTES: WIND SPEED REGION V(ult) ..................... 160 MPH 2. CONTRACTOR SHALL VERIFY THAT THE MIN. COMPACTION OF 95% OF ITS MODIFIED PROCTOR IN ACCORDANCE WITH ASTM 1. END TYPICAL OVERHEAD DOOR JAMB TYPICAL OVERHEAD DOOR JAMB 2. ROOFONE 5 ZONES: WITHIN A18SFANCE OF (a)=14 FT. FROM CORNERS ( )2T LINE A:TON OP RUNNING BRIDGE CRANE SPAN 50 FT WIND BORNE DEBRIS REGION "' 124 MPH 3. OOTINGSOBTAINED PRIOR TO SHALL BE PLACED NOOTING &SLAB COMPACTED SOIL FREE ENT. REFER OF ORGANIC OLL R REPORT. Key Plan: ATTACHMENT TO METAL FRAME 11211 = 1'-0" ATTACHMENT TO CMU 11211 _ 1 '-0" 0.2h = 6 FT. (2) 1 TON HOISTS EACH BRIDGE ENCLOSED STRUCTURE 4. REFER TO SOILS INVESTIGATIVE REPORT BY ARDAMAN &ASSOCIATES INC. REPORT NO. 21-5487 DATED AUGUST 26, 2021 FOR 3. ROOF PITCH: 0.5:12 BRIDGE WEIGHT 4,953 LBS BUILDING RISK CATEGORY ................................... II ALL SITE PREPARATION REQUIREMENTS. 1. OVERHEAD DOORS SHALL BE DESIGNED, MANUFACTURED, INSTALLED & 1. OVERHEAD DOORS SHALL BE DESIGNED, MANUFACTURED, INSTALLED & HOIST WEIGHT 170 LBS BUILDING DESIGN HEIGHT .......................... <30 FT. 5. FINAL FOUNDATION SIZES SHALL BE REVIEWED AND VERIFIED BY ENGINEER OF RECORD UPON SUBMITTAL OF FINAL PRE- T T Y CERTIFIED TO WITHSTAND A DESIGN WIND PRESSURE AS SHOWN IN PLAN. CERTIFIED TO WITHSTAND A DESIGN WIND PRESSURE AS SHOWN IN PLAN. LIFT CAPACITY 2 x 2,000 LBS = 4,000 LBS ROOF PITCH ................................................ 0.5:12 ENGINEERED METAL BUILDING REACTIONS PRIOR TO CONSTRUCTION. 2. REFER TO MANUF. CONNECTION REQUIREMENTS IF MORE STRINGENT. 2. REFER TO MANUF. CONNECTION REQUIREMENTS IF MORE STRINGENT. INTERNAL PRESSURE COEFF .......................... ±0.18 7 HELICAL PILES BOAT LINE B: EXPOSURE .......................................................... C 1. HELICAL PILES AND COMPONENTS SHALL BE MANUFACTURED BY HELICAL ANCHORS INC. OR APPROVED EQUAL. (1) 2 TON TOP RUNNING BRIDGE CRANE SPAN 50 FT HEIGHT &EXPOSURE COEFF ........................... 1.40 2, ALL COMPONENTS SHALL BE HOT DIP GALVANIZED PER ASTM Al 53 (LATEST REVISION). (2) 1 TON HOISTS 3. HELICAL PILES SHALL BE INSTALLED BY A QUALIFIED INSTALLER APPROVED BY THE PRODUCT MANUFACTURER. BRIDGE WEIGHT 4,953 LBS 4. MATERIAL SPECIFICATIONS: 12"o.c. 4 3 HOIST WEIGHT 170 LBS BRACKET BODY: PER ASTM A36 AND ASTM A570 GRADE 50 (D -- SHAFT:CAPACITY 2 x 2,000 LBS = 4,000 LBS SHAFT: 2-7/8" ROUND 50 KSI AND GALVANIZED PER ASTM Al 53 (TYP.) (TYP.) I HELIXES 3'8" MIN THICK ASTM A572 OR Al 018 MINIMUM YIELD STRENGTH 50 KSI 0 TRUCK LOADING: BOLTS: HEX HEAD BOLT A325 PARTIAL PLANS PARTIAL PLANS(2) 10 TON TOP RUNNING BRIDGE CRANE SPAN 25 FT 5. THE HELICAL PILES SPECIFIED SHALL HAVE THE FOLLOWING ULTIMATE CAPACITY: NORTH END SOUTH END 4 QS S.S. TAPCONS INTO (2) 5 TON HOISTS EACH BRIDGE P(ULT) = 117 KIPS MAXIMUM INSTALLATION TORQUE RATING = 13,000 FT-LBS FILLED CELL OR CONCRETE COL. w/ 134" EMBED (TYP.) 4� BRIDGE WEIGHT 3,796 LBS 6. THE HELICAL PILES SPECIFIED SHALL BE INSTALLED TO DEVELOP THE FOLLOWING MINIMUM TENSILE WORKING LOADS: ® HOIST WEIGHT 443 LBS P(WORKING) = 40 KIPS TENSION MINIMUM TORQUE RATING = 9,000 FT-LBS LIFT CAPACITY 2 x 10,000 LBS = 20,000 LBS 7. THE MINIMUM HELIX DIAMETERS SHALL BE 10, 12 & 14 INCHES RESPECTIVELY. 0 0 8. THE INSTALLER SHALL REVIEW THE SOILS INVESTIGATIVE REPORT TO DETERMINE THE REQUIRED MIN. REQUIRED DEPTH NEEDED Issues: - P.T. BUCK AS REQUIRED BY PRODUCT LAUNCH: TO ACHIEVE THE RATED CAPACITIES INDICATED IN PLAN. No.: Dat e: Descript ion: DOOR OR WINDOW MFG. (2) 10 TON TOP RUNNING BRIDGE CRANE SPAN 50 FT 9. HELICAL PILES SHALL BE INSTALLED AT THE MIN. DEPTH OF 40 FEET UNLESS THE TORQUE HAS BEEN ACHIEVED AT A SHALLOWER #14 SELF TAPPING SELF - - A: 1'V15/21 Foundation Permit DRILLING S.S. SCREWS �. a � (2) 5 TON HOISTS EACH BRIDGE DEPTH. BRIDGE WEIGHT 9,056 LBS 10. INSTALLATION SHALL BE MONITORED AND CERTIFIED BY AN INDEPENDENT ENGINEER STATING THE THAT THE INSTALLATION IS IN B: 12/10/21 Bid Set @ 12"o.c. (MINIMUM 3 HOIST WEIGHT 443 LBS COMPLIANCE WITH THE DESIGN FASTENERS PER SIDE) DOCUMENTS. SUBMIT PILE LOG WITH CERTIFICATION PRIOR TO PLACING FOUNDATIONS. ' ' --- - PROVIDE 8" x 8" CONCRETE 0.6h LIFT CAPACITY 2 x 10,000 LBS = 20,000 LBS 11. THE CAPACITY OF THE HELICAL SYSTEM IS A FUNCTION OF MANY ELEMENTS NOT LIMITED TO THE CAP BRACKET, PIER SHAFT, Q O'V06/22 Rev. 1.I-IeIICaI piles / slabs CAP w/ 1#5 CONT. BELOW _C HELIXES AND BEARING STRATA AS WELL AS THE QUALITY OF PIER INSTALLATION. ALL WINDOW OPENINGS o NOTES: 12. THE MINIMUM CAP PLATE SIZE SHALL BE 58"x10"xl0" AND SHALL BE WELDED TO THE HELICAL PILE SHAFT TO DEVELOP THE _ 1 �0 3 3 3 3 1. THE DESIGN OF THE PRE-ENGINEERED METAL BUILDING COLUMNS - - - - - - - - 0 0 RATED DESIGN TENSION LOADS. SHALL CONSIDER THE FOLLOWING MAXIMUM LOADING CONDITIONS. ,0O CONCRETE 0.2h 2. LOADING SHALL ACCOUNT FOR TWO BRIDGE CRANES 1. CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF A.C.I. 301 "SPECIFICATIONS FOR STRUCTURAL CONCURRENTLY EACH BAY, TYPICAL 0 3. BRIDGE CRANES WITH (3) HOISTS, ONLY(2) HOISTS WILL BE PERMITTED CONCRETE FOR BUILDINGS"AND A.C.I. 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE. TYPICAL WINDOW & DOOR TYPICAL WINDOW & DOOR TO BE USED AT ANY ONE TIME. 2. THE MINIMUM CONCRETE 28 DAY COMPRESSIVE STRENGTHS SHALL BE AS FOLLOWS: BUCK ATTACHMENT DETAIL 3 " - '_ " 3 �� - �_ �� O.bh 0.6h 0 FOUNDATIONS ....................................... 3000 PSI SLUMP 5"±1" W/C = 0.5 AGGREGATE SIZE 3/a" 4 - 0 ATTACHMENT DET. TO METAL 4 - 0 SLAB ON GRADE .................................... 4000 PSI SLUMP 5"±1" W/C = 0.4 AGGREGATE SIZE 314" NOTES: DOORS &WINDOWS SHALL BE DESIGNED, MANUFACTURED, INSTALLED & 0 0 0 0 0 0 �2 FOUNDATION SCHEDULE + 33!, Q 1. WINDOW & DOOR PERIMETERS SHALL BE WATERTIGHT. PROVIDE AN APPLICABLE APPROVED WATER CERTIFIED TO WITHSTAND THE MIN. DESIGN WIND PRESSURES AS NOTED ELEVATED MEZZANINE SLAB...................... 4000 PSI SLUMP 5"±1" W/C = 0.45 AGGREGATE SIZE a' SEE NOTE 10 PROOF SEALANT IN COMPLIANCE w/AAMA 714. (1) COAT BEFORE INSTALLING BUCKS &(1) COAT IN PLAN &SHALL BE IMPACT RATED. 10 MASONRY GROUT .................................. 3000 PSI SLUMP 10"±1" W/C = N/A AGGREGATE SIZE N/A AFTER BUCK INSTALLATION. T/FTG SIZE BOT. REINF. TOP REINF. REMARKS 3. REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A615 GRADE 60. 2. USING STRUCTURAL WOOD BUCK: 0 0 3 3 3 `J MARK ELEV D x W x L L.W. S.W. L.W. S.W. 4. WELDED WIRE FABRIC SHALL BE IN ACCORDANCE WITH ASTM Al 85 AND SHALL BE ADEQUATELY SUPPORTED AT 36" o.c. E.W. THE MINIMUM STRUCTURAL WOOD BUCK SHALL BE 1 z THICK ATTACHED TO GROUTED MASONRY OR 3 5. THE MINIMUM CONCRETE COVERAGES SHALL BE AS FOLLOWS: CONCRETE w/�114"O CORROSION RESISTANT TAPCONS AS SHOWN. FASTEN DOOR &WINDOWS TO I TSS-8 AS PLAN 8"x 8"x CONT. 1#5 THICKENED SLAB STEP CAST AGAINST EARTH....3" EXPOSED TO WEATHER.... 1-1/2" FORMED SURFACES....1" BUCK w/MIN.''4"O STAINLESS STEEL WOOD SCREWS AS PER NOA. 3. NO STRUCTURAL BUCK: � U � TSE-12 AS PLAN 12"x 12"x CONT. 2#5 THICKENED SLAB EDGE b. PROVIDE 90°CORNER LAP SPLICES AT ALL INTERSECTIONS. THE WINDOW &DOORS SHALL BE FASTENED DIRECTLY TO THE GROUTED MASONRY OR CONCRETE 0 7. THE MINIMUM LAP SPLICE SHALL BE 30 BAR DIAMETERS OR AS NOTED IN SCHEDULE. w/ CORROSION CORROSION RESISTANT TAPCONS AS SHOWN OR AS PER NOA. 3 3 3 3 0 3 3 TSE-24 AS PLAN 24"x 24"x CONT. 3#5 TOP&BOT. w/#4 TIES @ 24"o.c. THICKENED SLAB EDGE 8. CONCRETE SHALL BE TESTED BY AN INDEPENDENT TESTING LABORATORY IN ACCORDANCE WITH ASTM C39. A MINIMUM OF N (5) TEST CYLINDERS SHALL BE TAKEN FOR EACH POUR, AND ADDITIONAL SETS FOR EVERY 50 CUBIC YARDS OF POUR. 0 CYLINDERS SHALL BE TESTED AS FOLLOWS: 0.6h MWF-24 +0'-0" 12"x 24"x CONT. 3#5 #5 @ 32" MONOLITHIC WALL FOOTING 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) MF-2 +0'-0" 12"x 24"x 60" 3#6 6#6 MONOLITHIC STAIR LANDING FOOTING 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. COMPONENT AND CLADDING PRESSURE ZONES NO SCALE U.O.N. AND AT ALL RE-ENTRANT CORNERS. SAW CUTS SHALL BE 1/4 OF THE SLAB DEPTH AND SHALL BE PERFORMED AS SOON L 8"-18ga "C" MF 4 +0' 0" 24"x 48"x 48" 5#b 5#b 5#b 5#b MONOLITHIC COL FOOTING AS THE CONCRETE HAS HARDENED SUFFICIENTLY ENOUGH TO PREVENT THE AGGREGATE FROM BEING DISLODGED BY THE Archit ect: NOTES: SAW BLADE. THIS IS AN EFFORT TO CONTROL THE STRESSES, AN INHERENT PROPERTY OF CONCRETE WHICH SOMETIMES RESULTS ' I 1. PRESSURES ARE IN ALLOWABLE STRESS DESIGN (asd) FOR WINDOWS, DOORS, ROOF, WALLS AND ALL OTHER BUILDING IN CRACKS, WHICH IS NOT UNCOMMON. ROOF "Z" PURLINS COMPONENTS AND CLADDING. 10. THE ELEVATED MEZZANINE SLAB SHALL BE A 4'z" MIN THICK CONCRETE SLAB (INCLUDING THE METAL FORM DECK PROVIDED Q "Z" GIRT BY M.B.M.- --' 8"-18ga "C„ BY M.B.M. --- -- 2. POSITIVE PRESSURES INDICATE PRESSURES ACTING TOWARD A PROJECTED SURFACE. NEGATIVE PRESSURES INDICATED PRESSURES WF-44 AS PLAN 16"x 44"x CONT. 4#5 #5 @ 24" 4#5 #5 @ 24" STEM WALL FOOTING AT TRUCK WELL BY THE PRE ENGR'D METAL BUILDING MANUF)WITH 4x4 W4.OxW4.0 WWF SHEETS. PROVIDE SAW CUTS ALONG ALL COLUMN ACTING AWAY FROM A PROJECTED SURFACE. U U a a 3. NET DESIGN ROOF PRESSURES SHALL BE CALCULATED USING SELF WEIGHT OF MATERIALS. LINES IN BOTH DIRECTIONS. CO °° CONCRETE MASONRY 00 00 00 00 1. CONCRETE MASONRY WORK SHALL BE IN ACCORDANCE WITH ACI 530.1/ASCE b/TMS 602, SPECIFICATION FOR CONCRETE F 3 0' 6" 12"x 36 x 36" 4#6 4#6 INTERIOR STAIR COLUMN PAD MASONRY STRUCTURES AND ACI 530/ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES. D O N A D I O °O 00 4" CLIP ANGLES- ------- F-3A -0'-3" 12"x 36 x 36" 4#6 4#6 EXTERIOR STAIR COLUMN PAD 2. CONCRETE MASONRY UNITS SHALL BE IN CONFORMANCE WITH ASTM C90, GRADE N, TYPE II. MASONRY UNITS SHALL BE 3" CLIP ANGLES 8 18ga C TESTED IN ACCORDANCE WITH ASTM C140 AND SHALL HAVE A MINIMUM NET AREA STRENGTH OF 1900 PSI (F'm = 1500 PSI). 8" 18ga "C" F-4 NOT USED 24"x 48"x 48" 5#b 5#b 5#b 5#6 COLUMN PAD 3. GROUT SHALL BE IN CONFORMANCE WITH ASTM C476, COARSE TYPE WITH A 28 DAY COMPRESSIVE STRENGTH OF 3,000 PSI & ASSOC1atCS, ATCI11tCCtS P.A. 200 Vero Beach,FLhAvenue,32960 8 F-4A -2'-0" 24"x 48"x 48" 5#b 5#b 5#b 5#6 COLUMN PAD AND A SLUMP OF 9" - 1 1". UeroBeach,FL32960 4. MORTAR SHALL BE IN ACCORDANCE WITH ASTM C270, TYPE $. Td.772.794.2929 F-5 0' b" 24"x 60"x 60" b#b 6#6 b#b 6#6 COLUMN PAD 62.8600 5. ALL MASONRY JOINTS SHALL BE WATERTIGHT AND CONCAVE TOOLED WITH A NON-STAINING TOOL. License No.5AA0002238 F-5A -2'-0" 24"x 60"x 60" 6#6 6#6 6#6 6#6 COLUMN PAD 6. EXTERIOR SURFACES SHALL BE SEALED AND PAINTED. wnwdonadio-arch.com 7. PROVIDE CLEANOUTS FOR ALL GROUTED CONSTRUCTION AND LIMIT MORTAR PROTRUSIONS TO 1/2" MAX. IN GROUTED CELLS. TYP. WALL VENT FRAMING 34�� _ 1 -0 TYP. ROOF VENT FRAMING 34 _ 1 -O F 5B 5' 4" 24"x 60"x 60" b#b b#b b#b 6#6 COLUMN PAD 8. ALL MASONRY WALLS SHALL BE CONSTRUCTED IN RUNNING BOND WITH 9 GA. LADDER TYPE JOINT REINFORCING SPACED Consult ant NOTE: NOTES: F-5C -2'-3" 24"x 60"x 60" 6#6 6#6 6#6 6#6 COLUMN PAD 16"o.c. VERTICALLY. LAP 8" MINIMUM AT ALL CORNERS &SPLICES. 6"-18ga "C" STUDS AT EACH SIDE OF OPENING w/CLIP L 3"x 3"x 1 bga x 1 8"-18gA"C" STUDS (2!z" FLANGE) EA. SIDE OF ROOF VENT w/CLIP L 4" F-5D -1'-3" 24"x 60"x 60" 6#6 6#6 6#6 6#6 COLUMN PAD 9. PROVIDE PRECAST CONCRETE LINTEL WITH 2#6 HORIZ. BARS GROUTED SOLID WITH 8" MINIMUM BEARING AT ALL MASONRY 4" LONG w/(4) # 12 SELF-DRILLING SELF-TAPPING SCREWS EACH LEG x 4"x 1 bga x b" LG w/ (4)3,8"0 SELF-DRILLING SELF-TAPPING SCREWS OPENINGS (TYP. UNLESS OTHERWISE NOTED). EACH LEG. STRUCTURAL STEEL W. ENGINEERING, INC. F-6 0' b" 24"x 72"x 72" 7#b 7#b 7#b 7#6 COLUMN PAD 2. ROOF PURLINS SHALL BE DESIGNED BY THE M.B.M. TO SUPPORT THE F-6A -2'-0" 24"x 72"x 72" 7#6 7#6 7#6 7#6 COLUMN PAD 1. STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH A.I.S.C. "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION Consulting Structural Engineer WEIGHT OF ALL EQUIPMENT. g g F-7 -0'-b" 24"x 84"x 84" 8#6 8#6 8#6 8#6 COLUMN PAD OF STRUCTURAL STEEL FOR BUILDINGS", LATEST EDITION. 2. THE MINIMUM STRUCTURAL STEEL GRADES SHALL BE AS FOLLOWS: 2030 37th Avenue F-7A -2'-0" 24"x 84"x 84" 8#6 8#6 8#6 8#6 COLUMN PAD PLATES &ANGLES .......... ASTM A36 Fy = 36 KSI Vero Beach, Florida 32960 F-713 -5'-4" 24"x 84"x 84" 8#6 8#6 8#6 8#6 COLUMN PAD STRUCTURAL TUBE .......... ASTM A500 Fy = 46 KSI Phone: 772.569.1257 Fax: 772.569.4041 = ----SLOPE TOP OF CONC. FILL F-7C -2'-3" 24"x 84"x 84" 8#6 8#6 8#6 8#6 COLUMN PAD PIPE .............................. ASTM A36 Fy 36 KSI-- WF SHAPES.................... ASTM A992 Fy = 50 KSI 12" 12" 12" F-8 -0'-6" 24"x 96"x 96" 10#6 10#6 10#6 10#6 COLUMN PAD 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. D1.1 WITH E70XX ELECTRODES. FILLET WELDS SHALL 36" F-8A -2'-0" 24"x 96"x 96" 10#6 10#6 10#6 10#6 COLUMN PAD -- --- b"QS STD PIPE w/ 1#5 VERT. BE A MINIMUM OF 3/16" UNLESS NOTED OTHERWISE. GROUTED SOLID, SEE ARCH. F-9 NOT USED 24"x 108"x 108" 10#6 10#6 10#6 10#6 COLUMN PAD 5. HIGH STRENGTH BOLTS SHALL BE IN ACCORDANCE WITH ASTM A325 & SHALL BE DESIGNED AS BEARING TYPE CONNECTIONS TOP & BOTTOM PANEL-ZONE 4 &5 z PLANS FOR LOCATIONS F 9A NOT USED 24"x 108"x 108" 10#6 10#6 10#6 10#6 COLUMN PAD WITH THREADS EXCLUDED FROM THE SHEAR PLANE. 0 6. ANCHOR BOLTS SHALL BE IN ACCORDANCE WITH ASTM A307. F-10 -1'-9" 16"x 40"x 82 #6 @ 12"o.c. EACH WAY TO & BOTTOM FLOOR WINCH PIT FOOTING/SLAB 7. ALL MEMBERS SHALL BE POWER TOOL CLEANED AND PAINTED WITH A RUST INHIBITIVE SHOP PRIMER WITH A MIN. THICKNESS OF 1.5 MILS. - TOP/GRADE OR PAVEMENT 8. GALVANIZED METALS, WHERE SPECIFIED, SHALL BE HOT-DIPPED GALVANIZED IN ACCORDANCE WITH ASTM Al 23 AND Al 53. N 12" 12" 12" Z PRE-ENGINEERED METAL BUILDING - REFERS TO METAL BUILDING MANUFACTURER (M.B.M.) o Q NOTES: 1. PRE-ENGINEERED METAL BUILDING STRUCTURE SHALL BE DESIGNED AND MANUFACTURED FOR ALL LOADS PRESCRIBED HEREIN. 36" ^ 1. * DENOTES (1) HELICAL TENSION PILE INSTALLED CONCENTRICALLY IN FOOTING. 2. SUBMIT METAL BUILDING SHOP DRAWINGS AND REACTIONS SIGNED AND SEALED BY A FLORIDA REGISTERED ENGINEER FOR 1'-0" 2. ** DENOTES 2 HELICAL TENSION PILES INSTALLED CONCENTRICALLY IN FOOTING BATTERED 5° IN EACH OPPOSITE ( ) REVIEW BY THE ENGINEER OF RECORD PRIOR TO FABRICATION. PANEL ENDS &INTERIOR PANEL -ZONE 4 &5 1%2" 9" 1'/2" FACING DIRECTION. 3. ALL METAL BUILDING COMPONENTS SHALL BE COLD FORMED WITH A MINIMUM GRADE OF FY = 50KSI AND SHALL BE IN N ACCORDANCE WITH AISI AND AISC LATEST EDITION. Z 4. ROOF PANELS SHALL BE A MINIMUM OF 24 GA STANDING SEAM PANELS INSTALLED IN ACCORDANCE WITH THE NEW EXTERIOR WALL PANEL `� --- --12" CONC. FOUNDATION = 10" MANUFACTURER'S REQUIREMENTS AS REQUIRED TO RESIST THE SPECIFIED WIND UPLIFT LOADS. COLOR SHALL BE AS SELECTED �N , , ACI STANDARD HOOK LENGTHS LAP SPLICE LENGTHS (3000 PSI) BY ARCHITECT AND OWNER. FASTENER DETAIL 34 _ 1 .0° \ O O 1/2„ 7 1/z' BAR SIZE (#) 3 4 5 6 7 8 9 BAR SIZE (#) 3 4 5 6 7 8 9 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 NOTES: = LENGTH (INCH) 6 8 10 12 14 16 19 J TOP BARS 28" 37" 47" 56" 81" 93" 105" 6. ALL MEMBERS SHALL BE POWER TOOL CLEANED AND PAINTED WITH A RUST INHIBITIVE SHOP PRIMER WITH A MIN. THICKNESS OF 1. ALL PANEL SIDE LAP FASTENERS SHALL BE 14"0-14 x�/8" @ 20"o.c. VERTICAL, 01 ALL OTHER BARS 18" 24" 30" 36" 42" 48" 54" 1.5 MILS. U.N.O MAXIMUM. 12"0 O O M 7. DIAGONAL WALL AND ROOF BRACING SHALL BE PLACED IN BAYS WITHOUT OPENINGS. 2. FIELD FASTENERS SHALL BE #12 14 x 1''4" SCREWS AS INDICATED. 10 10 8. METAL BUILDING MANUFACTURER SHALL PROVIDE ALL THE NECESSARY TRIM, FLASHING AND COVER PLATES AS NEEDED TO 3. ALL PANEL FASTENERS SHALL BE CORROSION RESISTANT SELF DRILLING SELF O 0 C PROVIDE A COMPLETE WEATHER PROOFED BUILDING ENVELOPE AND STRUCTURE. BY THE PANEL MANUFACTURER. TAPPING HEX HEAD SCREWS w/ NEOPRENE WASHERS OR AS RECOMMENDED TYP. PIPE BOLLARD DETAIL 3,411 _ 1 _0" STEEL COLUMN SCHEDULE 9. METAL BUILDING MANUFACTURER SHALL DESIGN THE FRAMING TO SUPPORT ALL LOADS SPECIFIED IN PLAN. 10. ALL SECONDARY FRAMING MEMBERS AND CONNECTORS NOT LIMITED TO PURLINS AND GIRTS AT EXTERIOR ROOFS WITH OPEN REFER TO ARCH DWGS FOR QUANTITY&LOCATION SIDES SHALL BE HOT-DIPPED GALVANIZED. 6" b" S1 5" 5" MARK SIZE BASE PLATE ANCHORS CAP PLATE ANCHORS REMARKS COLD FORMED METAL FRAMING BASE PLATE CAP PLATE S1 HSS 312"x 31V"x�14" 12"x x 12" *4 -34"0 A307 6"x 12"x 10"w/ 4 -5'8"0 A325 * DBL NUTS &WASHERS 1. ALL MEMBERS SHALL BE DESIGNED, MFG'D AND INSTALLED IN ACCORDANCE WITH (A.I.S.I.) LATEST EDITION " SPECIFICATION BOLTS (13+4) BOLTS FOR THE DESIGN OF COLD FORMED STRUCTURAL MEMBERS" TYPICAL STEEL COLUMN 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 CAP & BASE PLATE DETAILS 112" _ 1'-0" 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.) ALL COLUMN TO CAP AND BASE PLATE WELDS SHALL BE A MINIMUM OF 14" FILLET WELDS ALL AROUND. "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 NOTES: PSI; ASTM A 446, A 570, OR A61 1, WITH A GALVANIZED FINISH COMPLYING WITH ASTM A525 FOR MINIMUM G60 COATING. 1. TOP/FOOTING AS PLAN 6. CONCRETE THREADED FASTENERS SHALL BE CORROSION RESISTANT AND INSTALLED AS PER MANUFACTURER'S 2. ALL EXTERIOR STEEL COLUMN ASSEMBLIES SHALL BE HOT-DIPPED GALVANIZED. SPECIFICATIONS. Drawing Tit le: 7. SCREWS FOR METAL FRAMING CONNECTORS SHALL BE A MINIMUM OF #10 x 3/4" CORROSION RESISTANT HEX HEAD SELF SCHEDULES & 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. GENERAL NOTES MINIMUM ANCHOR BOLT EMBEDMENT DEPTH 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 Pefererlce Nort h BOLT MAX. UPLIFT MAX. HORIZ. MIN. EMBED PROJECTION HOOK DIM. ----BOTTOM OF AND STRAIGHT. DIAMETER LOAD ON BOLT LOAD ON BOLT DEPTH (D) (P) (H) a BASE PLATE TIMBER �2' 2,840 LBS. 1,960 LBS 8" 2" 2%2' 1. ALL TIMBER ELEMENTS SHALL BE IN ACCORDANCE WITH FLORIDA BUILDING CODE. 4,520 LBS. 3,070 LBS 10" 2%2" 3" 3/4' 6,690 LBS. 4,420 LBS 12" 2%2' 4" Drn: D,&g. File: S.C.Baker %$' 9,230 LBS. 6,010 LBS 14" 3" 4%2' Chd: REF File: 1" 12,110 LBS. 7,850 LBS 16" 3" 5" Mike Lue 1%4" 19,380 LBS. 12,270 LBS 20" 3%2' 6%2' Project No.: Rot File. 21-204 1%2" 2,840 LBS. 17,670 LBS 24" 3%2' 8" Sheet No.: H C.A.License No.:8 6 6 2 13/4" 37,970 LBS. 24,050 LBS 28" 4" 10" FL P.E. No.:47520 Dat a Signed: S-5 Q)pyright_)C 2021 Donadio&Associat es,Archit ect s,P.A.