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HomeMy WebLinkAboutBUILDING PLANS 3* TUnQ3 slangy ;S AS (13NNVC)e 375 S.F. UNOBSTRUCTED AREA�O c o 0 - o of 1o1 o � Cb +* CONSTRUCT 900 GALLON 0 L Jo SEPTIC TANK 0 0 F t .� •� s 5 0 0 0 PROPOSED BALLARDS FDOH in St. Lucie County Environmental Health Site Plan Approved for Construction Supersedes All Previous Site Plans for OSTDS # SG-$r-- I w6o& & Well # Date: 7,/1(j08" Reviewbr: " CONSTRUCT 21 QUICK 4 EQ 36 INFILTRATOR CHAMBERS (250 S.F.) 11.67'X46' - MODULAR OFFICE TRAILER '� li is �, �� i .� �i�.•� , STING GROUND ELEVATION EXISTING \ WELL \ EXISTING DIRT ROAD ' \ I CULPEPPER & TERPENING, INC. FPL i 1 CONSULTING ENGINEERS IU1ND SURVEYORS FUR M" flaOIk fn2) JOB NO. 16-170 No 2276 1 p 3S� STAT OF PERMIT NO. 56-:406 %` REVISED PLOT P �'" f-18 VG, JR. P.E. DATE No. 24276 EAD SOLAR ENERGY CENTER PLOT PLAN D.F. 1 11-29-17 1 1-=30• 1 2 OF 2 � - - TOE - - - - - TOE - - - - nParcel 1 (-,Parcel LEGEN BY DENOTES BB DENOTES CDNC DENOTES OVL DENOTES D.E. DEN07ES RRE. DENOTES FND. DENOTES LB. DEN07ES gm) DENOTES R, DENOTES P,B. DENOTES PG. DENOTES P.S.M. DENOTES P.L.S. DEN07U (P) DM07M DEN07ES U DEN07ES DENOTES DENOTES SWALE TO IN Boon SITE BENCIJ-MARK' PORWLE WELL SURVEYOR dt MAPPER TOP OF 8'*ELL CASING - LAND SURVEYOR (ASSUMED) ELOATION: 100.00' VENT / ow ELEVATION / EXISTING GROUND \oaf R1p0, k copt 1910.27't T PROPERTY LINE Jr 10)9 PROPOSED BOLLARDS_ (TYPICAL) \ PROPOSED 12'X46' MODULAR TRAILER F.F E 109.5 \ 107.' r o 0 EXISTING OVERHEAD ELECTRIC 12' FPL EASEMENT O.R. 460, PG. 496 + Ii o\ I � ti ( I I i I I o Q I a 1 t r aF I�(n i I' a l Ud Vl o l I o m o Y N I 1 o c I I I I 1 I I I o PROPOSED I I I f HANDICAPPED RAMPS 300 SF CONCRETE SURFACE / HANDICAPPED PARKING SPACE MARKINGS/ SIGNAGE TO MEET FOOT INDEX 17346 .;N jr--. oo N I I Boa' I I o \ 26 1 M EOKI i PROPOSED I I I I f,IQ=S �O SEPTIC TANK z PROPOSED I - AND DRAINFIELD STABILIZED Gi:RS,0ES ROCK w u�u CE I f P I REARXi o w ii o_ (2,500SURFAsf) I o i ZNG I TEC N I SWALE I Yo L - TOE - - - - -TOE - - - - 70E - -�j:v C51SS7_� :A so - - - STATE - - 89'27'28" W (D&C) 1916.84' (D) 1916.89' (C) 7, '7 S 89"27'28" W 2161.07' (C) THOMA� i KI�RNAN, ' DA E Professiona113U1'vAyor &Mapper Florida Certificate No. 6199 .,. _.,__.......___ } 0_ Q 0 D 7 O m ' VACANT 0 ( Parcel ID: 422a6-311-0001-000-4 I Owr{er. Joel W. Bass and 1 Jacqueline E. Bass PROPERTY ADDRESS 21351 Glades Cut Off Road, Saint Lucie County, Florida GRAPHIC SCALE s0 0 30 60 ( IN ease ) LEGAL DESCRIPTION a ul"h = so a. PARCEL 1: A parcel of land being in Section 33 and Section 28, Township 37 South, Range 38 East, St. Lucie County, Florida. Said parcel of land being the West 458.80 acres of the East 1221.48 acres of that part of Sections 33 and 28 that lies East of a fence line known as the McCarty Fence and North of the North Right of Way line of the Central and Southern Florida Flood Control District Canal C-23. Said parcel of land being more fully described as follows: Beginning at the Southeast corner of said Section 33 thence proceed North 0' 32' 44" West along the East line of said Section 33 for a distance of 290.74 feet to a point where said East line of Section 33 intersects the North Right of Way line of said Canal C-23. Thence proceed South 89' 27' 28" West along the North right of way line of said Canal C-23 for a distance of 3236.11 feet to a point, said point being the POINT OR PLACE OF BEGINNING of this description. (1) Thence continue South 89' 27' 28" West along the North right of way line of said Canal C-23 for a distance of 1916.84 feet to a point on the above described McCarty Fence line. (2) Thence proceed North 0' 07' 59" West along said fence line for a distance of 5029.55 feet to a point. (3) Thence proceed North 2' 34' 25" West along said fence line for a distance of 5308.69 feet to the Northwest corner of said Section 28. (4) Thence proceed South 89' 28' 40" East along the North line of Section 28 for a distance of 2068.88 feet to a point, said point also being 3236.67 feet North 89' 28' 40" West of the Northeast corner of said Section 28. (5) Thence proceed South 0' 32' 44" East for a distance of 10,296.25 feet to a point on the North right of way line of said Canal C-23 and the POINT OR PLACE OF BEGINNING of this description. ALSO: Beginning at the NW corner of Section 28, Township 37 South, Range 38 East, St. Lucie County, Florida, run South 2' 34' 25" East a distance of 5308.69 feet, thence run South 0' 7' 59" East a distance of 5231.32 (5279.52 Desc.) to the South line of Section 33, Township 37 South, Range 38 East, thence run South 89' 54' 26" West along Section line a distance of 243.27 feet to the Southwest corner of said Section 33, thence run North 0' 20' 45" West a distance of 5280.37 feet to the Northwest corner of said Section 33, thence run North 0' 15' 35" East a distance of 5304.10 feet to the POINT OF BEGINNING. GENERAL NOTES 1. The last date of field work was November 29, 2017. 2. Additions or deletions to survey maps or reports by other than the signing party or parties is prohibited without written consent of the signing party or parties. 3. Reproductions of this map are not valid without the signature and original raised seal of a Florida Licensed Surveyor and Mapper. 4. Lands shown hereon were not abstracted by this office for rights -of -way, easements of record, ownership, abandonment's, deed restrictions, or Murphy Act Deeds. This information should be obtained through appropriate title verification. 5. All above ground fixed improvements, if any, have been located and shown hereon. 6. Underground foundations and improvements were not located as part of this survey. 7. Flood note: the National Flood Insurance Information: Panel Number: 12111 C 0375 (panel not printed) J; Effective Date: 02-16-12 (index); Firm Zone: N/A; base flood elevation: N/A; 8. No additional search of the public records has been performed. There may be additional map Amendments affecting this property. 9. Bearings are based on the Florida east state plane coordinate system NAD 83 (2011 ADJ), and are referenced to the East Boundary line which bears South 0031 05 East and all bearings are relative thereto. 10. No easements are shown hereon other than those depicted on the plat. No search of the public records has been performed to find additional easements that may exist. 11. Elevations shown hereon are assumed and are in reference to the on -site 8 inch well casing having an elevation of 100.00'. Boundary, Topographic & Site Plan Survey - Loggerhead Solar Energy Center For: Florida Power & Light Co. File:16-170 FPL LHEC SP CULPEPPER & TERPENING, INC Date: 05-29-2018 CONSULTING ENGINEERS I LAND SURVEYORS pg; 2780 SOUTI 125th S'IRIiF1' SCALE: 1- = 60' PORT PITRCE, FLORIDA 34981 DRAWN BY: djm PI IONH 772-464-3537 • PAX 772-464-9497 Iff FIELD: www.ct-cng.com ST,%IU OF FI.ORIDA CI6WllnCATION No. LB 4286 1. 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INSPECTIONS DEPARTMENT SITE INSTALLED ITEMS TF iw14NNC 1EICi MAK NBT BEw C?PIEIMBYnIE MAm1FACNWF, t: rNE GWP12ie Fwxanw 9IPPwr Ave ,a GaRN sTsmt 2nANPs nAps AX411QIrA4. A0.E4 ro nIE BIBDMG x PvrTAw2 N¢ IXRIw19Nq((5). 4, 4PWWI4 FWNLAw Ofl BOTIIFD WA1f0. wBIEWo Cfl.1B:S CIF41wIS 351'MS 9XN AHO NLL%-UP i0 PWYwX6 S1TIE4. x DECIWCAL HIn1S NOSY -IOU GNtt11wNc f4LFA5)10 VE BMI4MG n lHE YAw EIEC1ryCY PANR A40 5119-fEEWAS ]. LVIwELTW E£ NECINW. gRM15 CftMm14 04EA U. NAtDMESS) - (WlT-IR015 IXLLn.'. 0.5RYGiJ11AL µp AmINE(1G INIrflCGWEE0w3 9ETBEIII YW VIS AMY MWARLL Ilwl&G (INQUDMO EMERGENCY) 10 yA'Wx LNG UOw Hw m sI41W Cp4Elw1G5 ov C®G RfSFA 10 GwF1UL XG1E4 x S k 10. 11. UV IId 12T MM WUM 35 CRWI(WGnWJ 99U4£PEfl FAQ G9A-SAIT(e) 13.]AGTlE.T SWAGE ] IA9xW.w{pAYwG Nw1BEN i0 BIIIILw9 FIFAIWG4 E7 E7 E7 FRONT ELEVATIOI [AV 'E7 - - E7 -E7 I ATTENTION LOCAL INSPECTIONS DEPARTMENT I REAR' ELEVATIOP r � T C, (I) PRN1nrD & m;TAU.B) BY ONNER ON 91E (2) ALL CNSS IN D.R. &� WMW 21• Df = IS sAFttEIY m. 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T0,.Zw wur nNry wrfl®N SIWI[W .xYIW01R `,` R"en ervvwnY�n�YR - CJ� mXaB T�VCA` 1 u Gelni"� L�E PUws [ uRsr awoe wAPPROVED PRODUCTS LIST w4rs9Pu AHi0.J (PqwriAwr s1M CATEGORY uANuigcluRFR pIXusmNOTEFlRESAFETY PLAN REVIEW AND- WIINSECTION IS RESERVED FOR THE.LDCAL PANTY,nwfNE ywGlE RY FPDM EMLE NIDE n IM11 R-AFIRE:AUT(ORITY HAMNG ANRISDIC RON. Dum[ WIMDRS SW0.E,NIAID _yIN1NLV' R 919;1 ✓ mmws qtM T&SUDS MEN "00 R-a PERMISSIBLE TYPE OF GAS FOR APPLIANCES : NONE (ALL ELECTRIC) NN mm= flR. m AP R Ml R-2 � THESE DRAYONGS ARE PREPARED TO THE REQUIREMENTS LOF THE. FLORIDA MANUFACTURED BUILDING ACT OF 1979 EM. DDCRs SWNMG w- mo R A55;1 KITH CURRENT RE MONS. INFORMATION NOT CONTAINED ON THESE DRAWINGS IS NOT REQUIRED BY THE STATE FLORIDA APPLICABLE CODESSM G JA m HA m R 13M � AND IS INTENVONALLY OMITTED. ITEMS SUCH AS. I BJ�DI,YC FlM Sih ED. (]0141-BUMNG0 "AN CA RAMPS, DECKS ELECTRICAL RISERS, PLUMBING i pma mus m M wv' FADRAL MSai9, AND FOUNDATION PLANS, ARE EXAMPLES OF' FlX PRLWRMI R1r: 5N Fd. (Z01 )AT SUMMING IXA'®ID 4dDl PWYBNG RM B9 Ed. (Z%41-RUKdJIG ITEMS NOT REQUIRED, THE ENGINEER OF RECORD IS ONLY EI£DNAMGLL R1C 5 9 E4' mH-YE9W5CIL CERTIFYING COMPLIANCE WITH THE PORTION OF THIS DFDTRIQ[L 1011 m yam'• STATE 0 v'D� sTW.PS STRAPS Impwr cvuP. nADGro yy. FACIUT IRE THAT IS ACNALLY MANUFACTURED AT OUR' VERN i9D 51A En ((tOu-A=M fdlSTRvgnal . [ppI P ✓ FACILITY. ACPLn51BRlTT R1DSik Ed. (IDHI-AOCFS�BIIY STRUCTURAL LOAD UMITATIO14S M[Yae eR GSW]X B IIwB NF LOEP 6 [5016 GN¢YmARo LLNe Bq' ID Iql . w ua AxA IoeAMe rn,.m¢w aYG Aaoro 9[Gv ww wWrlam Ah-m P9 awfm A911MW 6 w - m P9 FLT xIXf A'M la➢ A 4 -'A 9NB ePwPIR Aer M E tt - � 91WI Tha14 fAC10B ICBI LOLL! AR FIO A IR1YArz C94® R@ d5rk Wit -la NM a.IXYmW xw sm (ssC On]j -Iw IwI 6 m"w0 w9aN2 GRmY. LR-O EwIWIx flB]wPf 0.01BA1n mH-OIB wrBCAmMB LLIYArz �1 C6ll msG Pmm� rw 1o'r wvav o n T FVL NR mwR-X/-SA1 PSr (vwf-I/�aAPSB 1WL EWIF kM-1/-]60 PSF (POF!/�-NS P� poor m"`W Axul--iui Ps i%.e.-il.o P9""xj wm mR uwI->m og DeW--w x9) M GGIdIBT CONST.,TYPE VB OCCUPANCY B FLOORLL '50 PSF WIND VELOCITY 180 MPH FIRE RATING OF EXT. WALLS 0 HRS ALLOWABLENO. OF FLOORS 1 MANUFACTURER T&R PLAN NUMBER ERG-12461REV-1T1 APPROVALDATE 3-30-16 HIGHVELOCITY HURRICANEZONE NO EMC TABLE OF CONTENTS PAGE .:. I OF 3 'ELEVATIONS, GENOR NOTES PAGE ... 2,OF 3 FLOOR P ELECTRICAL 'PAGE ... '3.OF' 3 CROSS SECTION, ALTERNATE TRUSS Ai ELEVATIONS R0.,Box 1079 892 N. Broad St. Ellaville, GA 31806 (229) 937-2581 STOCI Fes` DE & FLOOR WALLS WINDOWS DOORS ° rv4 x .. W ELECTRICAL SOLPHASE P U N ROOF 2AROO RA a. B' T IO A/C & HEAT BOX SIZE: 1f-Su 4(i'-O" EXT. WALLS:2 d° 6.O.0 BL TES OPT 2x6 ENT_ PANEL: (1 f00 AMP TYPE. CPVC SUPPLY LINES ' 45 MIL BLACK RUBBER SHEATHING: °'TVW FULLWRAPT7g'OS.&. * FULLWRAP HOUSE WRAP VAC: (1) N11A2-A" XV L ; (2+2 BEAM: 10° © INT. WALLS: 2'x4' STUDS 0 16' O.C. LIGHTS: (ELECTRONIC BALLAS PVC WAS1E LINES - TRUS 557149 0 24- O.C. 60 AMP 6 WIRE HITCH: STD. _ DEL XXX PLUMBING WALL: 8' 0 24' PER PLAN (8) 4' 2-TUBE w/ LENS wnI N11NT; I Au• N1 w/ PLYW000 SUPPORT R.Ox� /20-24-201 13Y HEAT: 10 KW JOISTS: Z" I3" lW 10"" U U. PLYWOOD SUPPORT: PORM UMM T.P. RNOER mR WARE, LAW 4 =VzT 4 OCCUPANCYSENSORSWITCHES I MIRROR: (1) 40" AFF TO SOT I IBOT. TRIM:.0185 GA. STEEL 3/4' Mn= MOM AU wwRivc mluRrs (2) DOTRIOR W.P. PORCH LIGHT ry PHOTO CELL I COMMODE:()) HANDICAP I T.P. HOLDER ALT. TRUSS: JM72595 R 24' aC COLOR: IVORY ucT:FIBERG9S-S DUCT R-6 INSULATION:R-3O F NGH DDISIY COVERING 1/2' VINYL COVERED GYPSUM THRU OUi (2) LIGHTED EXIT SIGN W/ BATTERY BACKUP WATER HEATER:O) 4 CAL IN O.H. CAB. IN R.R. TRANSVERSE (2va1'-za7 SIDING:.n196 DA. HI RIRSTPEI. .` COVERING: 1/8" BLOCK 71LE EXT. INSUL: R-19 KF IINT. INSUL• F1411NRR.ONLY COLOR: 45183OeC0TTAGETAN0 EXT. DOORS: (2) 36'xS0' 14.0. ALUM. w/4'xM" V.&IEVER HOW & DRIP CAP INT. DOORS: 3 36 xB0' 6-PANEL E/ LEVER HOW nLL ]B 91 OUTRIGGER FRAME w/ CROSSMEMBFRS & WINDOWS: (7)24'X6 ,VS. WHITE VINYL/LOW-ETNT INSUL]/1 LOWE OUTRIGGERS 0 48" O.C. DS USE OFFSET FLANGE NOTE USESGL GANG BOX FOR OCCUPANCYSENSORSWRCHE9. (I)r"'hWnm ) ® NOTE: DOUBLE EXTERIOR STUDSR048°O.C. NOTE ALL INTERIORWALL AND CEILING FINISHES SHALL BE CLASS B OR BETTER IN CORRLbORS. AND CLASS C OR BBTTER IN ROOMS AND ENCLOSED SPACES; CARPET SHALL BE CLASS II OR BETTER. COMBO VENT FAN/UGHT 1 110V OR RECEPT 0 44 AFF (1) MOV EXT W.P. OR RECEPT (WHILE IN (1) 110V BED. WIT! RECEPT 0 66° AAF (1) F100RVFIF T. WERECEPT UNDER UNITTAP DRNITURE: 5 IF FORWrA CaINTOROP 0 34' AFF.. r/IV.15' 3&WB4SE c�naREkTCAoosFW DACE KM ALMOND TOP DRMICA COLOR: wG GR I N FRONT DECKING:7/16•FRDEO( USEBDNILS BLOCK ROOF DECKSEAMS 4' FROM EA. END ATTIC VENTILATION: SEE PRIM VENT FANNGHT STRAPS STRAPS i6° O.C. 1 D°Td (1)m Bro G=,PSVI rxuom orm 'w IW PYP g . I I m x x na I_P�_ A ® / 7 OMBPS 6n Fora - OFRCE lul OFFICE / © OM MR —_��� mw / MRTR Rn EXT EXR SIZE I DESCRIPTION FRAME/GLASS _10124"40"j VERTICAL SLIDE I W1NMtT.WSU4 DOOR SCHFOFII F 8 SIZE JAMB DESCRIPTION HARDWARE 0 36"x80° ALUM. ALUM. W/4'x24'V.9. LEVER JN136"40"j PLASTICI 6 PANEL HOLLOW CORE LEVER C41ME FRD VFNT �/RSN HOOD ELECTRICAL SCHEDULE MWIT NWMN WRE 2/4 NVAC5 WAIN W¢ ELEGTRKAI. PANF1'SILNG CESfIdPnm KVA NNFAAL DOInNC g 215 AT iWO I 1PAN AT a NW x 1. 1.xY 04 NENPT o t.e MI x 1T5° NVAC WAC 101 IT.V. 1. Z. W % 10 T&82 MPS OFWTNL I, AMP PAVFL 120/240 V10 RETURN AIR OPENING 28 112" x 14 1/2" OEC 111. OSRiEM PAY]. I IN W. WY. GO RUM (WT6IE OI USE) MIPiD( RCtMAOE 120V OUAO RBEFTALTE.Im 3N. RF.W791E 22M R31 I1M Exr.. N.P. IIFAT TAPE REOPf ♦ J-MM W CMM STUB FOR PNO BATA $$ r SI ML 3-WAY, =RRANN SFRSDR, MER MOMRxN ♦ Z PER 6 ZSW ' W E' -� FLUM SM FANRE 1/1-IN SPLWL (14W UNUF WATTAGE) O E%PAMST Fm CDM60 MRTAT FPN/DCNT IDD CFM-DONDST DN/13W UGRT (14w RIWT WATTADO (( FRM06TAT ® E%IT SIGN W/MTT, fl^da(-11P UREMIK ETD( STUN W/BATT. 130-UP COMBO DOI SIGN/OVAL IFAO DtM INK W/&df. M-UP p I€ jA NML RN BRRG. UCNR W/BMT. RSCK-UP IE M]Cr APPROVED 03302016 _ ■■ IFIT CC3 RP C3 RAT EM .......�, »,.. P.O. Box 1079 892 N. Broad St. Ellaville, GA 31B06 (229) 937-2581 rDRAWN MARCH 2Z 2 dE OF ,'W BYe DRS,R106': '4�E N - T - NA7TON:STOCI 'BUILDING SIDE. DI 2s, , QIWJE�hEO Ir'STEPIERS OR ATTACHMENTS ARE THE RESPONSIBILITY OF THE CONTRACTOR OF RECORD �: GROUND ANCHOR LOCATION (4725 LB MIN. ChP:) _ � / r-I I 'DATE b 2-' i 1 SQUARE x 1/8" WALL TOP &BOTTOM RAIL 5'4 5116" - 5' PLATFORM GUARD WELDED TO POST 18"TYPICAL A" TYPICAL 1 1/2" SQUARE x 1/8" WALL SQUARE PICKET WELDED TO TOP & BOTTOM RAIL (2/GUARD) E E T-65"TYPICAL 1 112" x 1 112" x 1/8"ANGLE PICKET 8 WELDED TO TOP & BOTTOM RAIL (TYPICAL) GUARD HEIGHT I I III Ilk -�2" SQUARE PLATFORM GUARD POST of I II I 1 1 4 1 1 le 52„J IU 3Z„� DETAIL 1 TYPICAL PLATFORM GUARD PLATFORM LEG PLATFORM WALKING SURFACE TINE WELDED TO ENDS OF PLATFORM GUARD TOP & BOTTOM RAIL PLATFORM GUARD POST 3/8"-16 STAINLESS STEEL PLATFORM GUARD SET SCREWS (3/GUARD POST) CORNER POST CONNECTOR CHANNEL 1 C3� 1 C3 3/8%16 STAINLESS STEEL SET SCREWS - FOR SECURING LEGS (8/PLATFORM) - CORNER POCKETS WELDED TO SIDE RAILS (4/PLATFORM) 2" x 2" x 114" ANGLE GUSSET WELDED TO CORNER POCKETS & SIDE RAILS (8/PLATFORM) DETAIL 2 PLATFORM & GUARD CONNECTION SCALE 1:2 B 1 PLATFORM SECTION C3-C3 SCALE 1:1 RAIL LEG RNER POCKET .EG DISTRIBUTED, REPRODUCED. C MbUUUL OR REUSED WITHOUT THE EXPRESS WRITTEN PERMISSION OF ELACCESS. SCALE:1:8 a ] I 1 i 15„J 1 16 D 4 DETAIL 3 TYPICAL RAMP GUARD 4 (VIEW MAY BE SHOWN ROTATED) G5 1/2" SQUARE x 1/8" WALL TOP & BOTTOM RAIL (TYPICAL) 112" SQUARE x 3/16" WALL GUARD POST ELIDED TO TOP & BOTTOM RAIL (TYPICAL) —1 3/4" x 1" x 1/8" CHANNEL RAMP GUARD END CAF WELDED TO TOP & BOTTOM RAIL (TYPICAL) 4 "�1 1/2" x 1 1/2" x 1/8" ANGLE PICKET WELDED TO TOP & BOTTOM RAIL (TYPICAL) CF ELEVATION 5 TYPICAL RAMP CROSS SECTION RAMP RAMP GUARD POST— G5 5/16"-18 GRADE 5 RIB NECK CARRIAGE BOLT, LOCKNUT & FLAT WASHER RAMP GUARD ATTACHMENT (6/GUARD) 0 5/ SADDLE GRADE 5 HEX BOLT & FLAT WASHER) - SADDLEBRACKET ATTACHMENT (4/BRACKE 3/8"-16 GRADE 5 HEX BOLT a LEG SET SCREWS (2/LEG) SADDLE BRACKET (RAMP CONNECTOR) � SUPPORT TUBE BRACKET RAMP LEG (21 AT EACH CONNECTION & AT 3/8"-16 GRADE 5 RIB NECK CARRIAGE END OF RAMP RUNS ADJACENT TO PLATFORMS DETAIL BOLT, LOCKNUT & FLAT WASHER S( H01 SUPPORT TUBE BRACKET ATTACHMENT DETAIL 4 RAMP LEG & GUARD CONNECTION SCALE 1:4 :AL RAMP EIGHT 1/4" CLEARANCE 01 1/2" HANDRAIL (TYPICAL) WELDED 16„ (3BRACKETS KETS%RAMHANDRAIL) I I 5/16"-18 STAINLESS STEEL BUTTON HEAD BOLT I E WITH LOCKNUT & FLAT WASHER (TYPICAL ALL HANDRAIL ATTACHMENT LOCATIONS) 5/16"-18 STAINLESS STEEL HEAD BOLT (THREADED IN: HANDRAIL NOT SHOWN) 0 SECTION D5-D5 (VIEW MAY BE SHOWN ROTATED) RAMP BOLT CHANDC1 1/2" HANDRAIL (TYPICAL) RAIL JOINER ASSEMBLY 5/16-24 STAINLESS STEEL SOCKET HEAD JOINER SET SCREW SECTION E5-E5 HANDRAIL CONNECTION DETAIL 1:1 SCALE (TYPICAL ALL LOCATIONS) 0 8" DRAIN OR I-'" SQUARE X 118" WALL (LENGTH VARIES WITH LOCATI TUBE BRACKET CREWS SECTION G5-G5 SCALE 1:2 6 �— SECTION F5-F5 TYPICAL FOOT DETAIL SCALE 1:2 51URED, MODIFIED, D CM50002 DISTRIBUTEp. REPRODUCED, CMS OR REUSED WITHOUT THE EXPRESS WRRTEN PERMISSION OF EZ-ACCESS. SCALE: 1:5 3 ) I I I ID E OT ` I e 1 1/2" SQUARE X 1/8" WALL LEG C 5/16"-18 GRADE 5 RI CARRIAGE BOLT WI' WASHER & NUT ON (1/ASSEMBLY) NOTE: CROSS BRACE ASSEMBLIES COME ASSEMBLED WITH THE CENTER BOLT NUT & WASHER THEN ARE FIELD CUT & DRILLED AT THE ENDS TO FIT THE SPECIFIC LOCATION. PROPRIE ARYANOMAY NOT 6E JILC VYVU. INV. SHFRED, MODIFIED, D /�R C+0002 015TR'aUTE0, REPRDOUCED, l.i I V, t7 OR REUSED MTHOUT THE EXPRESS WRMEN PERMISSION OF EZ-ACCESS. SCALE: 1:6 0 3 2 E. to Ic 0 S -. 1.75'X1.75'X1.3' CONCRETE PAD FOOTING TYP. EACH RAMP STAND T!1 OC AT -!-Al "C!M \All In% 4 In IlVnll RAMP PLAN VIEW SCALE: 1 /4"=1' GENERALNOTES: 1. ALL WORK TO BE IN COMPLIANCE WITH THE 2017 FLORIDA BUILDING CODE. 2. ALL EMRUDED ALUMINUM COMPONENTS SHALL LLOY BE 6063-T6 A. 3. ALUM ROOF PANS SHALL BE 3003-H16 ALLOY. 4. SCREWS AND BOLTS FOR ALUMINUM STRUCTURES TO BE PAINTED STEEL, ALUMINUM ALLOY 2024-T4 OR STAINLESS STEEL 5. ALL CONCRETE TO ACHIEVE 3000 PSI COMPRESSION STRENGTH AT 28 DAYS. 6. FOUNDATION DESIGN BASED ON ASSUMED 2,000 PSF SOIL BEARING. ]. ALL DIMENSIONS TO BE FIELD VERIFIED. B. WIND LOADS CALCULATED PER ASCE 1-16, BASED ON THE FOLLOWING: a. WIND SPEED = 140 MPH, 3 SECOND GUST; 108MPH NOMINAL b. IMPORTANCE FACTOR = 1.0 c. EXPOSURE =B d. IMPORTANCE CAT. = I e. INTEREN NAL PRESSURE COEFFICIENT = +/- 0.00 FOR OPEN STRUCTURES; +1- 0.18 FOR ENCLOSED STRUCTURES. 9. ROOF LIVE LOAD = 20 PSF 10. SUBMIT PRODUCT APPROVALS FOR ROOF MATERIALS 11. THIS PLAN IS NOT VALID UNLESS SEALED BY THE ENGINEER'S EMBOSSED SEAL 12. MOBILE HOME DOES NOT REQUIRE A FOURTH WALL CEALED FAL ARE THERE, CONTRAC,. -uc M177oR FOOTING PLAN VIEW SCALE: 1/4"=1' THE .-ORD c �pF f ��gST�NfAspA CpNT�gCrQAO�/9�Cp 0 T� F�lS AD FOOTING PROFILE VIEW SCALE: 1/4"=1' RONALD M. HAY JR., P.E. FL#69163 w 1 u.i aco N Q M O LJL d Q c/)U Ir N Q It LLB 00 '-1 0 N N Z It rl I GENERAL STRUCTURAL NOTES 1.8 WI NDOWS AND SLI DING GLASS DOORS 1.1.0 MATERIALS 1.1.1 MASONRY UNITS- 1. THE MANUFACTURER'S SPECIFICATIONS AND TEST RESULTS FOR THE REFERENCED WINDOWS AND DOORS IN REGARD TO THE DESIGN DATA AND CODE COMPLIANCE CITED HAVE BEEN REVIEWED AND ACCEPTED BY RONALD M. HAY JR.,P.E. WHEN INSTALLED IN ACCORDANCE WITH THESE PLANS AND THE MANUFACTURER'S SPECIFICATIONS FOR USE ON THIS //\) CONCRETE MASONRY UNITS SHALL BE HOLLOW OR SOLID UNIT MASONRY IN ACCORDANCE WITH ASTMC 90 OR C 145 AND SHALL HAVE A MINIMUM NET PROJECT. AREA COMPRESSIVE STRENGTH OF 1900 PSI. 2. ALL EXTERIOR GLAZING MATERIALS SHALL BE IMPACT RESISTANT COVERINGS CERTIFIED BYTHE MANUFACTURERTO MEET THE REQUIREMENTS OF SST012, ASTM E 1886 AND G 1.1.2 MORTAR- ASTME1996.HOWEVER, IF PANELS MEETING THE LOAD REQUIREMENTS OF FBC 1609.1 FOR THE 150 MPH WIND BORNE MISSILE TEST, OR, WOOD STRUCTURAL PANELS MEETING THE SHALL BE EITHER TYPE M OR 51N ACCORDANCE WITH ASTM C 270 REQUIREMENTS OF FBC 1609.1.4 ARE USED FOR OPENING PROTECTION THEN THE WINDOWS NEED ONLY MEET THE PRESSURE REQUIREMENTS OF FBC 1609.1 FOR THE LSO MPH WIND 1.1.3 GROUT- LOAD AND THE WIND BORNE MISSILE TEST. THE CONTRACTOR IS REQUIRED TO PROVIDE DOCUMENTATION FOR THE WINDOWS AND PANELS DEMONSTRATING COMPLIANCE WITH SHALL HAVE A MAXIMUMCOARSE AGGREGATE SIZE OF 3/8INCH PLACED AT AN 8T011 IN CH SLUMP AND HAVE A MINIMUM SPECIFIED COM PRESSIVE THESE SPECIFICATIONS. STRENGTH OF 2000 PSI AT 28 DAYS WHEN TESTED IN ACCORDANCE WITH ASTM C 1019, OR SHALL BE IN ACCORDANCE WITH ASTM C 476. 3. EXTERIOR WINDOWS: PER SCHEDULE/N.OA. 1.1.4 CONCRETE- 4. WINDOWS: FASTEN PER MANUFACTURER'S SPECIFICATION SHALL HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF 3000 PSI(2500 PSI FOR SLABS) AT 28 DAYS. 1.9 DOORS 1.1.5 REINFORCING STEEL- 1. ALL EXTERIOR DOOR MATERIALSHALL BE ABLE TO RESIST THE LOADING RQUIREMENTS OF THE FBC SECTION 1609.1 FOR THE 150 MPH WIND LOAD. THE CONTRACTOR IS Lip SHALL BEA MINIMUM GRADE 40 AND IDENTIFIED IN ACCORDANCE WITH ASTM A 615, A 616, A 617, OR A 706. REQUIRED TO PROVIDE DOCUMENTATION FOR DOORS DEMONSTRATING COMPLIANCE WITH THESE SPECIFICATIONS. 1.1.6 METAL ACCESSORIES- 2. EXTERIOR ENTRY DOORS: PER SCHEDULE/N.O.A. W JOINT REINFORCEMENT, ANCHORS, TIES, AND WIRE FABRIC SHALL CONFORM TO THE FOLLOWING STANDARDS: 3. ENTRY DOORS: FASTEN PER MANUFACTURER'E SPECIFICATIONS > CO 1. ASTM A 82 FOR JOINT REINFORCEMENT AND WIRE ANCHORS AND TIES. 1.10HURRICANE ANCHORS Q co 2. ASTM A 36 FOR PLATE, HEADED AND BENT BAR ANCHORS. 1. ALL HURRICANE ANCHORS TO BE FBCTESTED AND APPROVED, AND SIZED FOR LOADS REQUIRED. N 3. ASTM A 366 FOR SHEET METAL ANCHORS AND TIES. 2. SEE DRAWINGS PLANS AND DETAILS FOR SPECIFIC TYPES. Q A 1.1.7 GALVANIZATION- > J METAL ACCESSORIES FOR USE IN EXTERIOR WALLCONSTRUCHON AND NOT DIRECTLY EXPOSED TO THE WEATHER SHALL BE GALVANIZED IN ACCORDANCE ®0 Lf„ sera• WITH ASTM A 153,CLASS B-2 METAL ACCESSORIES FOR USE IN INTERIOR WALL CONSTRUCTION SHALL BE MILL GALVANIZED IN ACCORDANCE WITH ASTMA Q 641, CLASS 1. a - 1.1.8 FASTENERS AND CONNECTORS - UNLESS WI SE STATED, SIZES GIVEN FOR NAILS ARE COMMON WIRE NAILS. FOR EXAMPLE, BD 2 % INCHES LONG X 0.131- INCH DIAMETER. SEE ® Q OTHER = gg TABLE 8.8A IN THE NATIONALWOOD DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION. d (n (..) 1.1.9 WOOD FRAME MEMBERS- N CC ALL FRAMING LUMBER SHALL BE SOUTHERN YELLOW PINE GRADE 20R BETTER WITH A MINIMUM Fb OF 1800 PSI. ALL LUMBER USED FOR BEAMS SHALL BE �Q SOUTHERN YELLOW PINE GRADE 2 OR BETTER WITH A MINIMUM Fb OF 1700 PSI. z 1.1.10 WOOD MICRO LAM BEAM MEMBERS - � ALL MICRO LAM BEAM LUMBER SHALL HAVE A MINIMUM FLEXURAL STRENGTH, Fb OF 2,850 PSI AND MODULUS OF ELASTICITY, E, OF 2,000,000 PSI. 1.1.11 SOIL - 0 FOUNDATIONS ARE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 200OPSF. AREAS FIVE FEET BEYOND BUILDING LINES SHOULD BE CLEARED AND SCRUBBED OF ANY VEGETATION. FINISHED GRADE SHALL BE PLACED WITH A MAXIMUM LIFT OF 12" AND COMPARED TO A MINIMUM 95% OF THE STANDARD PROCTOR DENSITY. FILL MATERIALSHALL BE CLEAN TO SUGHTLY SILTY FINE SAND, FREE OF ORGANIC MATERIAL ALLWORKTO BE DONE IN ACCORDANCE WITH ASTM D-698 AND VERIFIED BY GENERAL CONTRATOR. 1.2 MASONRY WORK, GENERAL 1.5 FRAMING NOTES 1.2.1 ALL MORTAR JOINTS FOR HOLLOW UNIT MASONRY SHALL EXTEND THE FULL WIDTH OF FACE SHELLS. MORTARJOINTSFOR 1.5.1 ALL WALLAND SHINGLE ROOF SHEATHING SHALL BE I5/32"MINIMUM C-D PLYWOOD SHEATHING OROSS. TILE ROOF SHEATHING SHALL BE STRUCTURAL ONE GRADE PANELS I5/32"THICK OR BETTER. SOLD MASONRY SHALL BE FULL HEAD AND BED JOINTS. 1.5.2 ALL ROOF SHEATHING SHALL BE STAGGERED WITH LONG DIMENSION PERPENDICULAR TO THE FRAMING. 1.2.2 BED JOINTS SHALL BE 3/8INCH It 1/8 INCH) THICK. HAD JOINTS SHALL BE 3/8INCH(.3/8 INCH OR -1/4 INCH) THICK. 1.5.3 NAILING FOR ROOF AND WALL SHEATHING SHALL BE (1) Ed COMMON OR SPIRALTHREAD NAILS FOR ALL SHEATHING UP TO%INCH THICK, AND (2) 10d COMMON OR SPIRALTHRAD NAILS FOR SHEATHING 1.2.3 THE BEDJOINT OF THE STARTING COURSE PLACED OVER FOOTINGS SHALL BE PERMITTED TO VARY IN THICKNESS FROM A LARGERTHAN%INCH THICK. NAILING SHALL BE 6' D.C. AT EDGES AND Ir O.C. IN THE FIELD. >�14 MINIMUM OFY. INCHTOA MAXIMUM OFY INCH. 1.5.4 ALL INTERIOR FRAME BEARING WALLS AND ALL EXTERIOR FRAME WALLS SHALL BE ANCHORED TO THE ABUTTING CMU WALLWITH(3)%-X6" STANDARD HOOK ANCHOR BOLTS EMBEDDED IN GROUT 0. 1.2.4 MASONRY WALLS SHALL BE RUNNING BOND OR STACK BOND CONSTRUCTION. WHEN MASONRY UNITS ARE LAID IN STACK CELLS. THE FLOOR P.T. PLATE SHALL BE ANCHORED WITH %" X 8" STANDARD HOOK ANCHOR BOLTS AT32"O.C. 1:4 BOND, 9-GUAGE(MINIMUM) HORIZONTAL101NT REINFORCEMENT SHALL BE PLACED IN BED JOINTS AT NOT MORE THAN 16 1.5.5 AT ALL INTERIOR BARING WALLS, WHENEVER AN UPLIFT CONNECTOR IS REQUIRED ATTHE TOP OF THEWALL, THE CONNECTOR ATTHE BOTTOM SHALL HAVE CONSISTENT UPLIFT VALUE. W INCHES ON CENTER. 1.5.6 WHENEVER A GIRDERTRUSS BEARS ON A FRAME BARING WALL, IT SHALL BE SUPPORTED BY A MINIMUM OF AN EQUAL NUMBER OF STUDS AS PLIES IN THE GIRDER. yy H-- 1.2.5 LONGITUDINALWIRES OF JOINT REINFORCEMENT SHALL BE FULLY EMBEDDED IN MORTAR OR GROUT WITH A MINIMUM 1.5.7 TRUSSES SHALL BE DESIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA, AND SHALL CONFORM TO THE TPI DESIGN SPECIFICATIONS FOR METAL PLATE COVER OR 5/8 INCH WHEN EXPOSED TO EARTH OR WEATHER AND INCH WHEN NOT EXPOSED TO EARTH OR WEATHER CONNECTED TRUSSES, AND SHALL CONTAIN BOTTOM CHORD WIND BRACING METHODOLOGY. 1.3 REINFORCING STEEL GENERAL 1.6 FOOTINGSAND FOUNDATIONS 1.3.1 REINFORCING STEELSHALL BE NO.S BARS.EXCEPTION: WHERE TWO NO.S BARS ARE REQUIRED WITHIN THE SAME GROUTED 1.6.1 DESIGN MASONRY CELL OR BOND BEAM, ONE NO.7 BAR MAYBE SUBSTITUTED. 1.6.1.1 TYPICAL FOUNDATION DETAILS AND MINIMUM SIZES ARE SHOWN ON THE FOUNDATION PAN AND THIS SHEET. O 0 1.3.2 WHEN TWO BARS ARE REQUIRED IN THE SAME CELL OR BOND BEAM, THEY MAYBE BUNDLED. 1.6.1.2 A SOIL OR WASTE PIPE ORA BUILDING DRAIN PASSING UNDER A FOOTING OR THROUGH A FOUNDATION WALL SHALL BE PROVIDED WITH A RELIEVING ARCH, OR THERE SHALL BE BUILT INTO THE w 1.3.3 SPLICES SHALL BE LAP SPLICES. 1. NONCONTACT LAP SPLICES MAYBE USED PROVIDED REINFORCING BARS ARE NOT SPACED FARTHER APARTTHAN S INCHES MASONRY WALL AN IRON PIPE SLEEVE TWO PIPE SIZES GREATER THAN THE PIPE PASSING THROUGH. 1.6.2 CONSTRUCTION C) FOR NO.5 BARS AND 7 INCHES FOR NO.7 BARS. 1.6.2.1 THE OUTER BAR OF FOUNDATION STEEL SHALL BE CONTINUOUS AROUND CORNERS USING CORNER BARS OR BY BENDING THE BAR IN ACCORDANCE WITH 1.3AIN BOTH CASES, THE MINIMUM BAR LAP 2. SPLICE LENGTHS SHALL BEA MINIMUM OF 25 INCHES FOR NO.S BARS AND 35 INCHES FOR NO.7 BARS(40 BAR DIAMETER), SPLICES OF A NO.5 BAR WITH ONE NO.7 BAR SHALL BEA MINIMUM OF 25 INCHES, AND TWO NO.5 BARS WITH ONE NO.J BAR SHALL BE 25 INCHES. - 1.6.2.2 FOUNDATION STEMWALLS SHALL BE AS THICK OR THICKER THAN THE WALL SUPPORTED ABOVE, BUT IN NO CASE LESS THAN B INCHES THICK, AND SHALL HAVE SAME VERTICAL REINFORCING AS THE WALL U co SHALL BEA MINIMUM OF 3S INCHES. ABOVE. W 0 1.3A REINFORCEMENT MAYBE BENT IN THE SHOP ORIN THE FIELD IF: 1.6.2.3 ALL FOOTING DOWEL BARS SHALL HAVE A STANDARD 90 DEGREE HOOK AND SHALL BE EMBEDDED A MINIMUM OF 6 INCHES INTO ALL FOOTINGS; DOWEL BARS SHALL AP VERTICAL WALL REINFORCEMENT 1. ALL REINFORCEMENT IS BENT COLD, AND A MINIMUM OF 25 INCHES. �[ 2. THE DIAMETER OF THE BEND, MEASURED ON THE INSIDE OFTHE BAR, IS NOT LESSTHAN SIX BAR DIAMETERS, AND 1.7 CONCRETE COLUMNS 1W-I C� 1111--------7777 3. REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT. EXCEPTION: WHERE BENDING IS 1.7.1 COLUMNS SHALL BE CONSTRUCTED OF STANDARD MASONRY UNITS OR PILASTER BLOCK OR MAY BECAST IN PACE CONCRETE. MAXIMUM COLUMN HEIGHT SHALL BE 12 FEET TO TOP OF BOND BEAM. 0 C7U NECESSARY TO ALIGN DOWEL BARS WITH A VERTICAL CELL,BARS PARTIALLY EMBEDDED IN CONCRETE SHALL BE PERMITTED TO COLUMNS SHALL CONTAIN A MINIMUM OF FOUR VERTICAL BARS, ONE IN EACH CORNER. 1-4 �a BE BENT AT A SLOPE OF NOT MORE THAN I INCH OF HORIZONTAL DISPLACEMENT TO 6 INCHES OF VERTICAL BAR LENGTH. 1. VERTICAL COLUMN REINFORCEMENT SHALL BE FOUR NO.3 BARS FOR 8X8 INCH COLUMNS AND FOUR NO.5 BARS FOR ALL OTHER COLUMN SIZES. I.a 1.4 COVER OVER REINFORCING STEEL 2. CLEARANCE FROM THE VERTICAL BAR TO THE MASONRY FACE SHELL SHALLBE%'. MINIMUM COVER FOR CAST IN PLCE COLUMNS SHALL BE I%" OVER THE COLUMN TIES. LLI ,M-1 F-1 1.4.1 FOR FOUNDATIONS MINIMUM CONCRETE COVER OVER REINFORCING BARS SHALL BE: 3 INCHES IN FOUNDATIONS WHERE 1.7.2 CONNECTION OF COLUMNS TOTHE FOUNDATION BELOW AND TO THE BOND BEAM AT THE TOP SHALL BEAS FOLLOWS: LTi L4 N lA CONCRETE IS CAST AGAINST AND PERMANENTLY IN CONTACT WITH THE EARTH; OR, I% INCHES FOR NO.S AND SMALLER BARS, 1. 8X81NCH COLUMN; ONE NO.5 STANDARD HOOK INTO THE SUPPORT ATTHE BOTTOM AND INTO THE BOND BEAM AT THE TOP. AND 2 INCHES FOR NO.6 AND LARGER BARS WHERE CONCRETE IS FORMED AND WILL BE EXPOSED TO THE WEATHER. IN 2. RX16INCH COLUMN; TWO NO.5 STANDARD HOOKS (ONE IN EACH CELL) BOTH ATHE BOTTOM AND INTO THEBOND BEAM ATTHETOP. NARROW FOOTINGS WHERE INSUFFICIENT WIDTH IS AVAILABLE TO ACCOMMODATE A STANDARD 90 DEGREE HOOK AND 3. 12X12INCH COLUMN AND 16X16INCH COLUMN; FOUR NO.5 STANDARD 90 HOOKS (ONE AT EACH VERTICAL BAR) EXTENDING FROM THE FOUNDATION AND SPLICED WITH THE VERTICAL COLUMN PROVIDE THE REQUIRED CONCRETE COVER, THE HOOK SHALL BE ROTATED IN THE HORIZONTAL DIRECTION UNTIL THE REQUIRED REINFORCEMENT FOR THE BOTTOM; THREE NO.5 90 HOOKS INTO THE BOND BEAM ATTOP,MINIMUM, ANDEACH SPLICED INTO A VERTICAL COLUMN BAR FOR CORNER COLUMNS; AND TWO NO.5 STANDARD CONCRETE COVER IS ACHIEVED, 90 HOOKS INTO THE BOND BEAM ATTHE TOP EACH SPLICED TO SEPARATE VERTICAL COLUMN BARS FOR COLUMNS NOT LOCATED INA CORNER. 1.4.2 FOR CAST -IN -PLACE BOND BEAMS WHERE CONCRETE IS NOT EXPOSED TO WEATHER, THE MINIMUM CONCRETE COVER FOR 1.7.3 LATERALTIES OF A MINIMUM Y. INCH DIAMETER SHALL BE USED TO ENCLOSE VERTICAL COLUMN REINFORCEMENT AS FOLLOWS: 1^y REINFORCING SHALL BE I% INCHES REGARDLESS OF BAR SIZE. 1. MAXIMUM VERTICALSPACING OF LATERALTIES SHALL NOT EXCEED THE LEAST NOMINAL CROSS SECTIONAL DIMENSION OF THE COLUMN. Py� 000 1.4.3 FOR CAST -IN -PLACE BOND BEAMS WHERE CONCRETE IS EXPOSED TO WEATHER, THE MINIMUM CONCRETE COVER FOR 2. LATERALTIES MAYBE PLACED IN THE MORTAR JOINTS (PROVIDED THAY ARE NO LARGERTHAN Y INCH DIAMETER)ORIN THE GROUT. A REINFORCING SHALL BE: 1%INCHES FOR NO.5 BARS AND SMALLER, 2 INCHES FOR NO.6 BARS OR LARGER. 3. THE BOTTOM LATERALTIES SHALL BE LOCATED VERTICALLY NOT MORE THAN ONE-HALF THE LATERALTIE SPACING ABOVE THE TOP OF THE F OTING, SLAB,ORBEAMIP STORY. THETOPLATERALTIE H 0 RS EMBEDDED IN GROUTED MASONRYDISTANCE OF Y.INCH FOR INFORCEMENTROUT 144FINE INFORCING SHALL NOT BE MORE THAN ONE-HALF THE ATERALTIE SPACING BELOW THE LOWEST HORIZONTAL REINFORCEMENT IN THE BEAM ABOVE. � Q GE OR% INCH R COARSE GROUT BETWEEN BARS AND ANY AINIMUM CE OF A CELL 0 �1/s 1.4.5 REINFORCING BARS USED IN MASONRY WALLS SHALL HAVE A MASONRY COVER (INCLUDING GROUT) OF NOT LESS THAN:2 W 0 :!5 INCHES FOR MASONRY UNITS WITH FACE EXPOSED TO EARTH OR WEATHER, 1 %INCH FOR MASONRY UNITS NOT EXPOSED TO ONALD/�M. HAY J-R., P.E. FONAL 3 A EARTH OR WEATHER. 1.75'X1.75'X1.3' CONCRETE PAD FOOTING TYP. EACH RAMP STAND TO BE ATTACHED W/ (2) 1/2"X8" EXPANSION BOLTS OR AN EQUIVALENT ALTERNATIVE. w a ¢N 2 Q [M O LL aQ coU c\j cc �' Z � Q D o o o O r � 1' 9" FOOTING PROFILE VIEW RAMP PLAN VIEW SCALE: 1 /4"=1 ' SCALE: 1 /4"=1' a�C W= #5 REBAR W 0 ow Wo W LH GENERAL NOTES: Lh 1. ALL WORK TO BE INCOMPLIANCE WITH THE 2DI7 FLORIDA BURRING CODE. 2. ALL EXTRUDED ALUMINUM COMPONENTS SHALL BE 6063-T6 ALLAY. 3. ALUM ROOF PANS SHALL ALUMINUM 36 ALLOY. 4. SCREWS AND BOLTS FOR TE TO WEAL3000 PS STRUCTURES COMPRESSION BE H A STEEL, ALUMINUM ALLOY 2024-T40R STAINLESS STEEL S. ALL UNDAT N DESIGN BASE ON PSISSUMED 2,010 1STRENGTHSOILBEARING. DAYS. - B. FOUNDATION DESIGN BASED V ASSUMED 2,000 PSF SOIL BEARING. 7. WI D[LOADS NS TO BED PER VERIFIED. B. WIND LOADS CALCULATED PER SECOND UST; BASED ON THE FOLLOWING: �I a. WIND SPEED = CT MPH, 3 SECOND GUST; SOBMPH NOMINAL B. IMPORTANCE FAR00. = 1.0 PQr� 00 c. EXPOSURE = B d. IMPORTANCE LPRESSCAT. =I FOOTING PLAN VIEW ZU" N e. INTERNAL PRESSURE COEFFICIENT = +/- 0.00 F00. OPEN STRUCTURES; +/- 0.18 FOR ENCLOSED STRUCTURES. S. ROOF LIVE LOAD - 20 PSF 10. SUBMIT PRODUCT APPROVALS FOR ROOF MATERIALS SCALE: 1/4"=1' �� ^ ✓' T'1 I3. THIS PLAN IS NOT VALID UNLESS SEALED BY THE ENGINEER'S EMBOSSED SEAL 12. MOBILE HOME DOES NOT REQUIRE A FOURTH WALL FRO NA . HAY JR., P.E. A • � V GENERALSTRUMRALNOTES 1.8 WINDOWS 1.1.0 MATERIALS 1. THE IA Ll.l MASONRYUNITS- BEEN REVIE CONCRETE MASONRY UNITSSHALL BE HOLLOW ORSOLID UNIT MASONRY IN ACCORDANCE WITH ASTM C 90 OR C 145 AND SHALLHAVEA MINIMUM NET PROJECT. AREA COMPRESSIVE STRENGTH OF 1900 PSI. 2. ALLEXI LA.2 MORTAR. ASTM E 199 SHALL BE EITHER TYPE M OR S IN ACCORDANCE WITH ASTM C 270 REQUIREMI L.1.3 GROUT- LOADAND' SHALL HAVE A MAXIMUM COARSE AGGREGATE SIZE OF 3/81NCH PLACED AT AN 8 TO 111NCH SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE THESE SPEC STRENGTH OF 2000 PSI AT 28 DAYS WHEN TESTED IN ACCORDANCE WITH ASTM C 1019, OR SHALL BE IN ACCORDANCE WITH ASTM C 476. 3. EXTERI 1.1.4 CONCRETE- 4. WINDC SHALL HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF 30DO PSI(2500 PSI FOR SLABS) AT 28 DAYS. 1.9 DOORS 1.1.5 REINFORCING STEEL- 1. ALL EXI SHALL BE A MINIMUM GRADE 40AND IDENTIFIED IN ACCORDANCE WITH ASTM A 615, A 616, A 617, OR A 706. REQUIRED 1 1.1.6 METAL ACCESSORIES- 2. EXTERI JOINT REINFORCEMENT, ANCHORS. TIES, AND WIRE FABRIC SHALL CONFORM TO THE FOLLOWING STANDARDS: 3. ENTRY 1. ASTM A 82 FOR JOINT REINFORCEMENT AND WIRE ANCHORS AND TIES. 1.10HURRICANI 2.ASTM A 36 FOR PLATE, HEADED AND BENT BARANCHORS. 1. ALLHU 3. ASTM A 366 FOR SHEET METAL ANCHORS AND TIES. 2. SEEDR 1.1.7 GALVANIZATION- METALACCESSORIES FOR USE IN EXTERIOR WALL CONSTRUCTION AND NOT DIRECTLY EXPOSED TO THE WEATHER SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A 153, CLASS B-2 METAL ACCESSORIES FOR USE IN INTERIOR WALL CONSTRUCTION SHALL BE MILL GALVANIZED IN ACCORDANCE WITH ASTM A 641, CLASS 1. 1.1.8 FASTENERS AND CONNECTORS - UNLESS OTHERWISE STATED, SIZES GNEN FOR NAILS ARE COMMON WIRE NAILS. FOR EXAMPLE, 8D = 2 % INCHES LONG X 0.131-INCH DIAMETER. SEE TABLE 8.8A IN THE NATIONAL WOOD DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION. 1.1.9 WOOD FRAME MEMBERS - ALL FRAMING LUMBER SHALL BE SOUTHERN YELLOW PINE GRADE 20R BETTER WITH A MINIMUM Fb OF 1800 PSI. ALL LUMBER USED FOR BEAMS SHALL BE , SOUTHERN YELLOW PINE GRADE 2 OR BETTER WITH A MINIMUM Fb OF 1700 PSI. 1.1.10 W00D MICRO LAM BEAM MEMBERS - ALL MICRO LAM BEAM LUMBER SHALL HAVE A MINIMUM FLEXURAL STRENGTH, Fb OF 2,850 PSI AND MODULUS OF ELASTICITY, E, OF 2,000,000 PSI. 1.1.11 SOIL- ' FOUNDATIONS ARE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2DOOPSF. AREAS FIVE FEET BEYOND BUILDING LINES SHOULD BE CLEARED AND SCRUBBED OF ANY VEGETATION. FINISHED GRADE SHALL BE PLACED WITH A MAXIMUM LIFT OF 12" AND COMPACTED TO A MINIMUM 95%OF THE STANDARD PROCTOR DENSITY. FILL MATERIALSHALL BE CLEAN TO SLIGHTLY SILTY FINE SAND, FREE OF ORGANIC MATERIAL ALLWORKTO BE DONE IN ACCORDANCE WITH ASTM D-698 AND VERIFIED BY GENERAL CONTRATOR. 1.2 MASONRYWORK, GENERAL 1.5 FRAMING NOTES 1.2.1 ALL MORTAR JOINTS FOR HOLLOW UNIT MASONRY SHALL EXTEND THE FULLWIDTH OF FACE SHELLS. MORTARJOINTSFOR 1.5.1 ALL WALL AND SHINGLE ROOF SI SOLID MASONRY SHALL BE FULL HEAD AND BED JOINTS. 1.5.2 ALL ROOF SHEATHING SHALL BE 1.2.2 BED JOINTS SHALL BE 3/8INCH It 1/8 INCH) THICK. HEAD JOINTS SHALL BE 3/8INCH(.3/8 INCH OR -1/4 INCH) THICK. 1.53 NAIUNG FOR ROOF AND WALLS 1.2.3 THE BED JOINT OF THE START] NIS COU RSE PLACED OVER FOOTINGS SHALL BE PERMITTED TO VARY IN THICKNESS FROM A LARGERTHANXINCHTHICK. NAIUN MINIMUM OF X INCH TO A MAXIMUM OF%INCH. 1.5.4 ALL INTERIOR FRAME BEARINGV 1.2.4 MASONRY WALLS SHALL BE RUNNING BOND OR STACK BOND CONSTRUCTION. WHEN MASONRY UNITS ARE LAID IN STACK CELLS. THE FLOOR P.T. PLATE SHALL BOND, 9-GUAGE(MINIMUM) HORIZONTALJOINT REINFORCEMENT SHALL BE PLACED IN BED JOINTS AT NOT MORE THAN 16 1.5.5 AT ALL INTERIOR BEARING WALL INCHES ON CENTER. 1.5.6 WHENEVER A GIRDERTRUSS RD 1.2.5 LONGITUDINALWIRES OF JOINT REINFORCEMENT SHALL BE FULLY EMBEDDED IN MORTAR OR GROUT WITH A MINIMUM 1.5.7 TRUSSES SHALL BE DESIGNED AT COVER OR 5/8INCH WHEN EXPOSED TO EARTH OR WEATHER AND% INCH WHEN NOT EXPOSED TO EARTH OR WEATHER. CONNECTED TRUSSES, AND SHALL 1.3 REINFORCING STEEL GENERAL 1.6 FOOTINGS AND FOUNDATIONS 1.3.1 REINFORCING STEEL SHALL BE NOS BARS. EXCEPTION: WHERE TWO NO.S BARS ARE REQUIRED WITHIN THE SAME GROUTED 1.6.1 DESIGN MASONRY CELL OR BOND BEAM, ONE NO.7 BAR MAYBE SUBSTITUTED. 1.6.1.1 TYPICAL FOUNDATION DETAILS, 1.3.2 WHEN TWO BARS ARE REQUIRED IN THE SAME CELL OR BOND BEAM, THEY MAYBE BUNDLED. 1.6.1.2 A SOIL OR WASTE PIPE OR A BUII 1.3.3 SPLICES SHALL BE LAP SPLICES. MASONRY WALL AN IRON PIPE SLEE% 1. NONCONTACT LAP SPLICES MAY BE USED PROVIDED REINFORCING BARS ARE NOT SPACED FARTHER APART THAN S INCHES 1.6.2 CONSTRUCTION FOR NOS BARS AND 7 I NCHES FOR NO.7 BARS. 1.6.2.1 THE OUTER BAR OF FOUNDATIO 2. SPLICE LENGTHS SHALL BEA MINIMUM OF 25 INCHES FOR NO.S BARS AND 35 INCHES FOR NO.7 BARS(40 BAR DIAMETER). SHALL BE 25 INCHES. SPLICES OF A NOS BAR WITH ONE NO.7 BAR SHALL BEA MINIMUM OF 25 INCHES, AND TWO NO.S BARS WITH ONE NO.7 BAR 1.6.2.2 FOUNDATION STEMWALIS SHAI SHALL BE A MINIMUM OF 35INCHES. ABOVE. 1.3.4 REINFORCEMENT MAY BE BENT IN THE SHOP OR IN THE FIELD IF: 1.6.2.3 ALL FOOTING DOWEL BARS SHAI 1. ALL REINFORCEMENT IS BENT COLD, AND A MINIMUM OF 25 INCHES. 2: THE DIAMETER OF THE BEND, MEASURED ONTHE INSIDE OFTHE BAR, IS NOT LESSTHAN SIX BAR DIAMETERS, AND 1.7 CONCRETE COLUMNS 3. REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT. EXCEPTION: WHERE BENDING IS 1.7.1 COLUMNS SHALL BE CONSTRUCT NECESSARY TO AUG N DOWEL BARS WITH A VERTICAL CELL, BARS PARTIALLY EMBEDDED IN CONCRETE SHALL BE PERM ITTED TO COLU MNS SHALL CONTAIN A MINI MI BE BENT AT ASLOPE OF NOT MORE THAN I INCH OF HORIZONTAL OISPLACEMENTT06 INCH ES OF VERTICAL BAR LENGTH. 1. VERTICAL COLUMN REINFORCEN 1.4 COVER OVER REINFORCING STEEL 2. CLEARANCE FROM THE VERTICA 1.4.1 FOR FOUNDATIONS MINIMUM CONCRETE COVER OVER REINFORCING BARS SHALL BE: 3 INCHES IN FOUNDATIONS WHERE 1.7.2 CONNECTION OF COLUMNS TO' CONCRETE 15 CAST AGAINST AND PERMANENTLY IN CONTACT WITH THE EARTH; OR, I X INCHES FOR NO.S AND SMALLER BARS, 1. BXB INCH COLUMN; ONE NO.5S -AND 2 INCHES FOR NO.6 AND LARGER BARS WHERE CONCRETE IS FORMED AND WILL BE EXPOSED TO THE WEATHER. IN 2. SX16 INCH COLUMN; TWO NOS NARROW FOOTINGS WHERE INSUFFICIENT WIDTH IS AVAILABLE TO ACCOMMODATE A STANDARD 90 DEGREE HOOK AND 3. 12X321NCH COLUMN AND I6X1 PROVIDE THE REQUIRED CONCRETE COVER, THE HOOK SHALL BE ROTATED IN THE HORIZONTAL DIRECTION UNTILTHE REQUIRED REINFORCEMENT FOR THE BOTTOM; CONCRETE COVER IS ACHIEVED. 90 HOOKS INTO THE BOND BEAM AT 1.4.2 FOR CAST -IN -PLACE BOND BEAMS WHERE CONCRETE IS NOT EXPOSED TO WEATHER, THE MINIMUM CONCRETE COVER FOR 1.7.3 LATERALTIES OF A MINIMUM REINFORCING SHALL BE I% INCHES REGARDLESS OF BAR SIZE. 1. MAXIMUM VERTICALSPACINGC 1A.3 FOR CAST -IN -PLACE BOND BEAMS WHERE CONCRETE IS EXPOSED TO WEATHER, THE MINIMUM CONCRETE COVER FOR 2. LATERALTIES MAY BE PLACED IF REINFORCING SHALL BE: I%INCHES FOR NO.S BARS AND SMALLER, 2 INCHES FOR NO.6 BARS OR LARGER. 3. THE BOTTOM LATERALTIES SHA 1.4.4 REINFORCEMENT BARS EMBEDDED IN GROUTED MASONRY CELLS SHALL HAVE A MINIMUM CLEAR DISTANCE OF Y. INCH FOR SHALL NOT BE MORE THAN ONE-HAL FINE GROUT OR X INCH FOR COARSE GROUT BETWEEN REINFORCING BARS AND ANY FACE OF A CELL IA.5 REINFORCING BARS USED IN MASONRY WALLS SHALL HAVE A MASONRY COVER (INCLUDING GROUT) OF NOT LESS THAN:2 INCHES FOR MASONRY UNITS WITH FACE EXPOSED TO EARTH OR WEATHER,1 %INCH FOR MASONRY UNITS NOT EXPOSED TO .IDING GLASS DOORS CTURER'S SPECIFICATIONS AND TEST RESULTS FOR THE REFERENCED WINDOWS AND DOORS IN REGARD TO THE DESIGN DATA AND NO ACCEPTED BY RONALD M. HAY JR., P.E. WHEN INSTALLED IN ACCORDANCE WITH THESE PLANS AND THE MANUFACTURER'S SPE� I GLAZING MATERIALS SHALL BE IMPACT RESISTANT COVERINGS CERTIFIED BY THE MANUFACTURERTO MEETTHE REQUIREMENTS OI NEVER, IF PANELS MEETING THE LOAD REQUIREMENTS OF FBC 16D9.1 FOR THE 150 MPH WIND BORNE MISSILE TEST, OR, WOOD STR F FBC 16D9.1.4 ARE USED FOR OPENING PROTECTION THEN THE WINDOWS NEED ONLY MEET THE PRESSURE REQUIREMENTS OF FBC NO BORNE MISSILE TEST. THE CONTRACTOR IS REQUIRED TO PROVIDE DOCUMENTATION FOR THE WINDOWS AND PANELS DEMONS IONS.. JDOWS: PER SCHEDULE/N.O.A. 15TEN PER MANUFACTURER'S SPECIFICATION DOOR MATERIAL SHALL BE ABLE TO RESIST THE LOADING RQUIREMENTS OF THE FBC SECTION 1609.1 FOR THE 150 MPH WIND LOAD, VIDE DOCUMENTATION FOR DOORS DEMONSTRATING COMPLIANCE WITH THESE SPECIFICATIONS. RY DOORS: PER SCHEDULE/N.O.A. ;:FASTEN PER MANUFACTURER'E SPECIFICATIONS ORS JE ANCHORS TO BE FBC TESTED AND APPROVED, AND SIZED FOR LOADS REQUIRED. IS PLANS AND DETAILS FOR SPECIFIC TYPES. ING SHALL BE 15/32" MINIMUM C-D PLYWOOD SHEATHING OR OSB. TILE ROOF SHEATHING SHALL BE STRUCTURAL ONE GRADE PANELS 15131 iERED WITH LONG DIMENSION PERPENDICULAR TOTH E FRAMING. ZING SHALL BE (1) Bd COMMON OR SPIRAL THREAD NAILS FOR ALL SHEATHING UP TOY INCH THICK, AND (2) SOd COMMON OR SPIRAL THREA LL BE 6" O.C. AT EDGES AND 12" O.C. IN THE FIELD. AND ALL EXTERIOR FRAME WALLS SHALL BE ANCHORED TO THE ABUTTING CMU WALLWITH (3) Y "X 6" STANDARD HOOK ANCHOR BOLTS EM :HORED WITH Y" X 8" STANDARD HOOK ANCHOR BOLTS AT 32" O.C. 'NEVER AN UPLIFT CONNECTOR IS REQUIRED AT THE TOP OF THE WALL, THE CONNECTOR AT THE BOTTOM SHALL HAVE CONSISTENT UPUFT V, I A FRAME BEARING WALL, IT SHALL BE SUPPORTED BY A MINIMUM OF AN EQUAL NUMBER OF STUDS AS PLIES IN THE GIRDER. .LED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA, AND SHALL CONFORM TO THE TPI DESIGN SPECIFICATIONS FOR ME 4 BOTTOM CHORD WIND BRACING METHODOLOGY. IINIMUM SIZES ARE SHOWN ON THE FOUNDATION PLAN AND THIS SHEET. DRAIN PASSING UNDER A FOOTING OR THROUGH A FOUNDATION WALL SHALL BE PROVIDED WITH A RELIEVING ARCH, OR THERE SHALL BE BUI ) PIPE SIZES GREATERTHAN THE PIPE PASSING THROUGH. :L SHALL BE CONTINUOUS AROUND CORNERS USING CORNER BARS OR BY BENDING THE BAR IN ACCORDANCE WITH 1.3A IN BOTH CASES, THE MI S THICK ORTHICKER THAN THE WALL SUPPORTED ABOVE, BUT IN NO CASE LESS THAN B INCHES THICK, AND SHALL HAVE SAME VERTICAL REINF01 E A STANDARD 9D DEGREE HOOK AND SHALL BE EMBEDDED A MINIMUM OF 61NCHES INTO ALL FOOTINGS; DOWEL BARS SHALL LAP VERTICAL WA STANDARD MASONRY UNITS OR PILASTER BLOCK OR MAYBE CAST IN PLACE CONCRETE. MAXIMUM COLUMN HEIGHT SHALL BE 12 FEET TO TOP d :FOUR VERTICAL BARS, ONE IN EACH CORNER. I ;HALL BE FOUR NO.3 BARS FOR 8X8 INCH COLUMNS AND FOUR NO.S BARS FOR ALL OTHER COLUMN SIZES. TO THE MASONRY FACE SHELL SHALL BEY". MINIMUM COVER FOR CAST IN PLCE COLUMNS SHALL BE 1 %" OVER THE COLUMN TIES. )UNDATION BELOW AND TO THE BOND BEAM AT THE TOP SHALL BE AS FOLLOWS: %RD HOOK INTO THE SUPPORTATTHE BOTTOM AND INTO THE BOND BEAM ATTHE TOP. DARD HOOKS (ONE IN EACH CELL) BOTH ATHE BOTTOM AND INTO THE BOND BEAM AT THE TOP. I COLUMN; FOUR NOS STANDARD 90 HOOKS (ONE AT EACH VERTICAL BAR) EXTENDING FROM THE FOUNDATION AND SPUCED WITH THE VERTICAL I E NO.S 90 HOOKS INTO THE BOND BEAM ATTOP, MINIMUM, AND EACH SPUCED INTO A VERTICAL COLUMN BAR FOR CORNER COLUMNS; AND TWO I OF EACH SPLICED TO SEPARATE VERTICAL COLUMN BARS FOR COLUMNS NOT LOCATED IN A CORNER. DIAMETER SHALL BE USED TO ENCLOSE VERTICAL COLUMN REINFORCEMENT AS FOLLOWS: ERALTIES SHALL NOT EXCEED THE LEAST NOMINAL CROSS SECTIONAL DIMENSION OF THE COLUMN. MORTAR JOINTS (PROVIDED THAY PRE NO LARGERTHAN Y. INCH DIAMETER) OR IN THE GROUT. -OCATED VERTICALLY NOT MORE THAN ONE-HALF THE LATERALTIE SPACING ABOVE THE TOP OF THE 6OTING, SLAB, OR NA OY. T;•IE1 LATERAL TIE SPACING BELOW THE LOWEST HORIZONTAL REINFORCEMENT IN THE BEAM ABOVE. Z! � / RONALD M. HAY JR., P.E. FL#69163 I 4' D HANDRAIL TO EXTEND 12" BEYOND LAST 1 RISER. io ' n MIN. 11"TREAD r' l] MAX HEIGHT 7"1 1 115' 4 HANDRAILS REQUIRED ON BOTH SIDES TYP. STAIR PLAN VIEW SCALE: 1 /2"=l' GENERAL NOTES: 1. ALL WORK TO BE INCOMPLIANCE WITH THE 2017 FLORIDA BUILDING CODE. 2. ALL EXTRUDED ALUMINUM COMPONENTS SHALL BE 6063-T6 ALLOY. 3. AW M ROOF PANS SHALL BE 3003-H16 ALLOY. 4. SCREWS AND BOLTS FOR ALUMINUM STRUCTURES TO BE PAINTED STEEL, ALUMINUM ALLOY 2024-T4 OR STAINLESS STEEL S.- ALL CONCRETE TO ACHIEVE 3000 PSI COMPRESSION STRENGTH AT 28 DAYS. 6. FOUNDATION DESIGN BASED ON ASSUMED 2,000 PEP SOIL BEARING. ]. ALL DIMENSIONS TO BE FIELD VERIFIED. 8. WIND LOADS CALCULATED PER ASCE 7-16, BASED ON THE FOLLOWING: a. WIND SPEED - 140 MPH, 3 SECOND GUST; 108MPH NOMINAL b. IMPORTANCE FACTOR = 1.0 c EXPOSURE = B tl. IMPORTANCE CAT. - 1 e. INTERNAL PRESSURE COEFFICIENT = +/- 0.00 FOR OPEN STRUCTURES; +/- 0.18 FOR ENCLOSED STRUCTURES. 9. ROOF LIVE LOAD = 20 PSF 10. SUBMIT PRODUCT APPROVALS FOR ROOF MATERIALS 11: THIS MAN IS NOT VALID UNLESS SEALED BY THE ENGINEERS EMBOSSED SEAL 12. MOBILE HOME DOES NOT REQUIRE A FOURTH WALL -rI; 12'X12" FOOTING W/ (2) #5 REBAR THRU POSTS ONE EACH WAY TYP. STAIR PROFILE VIEW SCALE: 1 /4"=1' #5 REBAR FOOTING PLAN VIEW SCALE: 1 "=1' " MAX SPACING TYP. P.T. POST TYP. 2"X10" PERIMETER GIRDER ATTACHED TO POST W/ (2) 3/8"X 5 1/2" CARRIAGE BOLTS. 2"X10" JOIST TO BE ATTACHED TO GIRDERS W/ LUS 28 TYP. ��1111111111////// M HA � Q ' No.69163 C: 1 '7 ui Q cCOo D N 2 ¢A " � Q ate. 0 C/)U Q Z N I'd- 0 In C�7 W W o wa x� U W WO C�7 U 0 ;a m ww NCEq <A 1.2.0 MATERIALS 1.1.1 MASONRYUNITS- CONCRETE MASONRY UNITS SHALL BE HOLLOW OR SOLID UNIT MASONRY IN ACCORDANCE WITH ASTM C 90 OR C 145 AND SHALL HAVE A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 19DO PSI. 1.1.2 MORTAR - SHALL BE EITHER TYPE M OR S IN ACCORDANCE WITH ASTM C 270 1.1.3 GROUT - SHALL HAVE A MAXIMUM COARSE AGGREGATE SIZE OF 3/81NCH PLACED AT AN 8 T011 INCH SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS WHEN TESTED IN ACCORDANCE WITH ASTM C 1019, OR SHALL BE IN ACCORDANCE WITH ASTM C 476. 1.1.4 CONCRETE - SHALL HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF 3000 PSI (2500 PSI FOR SLABS) AT 28 DAYS. 1.1.5 REIN FORCING STEEL - SHALL BE A MINIMUM GRADE 40 AND IDENTIFIED IN ACCORDANCE WITH ASTM A 615, A 616, A 617, OR A 706. 1.1.6 METAL ACCESSORIES - JOINT REINFORCEMENT, ANCHORS, TIES, AND WIRE FABRIC SHALL CONFORM TO THE FOLLOWING STANDARDS: 1. ASTM A 82 FOR JOINT REINFORCEMENT AND WIRE ANCHORS AND TIES. 2. ASTM A 36 FOR PLATE, HEADED AND BENT BAR ANCHORS. 3. ASTM A 366 FOR SHEET METAL ANCHORS AND TIES. 1.1.7 GALVANIZATION- . METALACCESSORIES FOR USE IN EXTERIOR WALL CONSTRUCTION AND NOT DIRECTLY EXPOSED TO THE WEATHER SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A 153, CLASS B-2 METAL ACCESSORIES FOR USE IN INTERIOR WALL CONSTRUCNON SHALL BE MILL GALVANIZED IN ACCORDANCE WITH ASTM A 641, CLASS 1. 1.1.8 FASTENERS AND CONNECTORS - UNLESS OTHERWISE STATED, SIZES GIVEN FOR NAILS ARE COMMON WIRE NAILS. FOR EXAMPLE, 8D = 2 % INCHES LONG X 0.131- INCH DIAMETER. SEE TABLE 8.8A IN THE NATIONAL WOOD DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION. 1.1.9 WOOD FRAME MEMBERS - ALL FRAMING LUMBER SHALL BE SOUTHERN YELLOW PINE GRADE 2 OR BETTER WITH A MINIMUM Fb OF 1800 PSI. ALL LUMBER USED FOR BEAMS SHALL BE SOUTHERN YELLOW PINE GRADE 2 OR BETTER WITH A MINIMUM Fb OF 1700 PSI. 1.1.10 WOOD MICRO LAM BEAM MEMBERS - ALL MICRO LAM BEAM LUMBER SHALL HAVE A MINIMUM FLEXURALSTRENGTH, Fb OF 2,850 PSI AND MODULUS OF ELASTICITY, E, OF 2,000,000 PSI. 1.1.11 SOIL- FOUNDATIONSARE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2000PSF. AREAS FIVE FEET BEYOND BUILDING LINES SHOULD BE CLEARED AND SCRUBBED OF ANY VEGETATION. FINISHED GRADE SHALL BE PLACED WITH A MAXIMUM LIFT OF 12" AND COMPACTED TO A MINIMUM 95% OF THE STANDARD PROCTOR DENSITY. FILL MATERIAL SHALL BE CLEAN TO SLIGHTLY SILTY FINE SAND, FREE OF ORGANIC MATERIAL ALLWORK TO BE DONE IN ACCORDANCE WITH ASTM D-698 AND VERIFIED BY GENERAL CONTRATOR. 2.2 MASONRY WORK, GENERAL 1.2.1 ALL MORTAR JOINTS FOR HOLLOW UNIT MASONRY SHALL EXTEND THE FULL WIDTH OF FACE SHELLS. MORTARJOINTSFOR SOLD MASONRY SHALL BE FULL HEAD AND BED JOINTS. 1.2.2 BED JOINTS SHALL BE 3/8INCH (E 1/8 INCH)THICK. HEAD JOINTS SHALL BE 3181NCH(+3/8INCH OR-1/4 INCH)THICK. 1.2.3 THE BED JOINT OF THE STARTING COURSE PLACED OVER FOOTINGS SHALL BE PERMITTED TO VARY IN THICKNESS FROM MINIMUM OF Y.INCH TO A MAXIMUM OF % INCH. 1.2.4 MASONRY WALLS SHALL BE RUNNING BOND OR STACK BOND CONSTRUCTION. WHEN MASONRY UNITS ARE LAID IN STACK BOND, 9-GUAGE (MINIMUM) HORIZONTALJOINT REINFORCEMENT SHALL BE PLACED IN BED JOINTS AT NOT MORE THAN 16 INCHES ON CENTER. 1.2.5 LONGITUDINAL WIRES OF JOINT REINFORCEMENT SHALL BE FULLY EMBEDDED IN MORTAR OR GROUT WITH A MINIMUM COVER OR 5181NCH WHEN EXPOSED TO EARTH OR WEATHER AND % INCH WHEN NOT EXPOSED TO EARTH OR WEATHER. 1.3 REINFORCING STEEL GENERAL 1.3.1 REINFORCING STEELSHALL BE NOS BARS. EXCEPTION: WHERE TWO NO.5 BARS ARE REQUIRED WITHIN THE SAME GROUTED MASONRY CELL OR BOND BEAM, ONE NO.7 BAR MAY BE SUBSTITUTED. 2.3.2 WHEN TWO BARS ARE REQUIRED IN THE SAME CELL OR BOND BEAM, THEY MAY BE BUNDLED. 1.3.3 SPUCES SHALL BE LAP SPLICES. 1. NONCONTACT LAP SPLICES MAY BE USED PROVIDED REINFORCING E IN BARS ARE NOT SPACED FARTHER APARTTHANSINCHES FOR NOS BARS AND 71NCHES FOR NO.7 BARS. 2. SPLICE LENGTHS SHALL BEA MINIMUM OF 25 INCHES FOR NO.S BARS AND 351NCHES FOR NO.7 BARS(40 BAR DIAMETER). SPLICES OF A NOS BAR WITH ONE NO.7 BAR SHALL BEA MINIMUM OF 25 INCHES, AND TWO NO.S BARS WITH ONE NO.7 BAR SHALL BEA MINIMUM OF 35 INCHES. 1.3.4 REINFORCEMENT MAYBE DENTIN THE SHOP ORIN THE FIELD IF: 1. ALL REINFORCEMENT IS BENT COLD, AND 2. THE DIAMETER OF THE BEND, MEASURED ON THE INSIDE OF THE BAR, IS NOT LESS THAN SIX BAR DIAMETERS, AND 3. REINFORCEMENT PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BEN E T. EXCEPTION: PT N. WHEREBENDING IS NECESSARY TO ALIGN DOWEL BARS WITH A VERTICAL CELL, PARTIALLY L. BA RSEMBEDDED IN CONCRETE SHALL BE PERMITTED TO BE BENT AT A SLOPE OF NOT MORE THAN 1INCH OF HORIZONTAL DISPLACEMENTTO 61NCHES OF VERTICAL BAR LENGTH. 1.4 COVER OVER REINFORCING STEEL 1.4.2 FOR FOUN CATIONS MIN IM UM CONCRETE COVER OVER REINFORCING BARS SHALL BE: 3 I NCHES IN FOUN DATI DNS WH ERE CONCRETE IS CAST AGAINST AND PERMANENTLY IN CONTACT WITH THE EARTH; OR,1 X INCHES FOR NOS AND SMALLER BARS, AND 21NCHES FOR NO.6 AND LARGER BARS WHERE CONCRETE IS FORMED AND WILL BE EXPOSED TO THE WEATHER. IN NARROW FOOTINGS WHERE INSUFFICIENT WIDTH IS AVAILABLE TO ACCOMMODATE A STANDARD 90 DEGREE HOOK AND PROVIDE THE _REQUIRED CONCRETE COVER, THE HOOK SHALL BE ROTATED IN THE HORIZONTAL DIRECTION UNTILTHE REQUIRED CONCRETE COVER IS ACHIEVED. 1.4.2 FOR CAST-IN-PLACE BOND BEAMS WHERE CONCRETE IS NOT EXPOSED TO WEATHER, THE MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 1 % INCHES REGARDLESS OF BAR SIZE. 1.4.3 FOR CAST -IN -PLACE BOND BEAMS WHERE CONCRETE IS EXPOSED TO WEATHER, THE MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE:1 %INCHES FOR NO.S BARS AND SMALLER, 21NCHES FOR NO.6 BARS OR LARGER. IA.4 REINFORCEMENT BARS EMBEDDED IN GROUTED MASONRY CELLS SHALL HAVE A MINIMUM CLEAR DISTANCE OF%INCH FOR FINE GROUT OR % INCH FOR COARSE GROUT BETWEEN REINFORCING BARS AND ANY FACE OF A CELL. LAS REINFORCING BARS USED IN MASONRY WALLS SHALL HAVE A MASONRY COVER (INCLUDING GROUT) OF NOT LESS THAN:2 INCHES FOR MASONRY UNITS WITH FACE EXPOSED TO EARTH OR WEATHER, 2 % INCH FOR MASONRY UNITS NOT EXPOSED TO 1.8 WINDOWS AND SLIDING GLASS DOORS 1. THE MANUFACTURER'S SPECIFICATIONS AND TEST RESULTS FOR THE REFERENCED WINDOWS AND DOORS IN REGARD TO THE DESIGN DATA AND CODE COMPLIANCE CITED HAVE BEEN REVIEWE D EDANDACCEPTED BY RONALD M. HAY JR.P.E. WHEN INSTALLED IN ACCORDANCE WITH THESE FLATUS AND THE MANUFACTUR ERS SPECIFICATIONS FOR USE ON THIS PROJECT. 2. ALL EXTERIOR GLAZING MATERIALS SHALL BE IMPACT RESISTANT COVERINGS CERTIFIED BY THE MANUFACTURER TO MEET THE REQUIREMENTS OF SSTD32, ASTM E 1886 AND ASTM E 1996. HOWEVER, IF PANELS MEETING THE LOAD REQUIREMENTS OF FBC 1609.1 FOR THE 150 MPH WIND BORNE MISSILE TEST, OR, WOOD STRUCTURAL PANELS MEETING THE REQUIREMENTS OF FBC 1609.1.4 ARE USED FOR OPENING PROTECTION THEN THE WINDOWS NEED ONLY MEET THE PRESSURE REQUIREMENTS OF FBC 1609.1 FOR THE 150 MPH WIND LOAD AND THE WIND BORNE MISSILE TEST. THE CONTRACTOR 15 REQUIRED TO PROVIDE DOCUMENTATION FORTHE WINDOWS AND PANELS DEMONSTRATING COMPLIANCE WITH THESE SPECIFICATIONS. 3. EXTERIOR WINDOWS: PER SCHEDULE/N.O.A. 4. WINDOWS: FASTEN PER MANUFACTURER'S SPECIFICATION 1.9 DOORS 1. ALLEXTERIOR DOOR MATERIAL SHALL BE ABLE TO RESISTTHE LOADING RQUIREMENTS OF THE FBC SECTION 1609.1 FOR THE 150 MPH WIND LOAD. THECONTRACTORIS REQUIRED TO PROVIDE DOCUMENTATION FOR DOORS DEMONSTRATING COMPLIANCE WITH THESE SPECIFICATIONS. 2. EXTERIOR ENTRY DOORS: PER SCHEDULE/N.O.A. 3. ENTRY DOORS: FASTEN PER MANUFACTUREWE SPECIFICATIONS 1.10 HURRICANE ANCHORS 1. ALL HURRICANE ANCHORS TO BE FBC TESTED AND APPROVED, AND SIZED FOR LOADS REQUIRED. 2. SEE DRAWINGS PLANS AND DETAILS FOR SPECIFICTYPES. 1.5 FRAMING NOTES 1.5.1 ALL WALL AND SHINGLE ROOF SHEATHING SHALL BE I5/32"MINIMUM C-D PLYWOOD SHEATHING OR OSB. TILE ROOF SHEATHING SHALL BE STRUCTURAL ONE GRADE PANELS I5/32" THICK OR BETTER. 1.5.2 ALL ROOF SHEATHING SHALL BE SYAGGERED WITH LONG DIMENSION PERPENDICULAR TO THE FRAMING. 2.5.3 NAIUNG FOR ROOF AND WALLSHEATHING SHALL BE (1) Bd COMMON OR SPIRAL THREAD NAILS FOR ALL SHEATHING UP TO%INCH THICK, AND (2) 10d COMMON OR SPIRALTHREAD NAILS FOR SHEATHING LARGER THAN % INCH THICK. NAILING SHALL BE 6" O.C. AT EDGES AND 12" O.C. IN THE FIELD. 1.5.4 ALL INTERIOR FRAME BEARING WALLS AND ALL EXTERIOR FRAME WALLS SHALL BE ANCHORED TO THE ABUTTING CMU WALL WITH (3) X-X6"STANDARD HOOK ANCHOR BOLTS EMBEDDED IN GROUT CELLS. THE FLOOR P.T. PLATE SHALL BE ANCHORED WITH W X 8" STANDARD HOOK ANCHOR BOLTS AT 32" O.C. 1.5.5 ATALL INTERIOR BEARING WALLS, WHENEVER AN UPLIFT CONNECTOR IS REQUIRED ATTHE TOP OF THE WALL, THE CONNECTOR ATTHE BOTTOM SHALL HAVE CONSISTENT UPLIFT VALUE. 1.5.6 WHENEVER A GIRDERTRUSS BEARS ON A FRAME BEARING WALL, IT SHALL BE SUPPORTED BY A MINIMUM OF AN EQUAL NUMBER OF STUDS AS PLIES IN THE GIRDER. 1.5.7 TRUSSES SHALL BE DESIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA, AND SHALL CONFORM TO THE TPI DESIGN SPECIFICATIONS FOR METAL PLATE CONNECTED TRUSSES, AND SHALL CONTAIN BOTTOM CHORD WIND BRACING METHODOLOGY. 1.6 FOOTINGS AND FOUNDATIONS 1.6.1 DESIGN 1.6.1.1 TYPICAL FOUNDATION DETAILS AND MINIMUM SIZES ARE SHOWN ON THE FOUNDATION PLAN AND THIS SHEET. 1.6.1.2 A SOIL OR WASTE PIPE ORA BUILDING DRAIN PASSING UNDER A FOOTING OR THROUGH A FOUNDATION WALLSHALL BE PROVIDED WITH A RELIEVING ARCH, OR THERE SHALL BE BUILT INTO THE MASONRY WALL AN IRON PIPE SLEEVE TWO PIPE SIZES GREATER THAN THE PIPE PASSING THROUGH. 1.6.2 CONSTRUCTION 1.6.2.1 THE OUTER BAR OF FOUNDATION STEELSHALL BE CONTINUOUS AROUND CORNERS USING CORNER BARS OR BY BENDING THE BAR IN ACCORDANCE WITH 1.3AIN BOTH CASES,THE MINIMUM BAR LAP SHALL BE 25 INCHES. 1.6.2.2 FOUNDATION STEMWALLS SHALL BE AS THICK OR THICKER THAN THE WALL SUPPORTED ABOVE, BUT IN NO CASE LESS THAN B INCHES THICK, AND SHALL HAVE SAME VERTICAL REINFORCING AS THE WALL ABOVE. 1.6.2.3 ALL FOOTING DOWEL BARS SHALL HAVE A STANDARD 90 DEGREE HOOK AND SHALL BE EMBEDDED A MINIMUM OF 6 INCHES INTO ALL FOOTINGS; DOWEL BARS SHALL LAP VERTICAL WALL REINFORCEMENT A MINIMUM OF 25 INCHES. 1.7 CONCRETE COLUMNS 1.7.1 COLUMNS SHALL BE CONSTRUCTED OF STANDARD MASONRY UNITS OR PILASTER BLOCK OR MAYBE CAST IN PLACE CONCRETE. MAXIMUM COLUMN HEIGHT SHALL BE 12 FEET TO TOP OF BOND BEAM. COLUMNS SHALL CONTAIN A MINIMUM OF FOUR VERTICAL BARS, ONE IN EACH CORNER. 1. VERTICAL COLUMN REINFORCEMENT SHALL BE FOUR NO.3 BARS FOR 8X8 INCH COLUMNS AND FOUR NO.S BARS FOR ALL OTHER COLUMN SIZES. 2. CLEARANCE FROM THE VERTICAL BARTO THE MASONRY FACE SHELLSHALL BE%". MINIMUM COVER FOR CAST IN PLCE COLUMNS SHALL BE I%" OVER THE COLUMN TIES. 1.7.2 CONNECTION OF COLUMNS TOTHE FOUNDATION BELOWAND TO THE BOND BEAM AT THE TOP SHALL BE AS FOLLOWS: 1. 8X8 SUPPORT ATTIE BOTTOM AND INTO THE BOND BEAM ATTHE TOP. 2. SX16 ICOLUMN;CH NCCOLUMN;OMN; TWO NOSSTANDARD HOOKS(ONE THE EACH ELL) BOTH ATHE BOTTOM AND INTO THE BOND BEAM ATTHE TOP. 3. 12X121N[H COLUMN AND 1fiX16INCH COLUMN; FOUR NOSSTANDARD 90 HOOKS(ONE AT EACH VERTICAL BAR) EXTENDING FROM THE FOUNDATION ANQ�S 6);Dh'T17l4TH8V�RfiIFAL COLUMN REINFORCEMENT FOR THE BOTTOM; THREE NOS 90 HOOKS INTO THE BOND BEAM AT TOP, MINIMUM, AND EACH SPLICED INTO A VERTICAL COLUMN BAR FO[t�CJiCqI([f16PN;$lf�[JF(JBJ,f1jiANDARD 90 HOOKS INTO THE BOND BEAM ATTHE TOP EACH SPLICED TO SEPARATE VERTICAL COLUMN BARS FOR COLUMNS NOT LOCATED IN A CORNER. 1.7.3 LATERALTIESOFA MINIMUM% INCH DIAMETER SHALL BE USED TO ENCLOSE VERTICAL COLUMN REINFORCEMENT AS FOLLOWS: 1. MAXIMUM VERTICALSPACING OF LATERAL TIES SHALL NOT EXCEED THE LEAST NOMINAL CROSS SECTIONAL DIMENSION OF THE COLUMN. = TY NO. 69163 2. LATERALTIES MAYBE PLACED IN THE MORTAR JOINTS (PROVIDED THAY ARE NO LARGERTHAN%INCH DIAMETER) ORIN THE GROUT. _ 3. THE BOTTOM LATERALTIES SHALL BE LOCATED VERTICALLY NOT MORE THAN ONE-HALF THE LATERALTIE SPACING ABOVE THE TOP OF THE F TING3LAB, 4R BEA I RY. THETQFlPrT&ALTIE SHALL NOT BE MORE THAN ONE-HALF THE LATERALTIE SPACING BELOW THE LOWEST HORIZONTAL REINFORCEMENT IN THE BEAM ABOVE. 7 _. _mac nF / ::'Uz 2 W Q ¢ N 2 QCS O LL a Q 0 C/)U Cl Ir Nt MO iA li W: z� CW' 9 W wa Tn p PL4 u rWxry W O V H U Oa Loa a LY) . wC w 4ca pq 00 Cz7A� N (q O ti I ffi�"6,aRa � 140 MPH FASTENING FOR FABRAL GRAND RIB 3; 26 GA. HI RIB STEEL SLOT G: ss'D-14.I-1�2 HWH SCREW w/BONOING WASHER OR E0. (4) ROWS 36' MAIDMUM SPACING. SPACED 0 45' O.C.. PLUMBING VENT MIN. B' ABOVE ROOF (P APR1GA91E) 2. RI 12 SPF Cl FABRLL ORINOWM1J 25 GA M-NIN M M40 ��LEBD%MM46 � —mm= +P- d� 0 0 0 LI M N e �4 m9 pb 0 0 0 ROOF SHEATHING Qo DIAPHRAGM' SHALL BE BLOCKED WITH 2% NOMINAL LUMBER -FOR A DISTANCE OF 4'-0' FROM EACH m ROOF BOUNDARY. NAIL ROOF BOUNDARIES V'ATH Ed NAILS AT S — — 2-1/2. O.C. STAGGERED. 07HER 'D PANEL EDGES WITH ad NAILS AT 4. O.C. REMAINDER OF ROOF WITH ad NAILS AT V O.C. AT ; 448• PANEL EDGES AND 10 O.C. IN THE FIELD. m SIDE WALL ROOF BOUNDARY CAU U TEO TRUSS F557149 0.6912 1 4. ROOD R00=E / VFNTMnaN'REW111ED l0 BE I/So0 OF TOTAL ROOF AREA NINOIUY Lwl R-49 0 INSULATOR I i OWSUM el S.AM PRACN , �/1 VFW U591�W CH D TO SICASPMY FINIS gyp{ ��(q ]B�s; F�R�BBY T NF IM �� kn�vOTEPOh1 % 9UA90N�0 E"w aTam is YmazN 02 SPX. OR BETTER f— 1/2• NNYL COMM GYPSUM aaN (M-» au f '4 1MN�m�SiYLO NNT • RVG moq , um® MMmeCUvkCm w�i).i O 4'Op mm R-19 RF INSULATOR 8'-0' N0 IP. a6 q M ImC. EtNW.1LL ARS[MG SINE IXTI01 CKBRO om FROM OP TOP TWIST TIP RI UM S/4' Y00NY BEIGM TOP Q A MM ALL Ve BY Ra 96ATWID m06 91PP�IEO BYY r2'.4- N' WYBER ,p sv.R,at eET1FR DONE 4 RNI%M O JXB rASNx B 13M m sMw ua9 o rae mm NA rac 11¢ ].R1E 6 Y fACY CORNERk rAsm®�rM m mums xus a rac. mm mmeaca rarm. TONOME Y GROOVE WN1L TLE OR 21 02 PLYWWD -COMYEACUI CARPET-- ._ DECMNG R-30 NF MSULATION,(HD) FlAOR 10 SNO STAPPINO 190'Al2'F260A. ON.VAW2E0 —� STRAP 0IS- as MAX jT 2 xe ,IouTs m tB• as Iz sw OR BETTER .D40 ASPHALT DOTTOM BOARD. • —To- TRANS =-DOWN SRUP (ASIIIA Do) 4EAT 0 4W ucim°a (TYP.) CROSS SECTION N T—S ALTERNATE TRUSS ELEVATIONS 0. MULEHIDE FIT DECK PANE- 'C' TO BE FASTENED TO TRUSSES W181) SNKER NAILS 0 6. O.C. ON EDGES AND 12 O.C. FIELD IN ZONE 1 (ROOF INTERNAL FELT) 0 B' O.C. ON EDGES & 9' O.C. FIELD IN ZONE 2 (3' WIDE ROOF'EDGES,D, PERIMETER) 0 6. 3 ON EDGES & V O.C. REED N ZONE 3 `3'NS' AREA O ROOF CORNERSi PKYW)9CWO ORTEpSpAOBN 81NP 12 i OF BETIFR A) POOF TO mo STRAPPING tw.12746 GA OALVAN® i .STRAP G IS. as MAIc 2'.6• STUDS O IV Qa — A2 SPF OR BETTER R-19 16 BSULKIRM 3• VBT J I L „i2• B.V. JffPB )/2. m mve q 9n® • NOTO tNFRMAL DPAN90H TANK BAODLOW PREW4TT, ANO CU}-OfF AN.4E 6 NEURON TO BE SUPGNED NID ORTANID ON 91E BY OTHERS Www dPbF WOODS Mw.aT ImArzu.ua a,mv wAw D. W.V. RISERS -N.T.S. SUPPLY RISERS - N.T.S. SUPPLY LINE NOTES 1 ALL SUPPLY UNES DBE CPVC EACO'T MORE NOTED OTHERWISE - 2 .All JONIS70 BE BY NRIUFAC111AEA APPROVID METHODS. N! FITIBT6S TO EE FUSOL'r ORMHF, BRASS, DR OTHER APPROVED MTFPoAL 3,1 DWJ NOTES 4 ALL SUPPLY UNES TO HAVEAPPROVEO SHIROF VALVES. 1 PIPING SHALL BE PVC S]®UIE.4D B LINES TO BE SUPPORTED VERTICALLY NA%INUM-4VO.C. 2 ALL ANTS SHALL. BE MADE WNH RTIWG TITHER SOLVENT WELDED OR THREADED 6 LINES iD BE SUPPORTED HOOIONTPULY NA%IYULI 3Y0C ACCORDING TO APPROVED METHOD£ 7 ALL PIPING BELOW FLOOR NOT COXEA ED IN BOOR DAINTY TO BE INSIRATED 3) VERT" PIPING SHALL BE SUPPORTED AT BASE, MWLF, AND TOP. WITH 0, R-4. 4 HOIDIOVTAL PIPING SHALL BE S APPORTED MINMNM 48'O.0 AND AT EACH CIIANCE 0) BIIFACDMIEDOW OF SEPARATE WRIER IeaTLRs 70 BE DONE ON SLUE BY B@RSID OF D' PLUNDER AND SATEOT TO LOCAL CME JURISO:CHON. 5) ALL P-TRAP ORENSON AIMS OVER 36 MIN. MUST BE SUPPORTED AT BASE AND AS CLOSE TO P-TRM AS POSSIBLE T/18. O.S.a MELT RAR 6) PIPING 15V ANDBOOW TO HAVE .2V FALL DE DIRECIIDN OFAW R 7 PIPING 30V AND ABOVE TO RAVE .125• FALL IN DIRECTION OF ROW. 8 All VENTS THRU ROOF MUST PU MTE ROOF LUVERING A MR. OF 6' AND . MUST BE PRDPORLY RASED. B) RASENG TO BE LEAD, COFFER ALWNUM PLOT, OR NEOPRENE DF AN APPRM RECTGCpI UAD'D TYPE ID)AU. PPING GLOW FLOM NOT DRICFAIFD IN FLOOR CAVITY 10 BE BERATED Will R-{ OR GETTHER, 2'SB' BOTTOM RATE ,a n 11 N C C3 R /2 TPF OR BETTER Iw`.v a«. 8' PERIMETER JDSf till N.','O,..' P.O; Box 1079 t'r sm GR BETTER) �` APPROVED Ellaville, GA 311 E�MCG 03302016 I y� Y'VWW1fCU p y, SUBMITTAL B:7RF7246 J 0 11'-B•'A46'-0• BUS OCCUPM 9 is D. 10886 `ji SERIAL. N•STOC DATE MARCH 22, 2016 STATE OP AT a DRAWN'BY: Oft5 a.. .he enel to N. Broad