HomeMy WebLinkAboutApproved structural drawings12344.355.267ABCDEFGHJKLMNOP575'-0"1'-2"23'-10"25'-0"25'-0"25'-0"25'-0"23'-10"26'-2"23'-10"26'-2"25'-0"25'-0"25'-0"25'-0"25'-0"225'-0"1'-6"25'-0"25'-0"26'-6"48'-6"50'-0"50'-0"1'-6"17'-9"17'-9"20'-0"1'-9"16'-0"13'-0"30'-0"150'-0"300'-0"1'-2"23'-10"25'-0"25'-0"25'-0"25'-0"23'-10"1'-2"26'-2"23'-10"1'-2"ABCDEFGHJNOTES:1. ALL ELEVATIONS REFER TO TOP OF MAIN FLOOR SLAB @ +0'-0" U.O.N. (SEE CIVIL PLANS FOR ACTUAL ELEVATION). BOTTOM OF M.B.M. COLUMN BASE PLATES @ +0'-0" (TYPICAL U.O.N.). TOP OF EXTERIOR COLUMN FOOTINGS @ -2'-0" (TYP. U.O.N.). TOP OF INTERIOR COLUMN FOOTINGS @ -0'-6 (TYP. 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 18" WIDE x 14" x t 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.6. W.J.: DENOTES 1/2" VERTICAL CMU WALL JOINT AS SHOWN IN PLAN. SEE TYPICAL CMU WALL JOINT DETAIL.7. I.J.: DENOTES ISOLATION JOINT. FILL WITH PREFORMED JOINT FILLER.8. E.J.: DENOTES EXPANSION JOINT332" = 1'-0"PARTIAL FOUNDATION PLAN - NORTH END5'-4"15'-4"54'-4"50'-0"6" CONCRETE SLAB ON GRADE w/4x4 W4.0 x W4.0 W.W.M. OVER 10MIL VAPOR BARRIER ON TREATEDCOMPACTED FILL (TYPICAL U.O.N.)TOP/SLAB @ +0'-0" (TYP. U.O.N.)RIGID METAL FRAME, Z GIRT, WALL PANELS& PURLINS BY METAL BUILDING MANUF.(M.B.M. - TYPICAL AS SHOWN U.O.N.)36'-0"18'-8"20'-4"
1'-2"2.13.1175'-0"150'-0"1'-6"
1'-6"LMNO25'-0"25'-0"25'-0"39'-0"38'-0"20'-0"1'-6"LINE OF 2nd FLOORABOVE (BY M.B.M.)1'-0"1'-0"#7 45° HAIRPINS w/ 6'-0" LEGS(TYPICAL @ FRAME COLUMNS)TSE-24TSE-24TSE-24TSE-24TSE-24
TSE-24 TSE-24
S.C.: SAW CUTS @ 15'-0"o.c.(20'-0"o.c. MAX.) EQUALLYSPACED TO AVOID FOOTINGSAS SHOWN (TYPICAL THRUOUT)RESIN TANK ENCLOSURE, SEERESIN TANK CONTAINMENTWALL & SLAB PLANMATCH LINEMATCH LINE
20'-0"30'-0"3 4" EXP. JOINT
WF-44TRENCH DRAIN
WF-44 (-5'-4")TSE-12 ALLAROUNDPERIMETERT/SLAB -0'-3"
(MATCH PAVEMENT)
T/SLAB -4'-0"8" CMU RETAINING WALL EACH SIDE OF WELLAS SHOWN, HEIGHT VARIES TO 6'-0" MAX.(TYPICAL) PROVIDE FILLED CELLS w/ 1#5 @24"o.c., @ EA. END & @ EACH SIDE OF JOINTTSE-12WF-44TSE-24TSE-24
MWF-24
TSE-24 TSE-12TSE-12TSE-12TSE-1258"Ø x 24" SMOOTH SPEED DOWELS w/SLEEVE @ 24"o.c. (TYP. @ EXP. JOINTS)S.C.
S.C.8" CMU STEM WALL BELOWBETWEEN PIERS AS SHOWN,PROVIDE FILLED CELLS w/1#5 @ 24"o.c., & @ EACHEND, GROUT ALL CELLS SOLID6" CONCRETE SLAB ON GRADEw/ 4x4 W4.0 x W4.0 W.W.M.OVER 10 MIL VAPOR BARRIERON TREATED COMPACTED FILL,PROVIDE TSE-12 ALL AROUND8" CMU WALL, PROVIDEFILLED CELLS w/ 1#5 @48"o.c. MAX. & AS SHOWNINTERIOR STEEL STAIR, SEE TYP.INTERIOR STEEL STAIR PLAN,SECTIONS & NOTES ON SHT. S-4EXTERIOR STEEL STAIR, SEE TYP.EXTERIOR STEEL STAIR PLAN,SECTIONS & NOTES ON SHT. S-46"3"MF-2S1(TYP. x 7 @ STAIR COLUMNS)S1(TYP. x 8)EQUALC.L. OF 34" BUILD. EXP. JOINTEQUALTSE-12
TSE-12
58"Ø x 24" SMOOTH SPEED DOWELS w/SLEEVE @ 24"o.c. (TYP. @ EXP. JOINTS)1'-0"24'-0"16'-6"16'-6"12" I.J.2nd FLR COLUMNS2nd FLR COLUMNS2nd FLRCOLS+33 -40OHD+35 -38D+33 -36OHD+35 -38D (@ 2nd FLR)+39 -42W (1st &2nd FLR)+39 -42W (1st &2nd FLR)+35 -38D+33 -36OHD+33 -36OHD+33 -40OHD+35 -38D+33 -36OHD+33 -40OHD+33 -36OHD+35 -38D+33 -36OHD+35 -38D+35 -38D+33 -36OHD+35 -38D+33 -36OHD+35 -38D+33 -36OHD+35 -38D+33 -36OHD+35 -38D+33 -36OHD+35 -38D+33 -36OHD LEGENDWINDOW & DOOR DESIGN PRESSURES (PSF)(TYPICAL AS SHOWN) SEE COMPONENT &CLADDING PRESSURES FOR DISTANCES OFEND ZONES FOR EACH BUILDINGD: DOOR OHD: OVERHEAD DOORW: WINDOW L: LOUVER(2) SS5 HELICAL TENSION PILES AS PER PLAN &SECT'S, SEE GENERAL NOTES & FOUND. SCHED.(4) SS5 HELICAL TENSION PILES AS PER PLAN &SECT'S, SEE GENERAL NOTES & FOUND. SCHED.+PSF -PSF*34" EXPANSION JOINT w/ TSEEACH SIDE AS SHOWN, SEETYPICAL EXP. JOINT DETAILVERT. DIAGONAL WALLBRACING BY M.B.M.(TYP. WHERE SHOWN)34" EXPANSION JOINT w/ TSEEACH SIDE AS SHOWN, SEETYPICAL EXP. JOINT DETAILT/SLAB+0'-0"T/SLAB-0'-3"8"SL 3"PROVIDE SAW CUTS @ EA. CORNEROF COLUMN SECONDARY POUR ASSHOWN (TYPICAL @ ALL HSS 2ndFLOOR & INTERIOR STAIR COLUMNS)T/SLAB+0'-0"T/SLAB-0'-3"SL 3"T/SLAB+0'-0"6" CONCRETE SLAB ON GRADEw/ 4x4 W4.0 x W4.0 W.W.M.OVER 10 MIL VAPOR BARRIERON TREATED COMPACTED FILL12" I.J.SL 1"6" CONCRETE SLAB ON GRADEw/ 4x4 W4.0 x W4.0 W.W.M.OVER 10 MIL VAPOR BARRIERON TREATED COMPACTED FILL,PROVIDE TSE-12 ALL AROUND3" NON-SHRINK GROUTI.J.S.C.
S.C.3" NON-SHRINK GROUT3" NON-SHRINK GROUTTSE-24TSE-2414'-0"11'-0"1'-0"VAR.VAR.W.J.W.J.W.J.W.J.PRE-ENG. METAL WALL PANELSTO EXTEND UP TO UNDERSIDEOF ROOFING (TYP. WHERE ?)VAR.VAR.F-5B (-5'-4")P-1P-1F-5B (-5'-4")CS-3(TYP.)ES-312" I.J. (TYP.)GS-3FS-3AS-3DS-3(TYP.)(TYP.)HS-3JS-3IS-3BS-3(SIM.)**4.14.25.1BCD25'-0"25'-0"25'-0"25'-0"E4" RECESS IN SLAB FOR SHOWERAS PER ARCHITECT DRAWINGS,PROVIDE TSS-8 ALL AROUND12" I.J.12" I.J.T/SLAB+0'-0"DS-3AS-3TOP/FTG @ EXTERIORSTAIRS @ -0'-3" (TYP.)LIFT AS PER ARCHITECT SPEC'SSTEP FTG.
-5'-4"
-4'-0"
STEP FTG.
-4'-0"
-2'-8"TOP/FTG @ INTERIORSTAIRS @ -0'-6" (TYP.)TSE-24
MF-4MF-4MF-4MF-4MF-412" I.J.F-5*(-1'-3")F-5T/SLAB-0'-3"F-5*WIDEN TSE-12 @ COLUMNSTO 12" DEEP x 24" x 24" w/3#5 EACH WAY (TYP. x 2)F-5D*F-5D*TSE-12 F-5AF-5*F-5CTSE-24TSE-12TSE-12 COORD. w/EQUIP. MFG.FOR FINALLOCATIONCOORD. w/EQUIP. MFG.FOR FINALLOCATIONPAR EQUIPMENT SLAB:812" THICK CONCRETE SLAB ONGRADE w/ #6 @ 12"o.c. E.W.CENTERED, TOP/SLAB @ +0'-0"Ff = 100 (116" in 10 FEET)Fl = 50(REFER TO EQUIP. MFG. SPEC'S)TSE-2432'-614"76'-712"12" C.J.12" C.J.S.C.S.C. @ RE-ENTRANTCORNERS, TYP1'-0" (TYP. ALL SIDES)F-5AF-5AF-5AF-5AF-5AF-5AF-5AF-5AF-5AF-5AF-5AF-5AF-5AF-5AF-5AF-5*F-5*F-5*F-5*F-5*F-5*F-5*F-5*F-5*F-5*F-5*F-5AF-7**F-7**F-5AF-5AF-5AF-5AF-7*F-7*F-7*F-7**F-7*F-6F-7**F-6F-6F-6F-6F-6AF-6AF-6AF-6AF-3 (TYP. x 7 @ STAIR COLUMNS)F-3A(TYP. x 8)MF-2F-5AF-5AF-5AF-5AF-5AF-5AF-5AF-5AF-5AF-5AF-5AF-5*F-5*F-5*F-5*F-5*F-5*F-6*F-6*F-6*F-6*F-7*F-7*F-7*F-7AF-7AF-7AF-7AF-7AF-5AF-5AF-5AF-5*F-5*F-5*F-5*F-5*F-5ATSE-12TSE-12
(1) HOUR RATEDWALL, SEE ARCHF-5AF-4AHS-3T/FTG @ -2'-3"APY71PARTIAL PLANSNORTH ENDPARTIAL PLANSSOUTH ENDDwg. File:XREF File:Plot File:Date Signed:Project No.:Sheet No.:Drn:Chd:Reference North& Associates, Architects P.A.D O N A D I OArchitect:Issues:Project:No.:Date:Description:Vero Beach, Florida 32960ENGINEERING, INC.Consulting Structural Engineer2030 37th AvenuePhone: 772.569.1257 Fax: 772.569.4041C.A. License No.: 8662FL P.E. No.: 4752021-204Mike LueS.C.BakerKey Plan:PURSUIT BOATSNew ManufacturingFacility3901 St Lucie Blvd.Ft Pierce FL 34946Copyright C 2021, Donadio & Associates, Architects, P.A.Drawing Title:Vero Beach, FL 32960License No. AA00022382001 9th Avenue, Suite 308Fax.772.562.8600Tel.772.794.2929www.donadio-arch.comConsultantPARTIAL FOUNDATIONPLAN - NORTH ENDS-1A:11/15/21Foundation Permit
PQRSTUVX25'-0"25'-0"25'-0"26'-2"23'-10"25'-0"25'-0"25'-0"23'-10"1'-2"125'-0"1'-2"23'-10"25'-0"25'-0"25'-0"23'-10"1'-2"TUVX1234567225'-0"
75'-0"150'-0"
1'-6"
25'-0"25'-0"26'-6"48'-6"50'-0"50'-0"
1'-6"
5'-4"332" = 1'-0"PARTIAL FOUNDATION PLAN - SOUTH END15'-4"54'-4"50'-0"WYWY6" CONCRETE SLAB ON GRADE w/4x4 W4.0 x W4.0 W.W.M. OVER 10MIL VAPOR BARRIER ON TREATEDCOMPACTED FILL (TYPICAL U.O.N.)TOP/SLAB @ +0'-0" (TYP. U.O.N.)RIGID METAL FRAME, Z GIRT, WALL PANELS& PURLINS BY METAL BUILDING MANUF.(M.B.M. - TYPICAL AS SHOWN U.O.N.)TSE-24#7 45° HAIRPINS w/ 6'-0" LEGS(TYPICAL @ FRAME COLUMNS)TSE-24TSE-24
TSE-24
1'-6"
MATCH LINE
FUTURE IN FLOOR WINCH, SEETYP. WINCH PIT PLAN & SECTIONFUTURE IN FLOOR WINCH, SEETYP. WINCH PIT PLAN & SECTIONMATCH LINE EQUALEQUALC.L. OF 34" BUILD. EXP. JOINT3 4" EXP. JOINT
WF-44 (-5'-4")
TSE-12TSE-12
TSE-12WF-44WF-44TRENCH DRAIN
T/SLAB -4'-3"TSE-12 ALLAROUNDPERIMETER58"Ø x 24" SMOOTH SPEEDDOWELS w/ SLEEVE @24"o.c. (TYP. @ EXP. JOINTS)24'-0"25'-0"18'-6"24'-6"25'-0"23'-0"
S.C.
S.C.8" CMU RETAINING WALL EACH SIDE OF WELLAS SHOWN, HEIGHT VARIES TO 6'-0" MAX.(TYPICAL) PROVIDE FILLED CELLS w/ 1#5 @24"o.c., @ EA. END & @ EACH SIDE OF JOINT8'-6"+35 -38D+33 -36OHD+33 -36OHD+33 -40OHD+33 -40OHD+33 -36OHD+35 -38D+33 -40OHD+35 -38D+33 -36OHD58"Ø x 24" SMOOTH SPEED DOWELS w/SLEEVE @ 24"o.c. (TYP. @ EXP. JOINTS)34" EXPANSION JOINT w/ TSEEACH SIDE AS SHOWN, SEETYPICAL EXP. JOINT DETAIL34" EXPANSION JOINT w/ TSEEACH SIDE AS SHOWN, SEETYPICAL EXP. JOINT DETAIL8"SL 3"8"SL 3"8"SL 3"T/SLAB+0'-0"3" NON-SHRINK GROUT (TYP.@ ALL PERIMETER COLUMNSTSE-24TSE-24VAR.
VAR.W.J.W.J.W.J.W.J.T/SLAB @ -0'-3" (TYP.ALL AROUND EDGEVAR.VAR.8" CMU STEM WALL BELOWBETWEEN PIERS AS SHOWN,PROVIDE FILLED CELLS w/1#5 @ 24"o.c., & @ EACHEND, GROUT ALL CELLS SOLIDP-1P-1F-5B (-5'-4")F-7B (-5'-4")CS-3(TYP.)ES-312" I.J. (TYP.)GS-3FS-3BS-3CONC. RAMP @ DOORAS-3DS-3(TYP.)(TYP.)DS-3AS-3STEP FTG.
-4'-0"
-5'-4"
STEP FTG.
-2'-8"
-4'-0"T/FTG @ -2'-3" (TYP.@ EDGE U.O.N.)T/FTG @ -2'-3" (TYP.@ EDGE U.O.N.)T/FTG @ -2'-3" (TYP.@ EDGE U.O.N.)T/SLAB-0'-3"T/SLAB-0'-3"F-10F-10PORTAL FRAME7'-0"50'-0"17'-0"COORD. PIT LOCATIONS w/EQUIPMENT MANUFACTURERS.C.: SAW CUTS @ 15'-0"o.c.(20'-0"o.c. MAX.) EQUALLYSPACED TO AVOID FOOTINGSAS SHOWN (TYPICALTHRU-OUT)T/SLAB -0'-3"
(MATCH PAVEMENT)VERT. DIAGONAL WALLBRACING BY M.B.M.(TYP. WHERE SHOWN)F-5AF-5AF-5AF-5AF-7AF-7AF-7AF-7AF-7AF-7AF-5AF-8AF-8*F-8*F-8*F-8*F-8*F-5*F-5*F-5*F-5*F-5AF-5AF-5AF-5AF-7AF-7AF-7AF-7AF-7AF-7AF-7*F-7*F-7*F-7*F-7*F-7AF-5AF-5AF-6*F-5*F-5*F-5*F-7*F-7*F-7*F-7*F-7CF-7CF-7*F-7*F-7*F-7*F-7CF-5CF-5A LEGENDWINDOW & DOOR DESIGN PRESSURES (PSF)(TYPICAL AS SHOWN) SEE COMPONENT &CLADDING PRESSURES FOR DISTANCES OFEND ZONES FOR EACH BUILDINGD: DOOR OHD: OVERHEAD DOORW: WINDOW L: LOUVER(2) SS5 HELICAL TENSION PILES AS PER PLAN &SECT'S, SEE GENERAL NOTES & FOUND. SCHED.(4) SS5 HELICAL TENSION PILES AS PER PLAN &SECT'S, SEE GENERAL NOTES & FOUND. SCHED.+PSF -PSF***SEE NOTES ON SHEET S-1300'-0"575'-0"F-5AF-5CF-5CF-5CF-5CAPY71PARTIAL PLANSNORTH ENDPARTIAL PLANSSOUTH ENDDwg. File:XREF File:Plot File:Date Signed:Project No.:Sheet No.:Drn:Chd:Reference North& Associates, Architects P.A.D O N A D I OArchitect:Issues:Project:No.:Date:Description:Vero Beach, Florida 32960ENGINEERING, INC.Consulting Structural Engineer2030 37th AvenuePhone: 772.569.1257 Fax: 772.569.4041C.A. License No.: 8662FL P.E. No.: 4752021-204Mike LueS.C.BakerKey Plan:PURSUIT BOATSNew ManufacturingFacility3901 St Lucie Blvd.Ft Pierce FL 34946Copyright C 2021, Donadio & Associates, Architects, P.A.Drawing Title:Vero Beach, FL 32960License No. AA00022382001 9th Avenue, Suite 308Fax.772.562.8600Tel.772.794.2929www.donadio-arch.comConsultantPARTIAL FOUNDATIONPLAN - SOUTH ENDS-2A:11/15/21Foundation Permit
D DWDD
W4'-0"6"6"6"D
W12" MIN.
D D3'-8"C.L. OF COL. & FOOTINGTSE AS PER PLAN & SCHED.#5 STIRRUPS @ 12"o.c.ACROSS COL. PAD (2 EACHSIDE OF ANCHOR BOLTS)12121832SLGRADESLRIGID METAL FRAME, BASEPLATES & ANCHOR BOLTS,Z GIRT & WALL PANELS BYM.B.M. (TYP. AS PER PLAN)6" CONCRETE SLAB AS PLANCONCRETE FOOTINGAS PLAN & SCHEDULETOP/CONC. SLAB AS PLANGRADE34" = 1'-0"SECTION A-S3TYPICAL SECTION @ PERIMETER COLUMN FOOTING34" = 1'-0"SECTION D-S3HAIRPIN REINF. AS PLANPLACED AROUND A. BOLTSZ GIRT & WALL PANELS BYM.B.M. (TYP. AS PER PLAN)TSE AS PLAN & SCHED.TOP/CONC. SLAB AS PLAN6" CONCRETE SLAB AS PLAN34" = 1'-0"SECTION B-S3TSE AS PER PLAN & SCHED.#5 STIRRUPS @ 12"o.c.ACROSS COL. PAD (2 EACHSIDE OF ANCHOR BOLTS)12121832RIGID METAL FRAME, BASEPLATES & ANCHOR BOLTS,Z GIRT & WALL PANELS BYM.B.M. (TYP. AS PER PLAN)6" CONCRETE SLAB AS PLANTOP/CONC. SLAB AS PLAN34" = 1'-0"SECTION F-S3HAIRPIN REINF. AS PLANPLACED AROUND A. BOLTS34" EXPANSION JOINT ASPLAN, SEE TYPICAL DETAILTSE AS PER PLAN & SCHED.CONCRETE FOOTINGAS PLAN & SCHEDULEC.L. OF COL. & FOOTINGTOP/FOOTING ASPLAN & SCHEDULETOP/FOOTING ASPLAN & SCHEDULETOP/FOOTINGAS PLAN8" CMU WALL AS PLAN, w/#5 VERTICAL @ 24"o.cGROUT ALL CELLS SOLID@ LOADING DOCK WALLSHORIZ. 9 ga. LADDER TYPESTEEL JOINT REINFORCING@ 16"o.c. VERTICALTSE AS PLAN & SCHEDULECONC. FOOTING AS PLANTOP/SLAB & TSE AS PLANTSE AS PLAN6" CONC. SLAB AS PLAN6" CONC. SLAB AS PLAN6" MIN. CONC. SLAB AROUNDTRENCH DRAIN w/ 3#5 L.W.  @ 24"o.c. S.W. BOTTOMTRENCH DRAINAS PER PLANCONT WALL PANEL BASE ANGLEHELICAL PILE AS PLAN w/10" x 34" x 10" GALVANIZEDWELDED CAP PLATE w/ 4#6EA. WAY @ 6"o.c., CENTERIN CONCRETE FOOTINGEQ EQ
HELICAL PILE AS PLAN w/10" x 34" x 10" GALVANIZEDWELDED CAP PLATE w/ 4#6EA. WAY @ 6"o.c., CENTERIN CONCRETE FOOTINGEQ EQOHD OPENING AS PLAN,PROVIDE RECESS IN TSE ASPER ARCHITECT (TYPICAL)W4'-0"
D D
CONCRETE PIER P-1 AS PLAN,SEE DETAIL THIS SHEET3#4 TIES @ 4"o.c. @ TOPLINE OF 8" CMU WALLBEYOND/FOREGROUND34" = 1'-0"SECTION G-S3TOP/SLAB & TSE AS PLANRIGID METAL FRAME, BASEPLATES & ANCHOR BOLTS,Z GIRT & WALL PANELS BYM.B.M. (TYP. AS PER PLAN)TSE AS PLAN & SCHEDULE,CONT. REINF. THRU PIERS6" CONC. SLAB AS PLANTRUCK WELL SLAB & FOUND ASPLAN (BEYOND/FOREGROUND)CONCRETE FOOTING ASPER PLAN & SCHEDULEHAIRPIN REINF. AS PLANPLACED AROUND A. BOLTSD
D
WEQ.EQ.WD 1'-4" (TYP.)5°WSS5 HELICAL PILES AS PLANEQ. SPACED & CENTEREDIN FOOTING BATTERED 5°AS SPECS w/ 8" x 34" x 8"WELDED CAP PL, PROVIDE4#6 x 24" E.W. @ 6"o.c.CENTERED UNDER EA. PILEP (WIND HORIZ.) = ±180 PLFPAVEMENTTOP/CMU WALL @ +9'-4"CONCRETE FOOTING ASPER PLAN & SCHEDULERIGID METAL FRAME, BASEPLATES & ANCHOR BOLTSBY M.B.M. (TYP. AS PLAN)C.L. OF COL. & FOOTING6" CONCRETE SLAB AS PLANPROVIDE 4#6 x 24" EACHWAY @ 6"o.c. CENTEREDUNDER EA. PILE AS SHOWNTOP/CONC. SLAB AS PLAN34" = 1'-0"SECTION C-S3TYPICAL SECTION @ INTERIOR COLUMN FOOTINGSPROVIDE HELICAL PILES WHERE NOTED w/ OR IN PLAN*8" CMU WALL & VERTICALWALL REINF. AS PER PLANCONCRETE SLAB AS PLANTOP/SLAB & FTG. AS PLANDOWELS TO MATCH WALLREINF. (LAP BARS 30" MIN.)CONCRETE BEAM AS PLANHORIZ. 9 ga. LADDER TYPESTEEL JOINT REINFORCING@ 16"o.c. VERTICALPROVIDE CLEAN-OUTOPNG. EACH FILLED CELLTOP/BEAM @ +9'-4"MWF AS PLAN & SCHED.34" = 1'-0"SECTION J-S3CONCRETE BEAM AS PLANRIGID METAL FRAME, BASEPLATES & ANCHOR BOLTS,Z GIRT & WALL PANELS BYM.B.M. (TYP. AS PLAN) GIRTTO SUPPORT TOP OF CMUWALL TO RESIST LATERALWIND LOADS AS SHOWNCONNECT TO RIGID FRAME8" CMU WALL & VERT.WALL REINF. AS PLAN6" CONCRETE SLAB AS PLANTOP/CONC. SLAB AS PLANTSE AS PLAN & SCHEDULEHAIRPIN REINFORCINGPLACED AROUND ANCHORBOLTS AS PLAN34" = 1'-0"SECTION H-S38"5'-6" WENCH PIT8"6'-10" FOOTING8"2'-0" WENCH PIT 8"
3'-4" FOOTING
21" DEEP WINCH PIT AS PLAN (TYPICAL x 2)34" = 1'-0"TYPICAL WINCH PIT PLAN16" DEEP FOOTINGAS PLAN & SCHEDULE1'-4"1'-9"RECESS IN SLAB FOR STL.BAR GRATING & COVERPLATE, TYPICAL ALL SIDESSEE ENLARGED DETAILSTEEL BAR GRATING &COVER PLATE8" CONCRETE WALL ALLAROUND w/ #5 @12"o.c. VERT. & #5 @6"o.c. HORIZ. CENTEREDCONCRETE FOOTING ASPER PLAN & SCHEDULETOP/SLAB AS PER PLAN34" = 1'-0"TYP. SECTION THRU WINCH PIT6" CONC. SLAB AS PLANDRUMWINCH ASSEMBLYCABLENOTE: WINCH & PIT TO BE FIELD LOCATED TO ALIGN CABLE & DRUM WITH TRAVEL IN BAYBAR GRATING SPANNOTE: SEE CLOSE UP DETAIL FOR INFORMATION NOT SHOWN2'-0"2'-0"P-1: CONC. PIER AS PLANw/ 16 #7 VERT. & (2) #4TIES @ 8"o.c. VERTICAL8" CMU STEM WALL ASPLAN, PROVIDE FILLEDCELL w/ 1#5 @ END ASSHOWN, SEE SECT. D-S534" = 1'-0"TYPICAL P-1 PIER DETAILOPEN HEAD JOINT IN CMU,POUR PIER INTEGRAL w/CMU (TYPICAL EACH SIDE)12" ISOLATION JOINT ASPLAN, SEE TYPICAL DETAIL8"1'-0"8"2'-0"1'-4"
8"
VARIES 8" TO 48"3'-8"PAVEMENT OR SLAB AS PLANWATERPROOFINGGUARD RAIL, SEE ARCH.DOWELS TO MATCH WALLREINF. (LAP BARS 30" MIN.)TSE AS PLAN& SCHEDULE8" x 12" CONCRETE BEAMw/ 2#5 CONT. TOP & BOT.& #3 TIES @ 24"o.c.CONCRETE FOOTING ASPER PLAN & SCHEDULEPROVIDE CLEANOUTOPNG. @ EA. FILLED CELL8" CMU WALL AS PLAN,GROUT ALL CELLS SOLIDw/ #5 VERTICAL @ 24"o.c.CONC. SLAB AS PLANTOP/FOOTING VARIES34" = 1'-0"SECTION E-S3HORIZ. 9 ga. LADDER TYPESTEEL JOINT REINFORCING@ 16"o.c. VERTICALDW P (WIND HORIZ.) = ±180 PLFTOP/CMU WALL @ +9'-4"CONCRETE BEAM AS PLANZ GIRT & WALL PANELS BYM.B.M. (TYP. AS PLAN) GIRTTO SUPPORT TOP OF CMUWALL TO RESIST LATERALWIND LOADS AS SHOWNCONNECT TO RIGID FRAME8" CMU WALL & VERT. WALLREINFORCING AS PLAN6" CONCRETESLAB AS PLANTOP/CONC. SLAB AS PLANTSE AS PLAN& SCHEDULE34" = 1'-0"SECTION I-S358"Ø EXP. BOLTS @ 48"o.c.MAX. & @ ENDS BY M.B.M.(312"EMBEDMENT)58"Ø EXP. BOLTS @ 48"o.c.MAX. & @ ENDS BY M.B.M.(312"EMBEDMENT)PROVIDE CLEAN-OUTOPNG. EA. FILLED CELL(1) HR. RATED SHAFT WALL,SEE ARCHITECT DRAWINGS12" ISOLATION JOINT ASPLAN, SEE TYPICAL DETAILTOP/CONC. SLAB VARIESCONCRETE SLAB@ TSE AS PLANROOF PURLINS BY M.B.M.(1) HOUR RATED 6"-18ga.METAL STUD WALL w/STUDS @ 16"o.c. w/ 6"-18ga. TRACK TOP & BOTTOM(2) #12 SCREWS EA. PURLIN14"Ø TAPCONS @ 12"o.c.ELEVATION VARIES2'-0"8"1'-0"**PROVIDE HELICAL PILES WHERE NOTED w/ OR IN PLAN***PROVIDE HELICAL PILES WHERE NOTED w/ OR IN PLAN***GALV. L 3" x 2" x 14" (LLH) w/12"Ø x 5" LONG H. STUDS @16"o.c. (TYP. ALL AROUND)23 8"19-W-4 STEEL BAR GRATINGw/ 2" x 516" BEARING BARS,SPAN AS SHOWN IN PLAN18" THK. STEEL DIAMOND PLATEFLUSH WITH TOP OF SLABGALV. PL 14" x 2" x CONT.,WELD TO L (TYP. ALL AROUND)ENLARGED PIT RECESS112" = 1'-0"3"12" JOINT PREFORMED JOINT FILLERTYPICAL CMU WALL JOINT DETAILTERMINATE HORIZ. WALLREINFORCING @ JOINT112" = 1'-0"FILLED CELL AS PLANEACH SIDE OF JOINTTOOLED POLYURETHANECAULK & PREMOLDEDBACKING RODCMU WALL AS PLANNOTES: 1. 12" CMU WALL JOINT AS PLAN & NOTED AS THUS: W.J. 2. DISCONTINUE HORIZONTAL JOINT REINFORCING EACH SIDE OF JOINT. 3. CONTINUE ALL HORIZONTAL BEAM REINFORCING THROUGH THE JOINT. 4. ALIGN MASONRY HEAD JOINTS IN BOND BEAM WITH WALL JOINT. 5. ALIGN STUCCO JOINTS WITH WALL JOINTS.APY71PARTIAL PLANSNORTH ENDPARTIAL PLANSSOUTH ENDDwg. File:XREF File:Plot File:Date Signed:Project No.:Sheet No.:Drn:Chd:Reference North& Associates, Architects P.A.D O N A D I OArchitect:Issues:Project:No.:Date:Description:Vero Beach, Florida 32960ENGINEERING, INC.Consulting Structural Engineer2030 37th AvenuePhone: 772.569.1257 Fax: 772.569.4041C.A. License No.: 8662FL P.E. No.: 4752021-204Mike LueS.C.BakerKey Plan:PURSUIT BOATSNew ManufacturingFacility3901 St Lucie Blvd.Ft Pierce FL 34946Copyright C 2021, Donadio & Associates, Architects, P.A.Drawing Title:Vero Beach, FL 32960License No. AA00022382001 9th Avenue, Suite 308Fax.772.562.8600Tel.772.794.2929www.donadio-arch.comConsultantSECTIONS & DETAILSS-3A:11/15/21Foundation Permit
GALV. BAR GRATING AS PLAN,ATTACH TO STRINGER EACH ENDw/ L 1 14" x 1 14" x 14" WELD TOSTRINGER w/ 316" FILLET WELD ALLAROUND (TYPICAL)PAVEMENTCONCRETE FOOTING AS PLAN18" END PLL 3" x 3" x 14" x 0'-8" w/ (2) 34"Ø EXP. BOLTSEACH STRINGER (5" EMBED.) WELD TOSTRINGER w/ 14" FILLET WELD ALL AROUNDDW34" = 1'-0"EXTERIOR STEEL STAIRNOTE: ALL EXTERIOR STEEL STAIR ASSEMBLY & FASTENERS TO BE HOT-DIPPED GALVANIZEDC12x20.7 STRINGERS AS PLANTYPICAL ISOLATIONJOINT (I.J.) DETAIL12" I.J.FORMED JOINT & FILL w/12" x 6" DECK-O-FOAMEXPANSION JOINT FILLERT
1/4 x T
12" MIN.3" CLR.12"12"34" EXP JT12" CONST JT.30" LAP2" CLEAR58" EXP. JOINT16" MAX16"DEPTH
DEPTH
18" WIDE x 14 (T) DEEP SAW CUT ASPLAN, SAW CUTS SHALL BE MADEAS SOON AS CONCRETE HASHARDENED SUFFICIENTLY ENOUGHTO PREVENT AGGREGATE FROMBEING DISLODGED BY SAW BLADE12"Ø x 16" LONG SMOOTHDOWELS @ 24"o.c.SLEEVE EXISTING LINESAS REQUIRED BY CODETIES AS PER SCHEDULE58"Ø x 24" LONG SMOOTHSPEED DOWELS @ 24"o.c.EXTEND BARS 12" THROUGHEXPANSION JOINT ONESIDE INTO 12" PVC SLEEVETERMINATE REINF. ONE SIDEOF EXP. JOINT AS SHOWNPROVIDE BACKER ROD& TOOLED NP-1SEALANT @ EXP. JOINTSCONT. GALV. L 2" x 2" x 316"w/ 12"Ø H. STUDS x 4" @24"o.c. EA. SIDE OF JOINTPROVIDE "Z" BARS TOMATCH & LAP FOOTINGREINF IN DEEPENED FTGDEEPEN FTG. 12" BELOW& WIDER THAN ALL PIPEPENETRATIONS (TYPICAL)11TSE AS PLAN & SCHED.CONT. GALV. L 2" x 2" x 316"w/ 12"Ø HEADED STUDS x 4"@ 24"o.c. EACH SIDE OFJOINT (TYPICAL ONLY @INTERIOR EXP. JOINTS)TSE AS PER PLAN & SCHED.EACH SIDE OF EXP. JOINTTSE AS PLAN & SCHEDULEEA. SIDE OF CONST. JOINTNO SCALETYP. EXP. JOINT DETAIL @ TSETYPICAL CONST. JOINT DETAILTYP. EXP. JOINT DETAIL @ SLABTYPICAL SAW CUT DETAILTYPICAL FOOTING DETAIL @ PLUMBING LINESPROVIDE "Z" BARS TOMATCH & LAP FOOTINGREINF IN DEEPENED FTGTSE AS PLAN & SCHED.TYPICAL STEPPED FOOTING DETAILNO SCALENO SCALENO SCALENO SCALENO SCALEPROVIDE BACKER ROD &TOOLED NP-1 SEALANT@ EXPANSION JOINTSFILL JOINT w/ PREFORMEDRUBBER JOINT FILLER34" = 1'-0"TYPICAL INTERIOR MEZZANINE& STAIR STEEL COLUMNCONC. FOOTINGAS PLAND 6"HSS COLUMN AS PLAN, BASE& CAP PLATE AS PER NOTES& DETAILSECONDARY CONC. POURALL AROUND HSS COLUMN6" CONCRETE SLAB AS PLANC.L. OF HSS COL. & FOOTING112" NON-SHRINK GROUT(IN FULL BED)W OR L3" CLR. (TYP.)COAT BASE OF STEEL COLUMNw/ ASPHALTIC PAINTTOP/FOOTING AS PLANTOP/CONC. SLAB AS PLANNO SCALE34" = 1'-0"TYPICAL EXTERIOR STAIR STEEL COLUMND HSS COLUMN AS PLAN,BASE & CAP PLATE ASPER NOTES & DETAIL,CONCRETE FOOTING AS PLANC.L. OF STL. COL. & FOOTING112" NON-SHRINK GROUT(IN FULL BED)W OR LTOP/FOOTING AS PLANPAVEMENTD
WCONC. SLAB &REINF. AS PLANTHICKENED SLABEDGE AS PLANGRADETHICKENED SLAB EDGETYPICAL TSE34" = 1'-0"WSTEP AS
PER PLAN
34" = 1'-0"TYPICAL SLAB STEPCONC. SLAB &REINF. AS PLANTHICKENED SLABSTEP AS PLAN2" THICK CONC. FILLED 12 Ga STEELPANS & LANDING AS PLAN, ATTACHTO STRINGER EACH END w/ L 1 14" x 114" x 14", WELD TO STRINGERS & PANSw/ 316" FILLET WELD ALL AROUND (TYP.)C12x20.7 STRINGERS & FRAMINGAS PLAN, PROVIDE 14" FILLET WELDSALL AROUND @ ALL CONNECTIONSCONCRETE SLAB OR GRADE AS PLANCONCRETE FOOTING AS PLAN18" END PLL 3" x 3" x 14" x 0'-8" w/ (2) 34"Ø EXP. BOLTSEACH. STRINGER (5" EMBED.) WELD TOSTRINGER w/ 14" FILLET WELD ALL AROUNDDW
34" = 1'-0"INTERIOR STEEL STAIRD
WPAVEMENTRIGID METAL FRAMECOL. AS PLAN BY M.B.M.6" CONCRETESLAB AS PLANTSE AS PLAN & SCHED.HAIRPIN REINF. PLACEDAROUND ANCH. BOLTSAS PLAN34" = 1'-0"TYPICAL METAL BUILDINGCOLUMN @ SLOPED SLAB3" NON-SHRINKGROUT AS PLANSLOPE38" = 1'-0"EXTERIOR STEEL STAIR PLANC12x20.75'-0"10'-1"6'-4"10'-0"1'-0"10'-1"5'-0"10'-1"7'-0"5'-0"C8x11.5W12x14
W12x14 W12x14C12x20.7C12x20.7C12x20.7C8x11.5C8x11.5W12x14 C8x11.5C8x11.5W12x14 W12x14W12x14W12x14W12x14W12x14C8x11.5W12x14W12x14W12x14W12x14
W12x14C12x20.7 C12x20.7
W12x14C12x20.7 C12x20.7
INTERIOR STEEL STAIR CONSTRUCTIONPAINTED w/ CORROSION INHIBITOR, FINAL PAINT AS SPECIFIED BY ARCHITECTCOLUMNS .............. HSS 312" x 312" x 14" (TYPICAL x 8 AS PLAN) SEE STEEL COLUMN SCHEDULE & BASE & CAP PLATE DETAILSBEAMS .................... W12x14 AS PLANSTRINGERS .............. C12x20.7 AS PLANLANDINGS .............. 4" CONCRETE SLAB w/ 6x6 W1.4 x W1.4 W.W.F. ON 112"-22ga. GALVANIZED FORM DECK OVER C8x11.5 JOISTS AS PLANTREADS .................. 12ga. BENT PLATE CONCRETE FILLED PANSRISERS .................... 12ga. BENT PLATEHANDRAILS ............. SEE ARCHITECTURAL PLANSEXTERIOR STEEL STAIR CONSTRUCTIONEXTERIOR STAIR ASSEMBLY SHALL BE HOT-DIPPED GALVANIZEDCOLUMNS .............. HSS 312" x 312" x 14" (TYPICAL x 8 AS PLAN) SEE STEEL COLUMN SCHEDULE & BASE & CAP PLATE DETAILSBEAMS .................... W12x14 AS PLANSTRINGERS .............. C12x20.7 AS PLANLANDINGS .............. 114" x 316" GALVANIZED BAR GRATING WELDED & BANDED OVER C8x11.5 JOISTS AS PLANTREADS & RISERS ..... 114" x 316" GALVANIZED BAR GRATING WELDED & BANDEDHANDRAILS ............. SEE ARCHITECTURAL PLANS38" = 1'-0"INTERIOR STEEL STAIR PLANEXTEND & ATTACH W12x14 TO WEBOF METAL BUILDING COLUMN w/ PL5" x 34" x 9" w/ (3) 34"Ø A325 BOLTS6"APY71PARTIAL PLANSNORTH ENDPARTIAL PLANSSOUTH ENDDwg. File:XREF File:Plot File:Date Signed:Project No.:Sheet No.:Drn:Chd:Reference North& Associates, Architects P.A.D O N A D I OArchitect:Issues:Project:No.:Date:Description:Vero Beach, Florida 32960ENGINEERING, INC.Consulting Structural Engineer2030 37th AvenuePhone: 772.569.1257 Fax: 772.569.4041C.A. License No.: 8662FL P.E. No.: 4752021-204Mike LueS.C.BakerKey Plan:PURSUIT BOATSNew ManufacturingFacility3901 St Lucie Blvd.Ft Pierce FL 34946Copyright C 2021, Donadio & Associates, Architects, P.A.Drawing Title:Vero Beach, FL 32960License No. AA00022382001 9th Avenue, Suite 308Fax.772.562.8600Tel.772.794.2929www.donadio-arch.comConsultantSECTIONS & DETAILSS-4A:11/15/21Foundation Permit
haaaa555544 3NOTES:1. PRESSURES ARE IN ALLOWABLE STRESS DESIGN (asd) FOR WINDOWS, DOORS, ROOF, WALLS AND ALL OTHER BUILDING COMPONENTS AND CLADDING.2. POSITIVE PRESSURES INDICATE PRESSURES ACTING TOWARD A PROJECTED SURFACE. NEGATIVE PRESSURES INDICATED PRESSURES ACTING AWAY FROM A PROJECTED SURFACE.3. NET DESIGN ROOF PRESSURES SHALL BE CALCULATED USING SELF WEIGHT OF MATERIALS.NO SCALECOMPONENT AND CLADDING PRESSURE ZONESEFFECTIVE AREA (SQUARE FEET)ZONE0 < 1011 < 2021 < 50 ROOF
1'1345WALL
COMPONENT AND CLADDING PRESSURES (asd)51 < 100NOTES:1. END ZONE 5 IS WITHIN A DISTANCE OF (a)=14 FT. FROM CORNERS2. ROOF ZONES: 0.6h = 18 FT. 0.2h = 6 FT.3. ROOF PITCH: 0.5:12-35-62-35-58-35-52-35-48-111-100-87-762-81-76-69-64+39-42-52+37-40-48+35-38-44-36-40+33+16+15+13+12SOFFIT
1/1'3-58-55-53-52-105-93-77-642-75-69-59-52+16+15+13+12+16+15+13+12+16+15+13+1233333333333333212112212112222111222122111'1'1'1'0.6h 0.6h
0.2h
0.6h
0.2h0.6h0.6h0.6h0.6h
0.6hHD P
Ø MINIMUM ANCHOR BOLT EMBEDMENT DEPTHBOLTDIAMETERMAX. UPLIFTLOAD ON BOLT12"MAX. HORIZ.LOAD ON BOLTMIN. EMBEDDEPTH (D)PROJECTION(P)HOOK DIM.(H)2,840 LBS.1,960 LBS8"2"212"BOTTOM OFBASE PLATE58"34"78"1"114"112"134"4,520 LBS.3,070 LBS6,690 LBS.4,420 LBS9,230 LBS.6,010 LBS12,110 LBS.7,850 LBS19,380 LBS.12,270 LBS2,840 LBS.17,670 LBS37,970 LBS.24,050 LBS10"12"14"16"20"24"28"212"212"3"3"3"312"412"312"4"4"612"5"8"10"STRUCTURAL NOTES1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.2. ALL CONSTRUCTION SHALL BE BRACED AND SHORED BY THE CONTRACTOR AS REQUIRED TO SAFELY PERFORM THE WORK.3. ALL DOORS, WINDOWS AND HARDWARE MUST BE DESIGNED AND CERTIFIED TO WITHSTAND THE DESIGN WIND PRESSURES NOTED IN THIS DOCUMENT AND GLAZED OPENINGS SHALL BE IMPACT RESISTANT AS REQ. BY THE FLORIDA BUILDING CODE.4.THE MINIMUM STRUCTURAL SUBMITTALS SHALL BE AS PER SPECS AND AS FOLLOWS:a.CONCRETE MIX DESIGNSb.MASONRY & ACCESSORIESc.REINFORCEMENTd.STRUCTURAL STEELe.LIGHT GAGE METAL FRAMING SIGNED & SEALEDf.PRE-ENGINEERED METAL BUILDING SIGNED & SEALEDg.CRANE EQUIPMENT & SUPPORTS SIGNED & SEALEDh. HELICAL PILE CERTIFICATION SIGNED & SEALEDFOUNDATION1. FOUNDATIONS ARE DESIGNED BASED ON AN ALLOWABLE BEARING PRESSURE OF 2,500 PSF.2. CONTRACTOR SHALL VERIFY THAT THE MIN. COMPACTION OF 95% OF ITS MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D1557 IS OBTAINED PRIOR TO FOOTING & SLAB PLACEMENT. REFER TO SOLS REPORT.3. FOOTINGS SHALL BE PLACED ON COMPACTED SOIL FREE OF ORGANIC DEBRIS.4. REFER TO SOILS INVESTIGATIVE REPORT BY ARDAMAN & ASSOCIATES INC. REPORT NO. 21-5487 DATED AUGUST 26, 2021 FOR ALL SITE PREPARATION REQUIREMENTS.5. FINAL FOUNDATION SIZES SHALL BE REVIEWED AND VERIFIED BY ENGINEER OF RECORD UPON SUBMITTAL OF FINAL PRE- ENGINEERED METAL BUILDING REACTIONS PRIOR TO CONSTRUCTION.HELICAL PILES1. HELICAL PILES AND COMPONENTS SHALL BE AS MANUFACTURED BY A B CHANCE OR APPROVED EQUAL.2. ALL COMPONENTS SHALL BE HOT DIP GALVANIZED PER ASTM A153 (LATEST REVISION).3. HELICAL PILES SHALL BE SS 5 AND INSTALLED BY A QUALIFIED INSTALLER APPROVED BY THE PRODUCT MANUFACTURER.4. SS5 MATERIAL SPECIFICATIONS:BRACKET BODY: PER ASTM A36 AND ASTM A570 GRADE 50SHAFT: 1-1/2" SOLID SQUAREHELIXES38" MIN THICK ASTM A572 OR A1018 MINIMUM YIELD STRENGTH 50 KSI BOLTS: HEX HEAD BOLT PER SAE J429 GRADE 5.5. THE HELICAL PILES SPECIFIED SHALL HAVE THE FOLLOWING ULTIMATE CAPACITY:SS 5 P(ULT) = 57 KIPS MAXIMUM INSTALLATION TORQUE RATING = 5,700 FT-LBS6. THE SS5 HELICAL PILES SPECIFIED SHALL BE INSTALLED TO DEVELOP THE FOLLOWING MINIMUM TENSILE LOADS:P(WORKING) = 20 KIPS TENSION MINIMUM TORQUE RATING = 4,000 FT-LBS7. THE MINIMUM HELIX DIAMETERS SHALL BE 10, 12 & 14 INCHES RESPECTIVELY.8. THE INSTALLER SHALL REVIEW THE SOILS INVESTIGATIVE REPORT TO DETERMINE THE REQUIRED MIN. REQUIRED DEPTH NEEDED TO ACHIEVE THE RATED CAPACITIES INDICATED IN PLAN.9. HELICAL PILES SHALL BE INSTALLED AT THE MIN. DEPTH OF 40 FEET UNLESS THE TORQUE HAS BEEN ACHIEVED AT A SHALLOWER DEPTH.10. INSTALLATION SHALL BE MONITORED AND CERTIFIED BY AN INDEPENDENT ENGINEER STATING THE THAT THE INSTALLATION IS IN COMPLIANCE WITH THE DESIGN DOCUMENTS. SUBMIT PILE LOG WITH CERTIFICATION PRIOR TO PLACING FOUNDATIONS.11. THE CAPACITY OF THE HELICAL SYSTEM IS A FUNCTION OF MANY ELEMENTS NOT LIMITED TO THE CAP BRACKET, PIER SHAFT, HELIXES AND BEARING STRATA AS WELL AS THE QUALITY OF PIER INSTALLATION.12. THE MINIMUM CAP PLATE SIZE SHALL BE 58" x 8" x8" AND SHALL BE WELDED TO THE HELICAL PILE SHAFT TO DEVELOP THE RATED DESIGN TENSION LOADS.CONCRETE1. CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF A.C.I. 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS" AND A.C.I. 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.2. THE MINIMUM CONCRETE 28 DAY COMPRESSIVE STRENGTHS SHALL BE AS FOLLOWS: FOUNDATIONS ....................................... 3000 PSI SLUMP 5"±1" W/C = 0.5 AGGREGATE SIZE 34" SLAB ON GRADE .................................... 4000 PSI SLUMP 5"±1" W/C = 0.4 AGGREGATE SIZE 34" COLUMNS & BEAMS ............................... 3000 PSI SLUMP 5"±1" W/C = 0.5 AGGREGATE SIZE 34" MASONRY GROUT .................................. 3000 PSI SLUMP 10"±1" W/C = N/A AGGREGATE SIZE N/A3. REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A615 GRADE 60.4. WELDED WIRE FABRIC SHALL BE IN ACCORDANCE WITH ASTM A185 AND SHALL BE ADEQUATELY SUPPORTED AT 36" o.c. E.W.5. THE MINIMUM CONCRETE COVERAGES SHALL BE AS FOLLOWS: CAST AGAINST EARTH....3" EXPOSED TO WEATHER.... 1-1/2" FORMED SURFACES....1"6. PROVIDE 90° CORNER LAP SPLICES AT ALL INTERSECTIONS.7. THE MINIMUM LAP SPLICE SHALL BE 30 BAR DIAMETERS OR AS NOTED IN SCHEDULE.8. CONCRETE SHALL BE TESTED BY AN INDEPENDENT TESTING LABORATORY IN ACCORDANCE WITH ASTM C39. A MINIMUM OF (5) TEST CYLINDERS SHALL BE TAKEN FOR EACH POUR, AND ADDITIONAL SETS FOR EVERY 50 CUBIC YARDS OF POUR. CYLINDERS SHALL BE TESTED AS FOLLOWS: 1 AT 3 DAYS, 1 AT 7 DAYS, 1 AT 14 DAYS, 1AT 28 DAYS & 1 AT 56 DAYS (IF THE MINIMUM STRENGTH IS NOT MET IN 28 DAYS)9. CONTRACTOR SHALL PROVIDE SAW CUTS IN SLAB AS PLAN OR AT A MAXIMUM SPACING OF 20'-0" o.c. EACH WAY OR 400 S.F.U.O.N. AND AT ALL RE-ENTRANT CORNERS. SAW CUTS SHALL BE 1/4 OF THE SLAB DEPTH AND SHALL BE PERFORMED AS SOON AS THE CONCRETE HAS HARDENED SUFFICIENTLY ENOUGH TO PREVENT THE AGGREGATE FROM BEING DISLODGED BY THE SAW BLADE. THIS IS AN EFFORT TO CONTROL THE STRESSES, AN INHERENT PROPERTY OF CONCRETE WHICH SOMETIMES RESULTS IN CRACKS, WHICH IS NOT UNCOMMON.CONCRETE MASONRY1. CONCRETE MASONRY WORK SHALL BE IN ACCORDANCE WITH ACI 530.1/ASCE 6/TMS 602, SPECIFICATION FOR CONCRETE MASONRY STRUCTURES AND ACI 530/ASCE 5/TMS 402, BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES.2. CONCRETE MASONRY UNITS SHALL BE IN CONFORMANCE WITH ASTM C90, GRADE N, TYPE II. MASONRY UNITS SHALL BE TESTED IN ACCORDANCE WITH ASTM C140 AND SHALL HAVE A MINIMUM NET AREA STRENGTH OF 1900 PSI (F'm = 1500 PSI).3. GROUT SHALL BE IN CONFORMANCE WITH ASTM C476, COARSE TYPE WITH A 28 DAY COMPRESSIVE STRENGTH OF 3,000 PSI AND A SLUMP OF 9" - 11".4. MORTAR SHALL BE IN ACCORDANCE WITH ASTM C270, TYPE S.5. ALL MASONRY JOINTS SHALL BE WATERTIGHT AND CONCAVE TOOLED WITH A NON-STAINING TOOL.6. EXTERIOR SURFACES SHALL BE SEALED AND PAINTED.7. PROVIDE CLEANOUTS FOR ALL GROUTED CONSTRUCTION AND LIMIT MORTAR PROTRUSIONS TO 1/2" MAX. IN GROUTED CELLS.8. ALL MASONRY WALLS SHALL BE CONSTRUCTED IN RUNNING BOND WITH 9 GA. LADDER TYPE JOINT REINFORCING SPACED 16"o.c. VERTICALLY. LAP 8" MINIMUM AT ALL CORNERS & SPLICES.9. PROVIDE PRECAST CONCRETE LINTEL WITH 2#6 HORIZ. BARS GROUTED SOLID WITH 8" MINIMUM BEARING AT ALL MASONRY OPENINGS (TYP. UNLESS OTHERWISE NOTED).STRUCTURAL STEEL1. STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH A.I.S.C. "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST EDITION.2. THE MINIMUM STRUCTURAL STEEL GRADES SHALL BE AS FOLLOWS: PLATES & ANGLES .......... ASTM A36 Fy = 36 KSI STRUCTURAL TUBE .......... ASTM A500 Fy = 46 KSI PIPE .............................. ASTM A36 Fy = 36 KSI WF SHAPES.................... ASTM A992 Fy = 50 KSI3. 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 BE A MINIMUM OF 3/16" UNLESS NOTED OTHERWISE.5. HIGH STRENGTH BOLTS SHALL BE IN ACCORDANCE WITH ASTM A325 & SHALL BE DESIGNED AS BEARING TYPE CONNECTIONS WITH THREADS EXCLUDED FROM THE SHEAR PLANE.6. ANCHOR BOLTS SHALL BE IN ACCORDANCE WITH ASTM A307.7. ALL MEMBERS SHALL BE POWER TOOL CLEANED AND PAINTED WITH A RUST INHIBITIVE SHOP PRIMER WITH A MIN. THICKNESS OF 1.5 MILS.8. GALVANIZED METALS, WHERE SPECIFIED, SHALL BE HOT-DIPPED GALVANIZED IN ACCORDANCE WITH ASTM A123 AND A153.PRE-ENGINEERED METAL BUILDING - REFERS TO METAL BUILDING MANUFACTURER (M.B.M.)1. PRE-ENGINEERED METAL BUILDING STRUCTURE SHALL BE DESIGNED AND MANUFACTURED FOR ALL LOADS PRESCRIBED HEREIN.2. SUBMIT METAL BUILDING SHOP DRAWINGS AND REACTIONS SIGNED AND SEALED BY A FLORIDA REGISTERED ENGINEER FOR REVIEW BY THE ENGINEER OF RECORD PRIOR TO FABRICATION.3. ALL METAL BUILDING COMPONENTS SHALL BE COLD FORMED WITH A MINIMUM GRADE OF FY = 50KSI AND SHALL BE IN ACCORDANCE WITH AISI AND AISC LATEST EDITION.4. ROOF PANELS SHALL BE A MINIMUM OF 24 GA STANDING SEAM PANELS INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS AS REQUIRED TO RESIST THE SPECIFIED WIND UPLIFT LOADS. COLOR SHALL BE AS SELECTED BY ARCHITECT AND OWNER.5.WALL PANELS SHALL BE A MINIMUM OF 26 GA GALVALUME AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS AS REQUIRED TO RESIST THE SPECIFIED WIND LOADS. COLOR SHALL BE AS SELECTED6. ALL MEMBERS SHALL BE POWER TOOL CLEANED AND PAINTED WITH A RUST INHIBITIVE SHOP PRIMER WITH A MIN. THICKNESS OF 1.5 MILS. U.N.O7. DIAGONAL WALL AND ROOF BRACING SHALL BE PLACED IN BAYS WITHOUT OPENINGS.8. METAL BUILDING MANUFACTURER SHALL PROVIDE ALL THE NECESSARY TRIM, FLASHING AND COVER PLATES AS NEEDED TO PROVIDE A COMPLETE WEATHER PROOFED BUILDING ENVELOPE AND STRUCTURE.9. METAL BUILDING MANUFACTURER SHALL DESIGN THE FRAMING TO SUPPORT ALL LOADS SPECIFIED IN PLAN.10. ALL SECONDARY FRAMING MEMBERS AND CONNECTORS NOT LIMITED TO PURLINS AND GIRTS AT EXTERIOR ROOFS WITH OPEN SIDES SHALL BE HOT-DIPPED GALVANIZED.COLD FORMED METAL FRAMING1. ALL MEMBERS SHALL BE DESIGNED, MFG'D AND INSTALLED IN ACCORDANCE WITH (A.I.S.I.) LATEST EDITION " SPECIFICATION FOR THE DESIGN OF COLD FORMED STRUCTURAL MEMBERS".2. ALL MATERIAL SHALL BE THE MINIMUM TYPE, SIZE, GAUGE AND SPACING AS SPECIFIED ON PLANS.3.THE LIGHT GAGE STEEL FRAMING SHALL BE DESIGNED BY A SPECIALTY ENGINEER AND SIGNED AND SEALED SHOP DRAWINGSSIGNED AND SEALED SHALL BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION.4. STRUCTURAL PROPERTIES OF METAL STUDS SHALL BE IN ACCORDANCE WITH AMERICAN IRON AND STEEL INSTITUTE (A.I.S.I.) "SPECIFICATION FOR DESIGN OF COLD FORMED STRUCTURAL MEMBERS".5. METAL FRAMING COMPONENTS TO BE OF STRUCTURAL QUALITY STEEL SHEET WITH A MINIMUM YIELD OF 33,000 PSI OR 40,000 PSI; ASTM A 446, A 570, OR A611, WITH A GALVANIZED FINISH COMPLYING WITH ASTM A525 FOR MINIMUM G60 COATING.6. CONCRETE THREADED FASTENERS SHALL BE CORROSION RESISTANT AND INSTALLED AS PER MANUFACTURER'S SPECIFICATIONS.7. SCREWS FOR METAL FRAMING CONNECTORS SHALL BE A MINIMUM OF #10 x 3/4" CORROSION RESISTANT HEX HEAD SELF DRILLING, SELF TAPPING DRILLING, CADMIUM PLATED TYPICAL U.N.O. OR OF OTHER SIZE AND TYPE INDICATED ON DRAWINGS. PROVIDE A MINIMUM OF (3) SCREWS EACH CONNECTION.8. ALL FRAMING SHALL BE PLUMBED & SECURELY FASTENED TO FLANGES OF ALL UPPER AND LOWER TRACKS WHERE APPLICABLE.9. VERTICAL HANGERS, DIAGONAL AND HORIZONTAL BRACING SHALL BE PROVIDED AS REQUIRED TO KEEP ALL MEMBERS PLUMB AND STRAIGHT.TIMBER1. ALL TIMBER ELEMENTS SHALL BE IN ACCORDANCE WITH FLORIDA BUILDING CODE.DESIGN CRITERIATHE FLORIDA BUILDING CODE, 7th EDITION (2020)ROOF LOADS DEAD ................................. 2 PSF (AS PER MBM) COLLATERAL LOAD ...................................10 PSF LIVE ......................................................... 20 PSFMEZZANINE LOADS DEAD .......................................... (AS PER MBM) LIVE OFFICES...........................................50 PSF PARTITIONS.......................................15 PSF STAIRS .......................................... 100 PSFINTERIOR PARTITION LATERAL LOAD ................ 5 PSFWIND LOADS PER ASCE 7WIND SPEED REGION V(ult) ..................... 160 MPH V(asd) .................... 124 MPHWIND BORNE DEBRIS REGIONENCLOSED STRUCTUREBUILDING RISK CATEGORY ................................... IIBUILDING DESIGN HEIGHT .......................... <30 FT.ROOF PITCH ................................................ 0.5:12INTERNAL PRESSURE COEFF .......................... ±0.18EXPOSURE .......................................................... CHEIGHT & EXPOSURE COEFF ........................... 1.40CRANE LOADS IMPACT 10% LIFTED LOAD HORIZONTAL 20% LIFTED LOAD LONGITUDINAL LOAD 20% MAX WHEEL LOADPULL FLIP A:(2) 10 TON TOP RUNNING BRIDGE CRANE SPAN 50 FT(3) 5 TON HOISTS EACH BRIDGE BRIDGE WEIGHT 9,056 LBS HOIST WEIGHT 443 LBS LIFT CAPACITY 2 x 10,000 = 20,000 LBSPULL FLIP B:(2) 4 TON TOP RUNNING BRIDGE CRANE SPAN 50 FT(3) 2 TON HOISTS EACH BRIDGE BRIDGE WEIGHT 5,470 LBS HOIST WEIGHT 245 LBS LIFT CAPACITY 2 x 4,000 LBS = 8,000 LBSBOAT LINE A:(2) 2 TON TOP RUNNING BRIDGE CRANE SPAN 50 FT(2) 1 TON HOISTS EACH BRIDGE BRIDGE WEIGHT 4,953 LBS HOIST WEIGHT 170 LBS LIFT CAPACITY 2 x 2,000 LBS = 4,000 LBSBOAT LINE B:(1) 2 TON TOP RUNNING BRIDGE CRANE SPAN 50 FT(2) 1 TON HOISTS BRIDGE WEIGHT 4,953 LBS HOIST WEIGHT 170 LBS LIFT CAPACITY 2 x 2,000 LBS = 4,000 LBSTRUCK LOADING:(2) 10 TON TOP RUNNING BRIDGE CRANE SPAN 25 FT(2) 5 TON HOISTS EACH BRIDGE BRIDGE WEIGHT 3,796 LBS HOIST WEIGHT 443 LBS LIFT CAPACITY 2 x 10,000 LBS = 20,000 LBSPRODUCT LAUNCH:(2) 10 TON TOP RUNNING BRIDGE CRANE SPAN 50 FT(2) 5 TON HOISTS EACH BRIDGE BRIDGE WEIGHT 9,056 LBS HOIST WEIGHT 443 LBS LIFT CAPACITY 2 x 10,000 LBS = 20,000 LBSNOTES:1.THE DESIGN OF THE PRE-ENGINEERED METAL BUILDING COLUMNSSHALL CONSIDER THE FOLLOWING MAXIMUM LOADING CONDITIONS.2.LOADING SHALL ACCOUNT FOR TWO BRIDGE CRANESCONCURRENTLY EACH BAY, TYPICAL3.BRIDGE CRANES WITH (3) HOISTS, ONLY (2) HOISTS WILL BE PERMITTEDTO BE USED AT ANY ONE TIME.105"919954"LAP SPLICE LENGTHS (3000 PSI)ACI STANDARD HOOK LENGTHSBAR SIZE (#)TOP BARSALL OTHER BARSBAR SIZE (#)LENGTH (INCH)28"37"47"56"81"76543681012143456718"24"30"36"42"93"816848"MARKS1ANCHORSANCHORSBASE PLATESIZECAP PLATEREMARKSNOTES:1. TOP/FOOTING AS PLAN2. ALL EXTERIOR STEEL COLUMN ASSEMBLIES SHALL BE HOT-DIPPED GALVANIZED.STEEL COLUMN SCHEDULE*4 - 34"Ø A307BOLTS (13+4)* DBL NUTS & WASHERS4 - 58"Ø A325BOLTS12" x 12" x 12"6" x 12" x 10" w/HSS 312" x 312" x 14"TSE-1212" x 12" x CONT.MONOLITHIC WALL FOOTINGS.W.TOP REINF.MARKL.W.S.W.FOUNDATION SCHEDULEL.W.BOT. REINF.SIZED x W x LTHICKENED SLAB EDGEF-4COLUMN PADF-5MWF-2424" x 48" x 48"24" x 60" x 60"5#65#66#66#63#5F-624" x 72" x 72"7#67#624" x 24" x CONT.3#5 TOP & BOT. w/ #4 TIES @ 24"o.c.THICKENED SLAB EDGETSE-242#5STEM WALL FOOTING AT TRUCK WELLWF-444#516" x 44" x CONT.#5 @ 24"4#5#5 @ 24"12" x 24" x CONT.#5 @ 32"5#65#66#66#67#67#6F-724" x 84" x 84"8#68#68#68#6F-824" x 96" x 96"10#610#610#610#6F-4A24" x 48" x 48"5#65#65#65#6F-5A24" x 60" x 60"6#66#66#66#6F-5B24" x 60" x 60"6#66#66#66#6REMARKSNOT USED AS PLANAS PLANAS PLAN-2'-0"-0'-6"-5'-4"-0'-6"F-8A10#610#610#610#6-0'-6"-2'-0"-0'-6"T/FTGELEVNOTES:1. DENOTES (2) SS5 HELICAL TENSION PILES INSTALLED CONCENTRICALLY IN FOOTING BATTERED 5° IN EACH OPPOSITE FACING DIRECTION.2. DENOTES (4) SS5 HELICAL TENSION PILES INSTALLED CONCENTRICALLY IN FOOTING BATTERED 5° IN EACH OPPOSITE FACING DIRECTION.COLUMN PADCOLUMN PADCOLUMN PADCOLUMN PADCOLUMN PADCOLUMN PADCOLUMN PADCOLUMN PAD*+0'-0"F-6A24" x 72" x 72"7#67#67#67#6-2'-0"**COLUMN PADF-924" x 108" x 108"10#610#610#610#6COLUMN PADF-9A24" x 108" x 108"10#610#610#610#6COLUMN PADMONOLITHIC COL FOOTINGMF-424" x 48" x 48" +0'-0"5#65#65#65#6F-1016" x 40" x 82#6 @ 12"o.c. EACH WAY TOP & BOTTOM-1'-9"FLOOR WINCH PIT FOOTING/SLABMONOLITHIC STAIR LANDING FOOTINGMF-212" x 24" x 60" +0'-0"6#63#6F-7A24" x 84" x 84"8#68#68#68#6-2'-0"COLUMN PADF-7B24" x 84" x 84"8#68#68#68#6-5'-4"COLUMN PAD24" x 96" x 96"F-3AEXTERIOR STAIR COLUMN PAD12" x 36 x 36"4#64#6-0'-3"F-3INTERIOR STAIR COLUMN PAD12" x 36 x 36"4#64#6-0'-6" NOT USED NOT USED TSS-88" x 8" x CONT.THICKENED SLAB STEP1#5AS PLANF-5C24" x 60" x 60"6#66#66#66#6-2'-3"COLUMN PADF-7C24" x 84" x 84"8#68#68#68#6-2'-3"COLUMN PAD-2'-0"F-5D24" x 60" x 60"6#66#66#66#6-1'-3"COLUMN PADSLOPE TOP OF CONC. FILL6"Ø STD PIPE w/ 1#5 VERT.GROUTED SOLID, SEE ARCH.PLANS FOR LOCATIONS3'-6" N.T.S.3'-6" N.T.S.7'-0" N.T.S.12"ØTOP/GRADE OR PAVEMENT12"Ø CONC. FOUNDATIONTYP. PIPE BOLLARD DETAILREFER TO ARCH DWGS FOR QUANTITY & LOCATION34" = 1'-0"36"12"12"12"36"12"12"12"PANEL ENDS & INTERIOR PANEL - ZONE 4 & 5TOP & BOTTOM PANEL - ZONE 4 & 5NOTES:1. ALL PANEL SIDE LAP FASTENERS SHALL BE 14"Ø-14 x 78" @ 20"o.c. VERTICAL, MAXIMUM.2. FIELD FASTENERS SHALL BE #12-14 x 114" SCREWS AS INDICATED.3. ALL PANEL FASTENERS SHALL BE CORROSION RESISTANT SELF DRILLING SELF TAPPING HEX HEAD SCREWS w/ NEOPRENE WASHERS OR AS RECOMMENDED BY THE PANEL MANUFACTURER.34" = 1'-0"NEW EXTERIOR WALL PANELFASTENER DETAIL12"o.c.(TYP.)4"(TYP.)TYPICAL WINDOW & DOORATTACHMENT DET. TO METAL34" = 1'-0"#14 SELF TAPPING SELFDRILLING S.S. SCREWS@ 12"o.c. (MINIMUM 3FASTENERS PER SIDE)DOORS & WINDOWS SHALL BE DESIGNED, MANUFACTURED, INSTALLED &CERTIFIED TO WITHSTAND THE MIN. DESIGN WIND PRESSURES AS NOTEDIN PLAN & SHALL BE IMPACT RATED.NOTE:6"-18ga "C" STUDS AT EACH SIDE OF OPENING w/ CLIP L 3" x 3" x 16ga x4" LONG w/ (4) # 12 SELF-DRILLING SELF-TAPPING SCREWS EACH LEG"Z" GIRT BY M.B.M.3" CLIP ANGLESROOF "Z" PURLINSBY M.B.M.NOTES:1. 8"-18gA "C" STUDS (2 12" FLANGE) EA. SIDE OF ROOF VENT w/ CLIP L 4" x 4" x 16ga x 6" LG w/ (4) 38"Ø SELF-DRILLING SELF-TAPPING SCREWS EACH LEG.2. ROOF PURLINS SHALL BE DESIGNED BY THE M.B.M. TO SUPPORT THE WEIGHT OF ALL EQUIPMENT.34" = 1'-0"TYP. WALL VENT FRAMING8"-18ga "C"8"-18ga "C"8"-18ga "C"8"-18ga "C"34" = 1'-0"TYP. ROOF VENT FRAMING8"-18ga "C"8"-18ga "C"8"-18ga "C"8"-18ga "C"4" CLIP ANGLESNOTES:1. WINDOW & DOOR PERIMETERS SHALL BE WATERTIGHT. PROVIDE AN APPLICABLE APPROVED WATER PROOF SEALANT IN COMPLIANCE w/ AAMA 714. (1) COAT BEFORE INSTALLING BUCKS & (1) COATAFTER BUCK INSTALLATION.2. USING STRUCTURAL WOOD BUCK: THE MINIMUM STRUCTURAL WOOD BUCK SHALL BE 112" THICK ATTACHED TO GROUTED MASONRY OR CONCRETE w/ 14"Ø CORROSION RESISTANT TAPCONS AS SHOWN. FASTEN DOOR & WINDOWS TO BUCK w/ MIN.14"Ø STAINLESS STEEL WOOD SCREWS AS PER NOA.3. NO STRUCTURAL BUCK: THE WINDOW & DOORS SHALL BE FASTENED DIRECTLY TO THE GROUTED MASONRY OR CONCRETE w/ 14"Ø CORROSION RESISTANT TAPCONS AS SHOWN OR AS PER NOA.TYPICAL WINDOW & DOORBUCK ATTACHMENT DETAIL34" = 1'-0"14"Ø S.S. TAPCONS INTOFILLED CELL OR CONCRETECOL. w/ 134" EMBED (TYP.)P.T. BUCK AS REQUIRED BYDOOR OR WINDOW MFG.PROVIDE 8" x 8" CONCRETECAP w/ 1#5 CONT. BELOWALL WINDOW OPENINGS4" EMBED.3"TYPICAL OVERHEAD DOOR JAMBATTACHMENT TO CMU112" = 1'-0"1/8DOOR HARDWARE ATTACHMENTBY DOOR MANUFACTUREROPTIONAL PLUGWELD ALL BOLTHOLESTYP. EA.JAMBCONT. P.T. 2x6 PLATE @ JAMB w/ 58"ØLDT @ 24"o.c. w/ WASHERS (4"EMBED.) PROVIDE ONE BOLT WITHIN 6"FROM THE TOP & BOT. OF JAMB PLATEDOOR HARDWARE ATTACHMENT TO2x6 BY DOOR MANUFACTURER1. OVERHEAD DOORS SHALL BE DESIGNED, MANUFACTURED, INSTALLED & CERTIFIED TO WITHSTAND A DESIGN WIND PRESSURE AS SHOWN IN PLAN.2. REFER TO MANUF. CONNECTION REQUIREMENTS IF MORE STRINGENT.CONCRETE COLUMN OR CMU WALLw/ FILLED CELL AS PLAN 3"@12"STEEL JAMB AS PER METALBUILDING MANUFACTURERTYPICAL OVERHEAD DOOR JAMBATTACHMENT TO METAL FRAME112" = 1'-0"1. OVERHEAD DOORS SHALL BE DESIGNED, MANUFACTURED, INSTALLED & CERTIFIED TO WITHSTAND A DESIGN WIND PRESSURE AS SHOWN IN PLAN.2. REFER TO MANUF. CONNECTION REQUIREMENTS IF MORE STRINGENT.TYPICAL STEEL COLUMNCAP & BASE PLATE DETAILS112" = 1'-0"1'-0"1'-0"10"112"9"112"112"9"112"112"6"6"6"6"5"ALL COLUMN TO CAP AND BASE PLATE WELDS SHALL BE A MINIMUM OF 14" FILLET WELDS ALL AROUND.3"3"
6"5"112"7"BASE PLATES1CAP PLATEAPY71PARTIAL PLANSNORTH ENDPARTIAL PLANSSOUTH ENDDwg. File:XREF File:Plot File:Date Signed:Project No.:Sheet No.:Drn:Chd:Reference North& Associates, Architects P.A.D O N A D I OArchitect:Issues:Project:No.:Date:Description:Vero Beach, Florida 32960ENGINEERING, INC.Consulting Structural Engineer2030 37th AvenuePhone: 772.569.1257 Fax: 772.569.4041C.A. License No.: 8662FL P.E. No.: 4752021-204Mike LueS.C.BakerKey Plan:PURSUIT BOATSNew ManufacturingFacility3901 St Lucie Blvd.Ft Pierce FL 34946Copyright C 2021, Donadio & Associates, Architects, P.A.Drawing Title:Vero Beach, FL 32960License No. AA00022382001 9th Avenue, Suite 308Fax.772.562.8600Tel.772.794.2929www.donadio-arch.comConsultantSCHEDULES &GENERAL NOTESS-5A:11/15/21Foundation Permit