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PLC-17-2563 (3)�` SHOFtEy y,� yorN"�o� ~ F<ORIDp' Miami Shores Village 10050 N. E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 F� i Fermrt nroPLC1047-251L 3 r _ ` Perrnrt Type Plumbing Commercial 00{ �a. �X ,Work Classification Addition/Alteration 1 2 Pehhit Status APPROVED " .� Expiration:01127/2019 Issue Date 71311201$ , Project Address Parcel Number Applicant 9801-9845 NE 2 Avenue 1132060134380 Miami Shores, FL 33138- Block: Lot: PARK LLC Owner Information Address Phone Cell PARK LLC 4141 NE 2 Avenue ()__ MIAMI FL 33137- 4141 NE 2 Avenue MIAMI FL 33137- Contractor(s) Phone Cell Phone J.C. &ASSOCIATES GROUP, INC (305)253-8225 (305)742-3199 of Work: PROVIDE SEWER CONNECTION TO NEW CIT Amount of Piping: $500.00 CCF ional Info: PROVIDE SEWER CONNECTION TO NEW CIT DBPR Fee ;ification: Commercialrr ning: 3 }^ d'•' �' ,. wit _ ' "' ti r .. j0B AT jjMF pr r Fees Due Amount Bond Type - Contractors Bond $500.00 CCF $12.00 DBPR Fee $9.00 DCA Fee $6.00 Education Surcharge $4.00 Permit Fee $600.00 Scanning Fee $9.00 Technology Fee $16.00 Total: $1,156.00 Valuatipn: • $19104.00 • • • • • Total Sq fet:* ta; • • j• • ...... . ... Pay Date Pay Type Amt Paid Amt Due Invoice # PLC -10-17-65479 07/31/2018 Check #: 1044 $ 956.00 $ 200.00 10/27/2017 Check #: 20182 $ 200.00 $ 0.00 Bond #: 3842 • Finel • Water Main •_ • • • • • Lavatory Top Out • • • Re Pipe Main Drain Underground Review Building Review Building Review Building Review Planning FOR REFERENCE ONLY Applicant Copy For Inspections, Call (305) 762-4949 or Log on at https://bldg.miamishoresvillage.conVcap/. Requests must be received by 3 pm for following day inspections. NOTICE:. In addition to the requirements of this permit, there may be AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER additional restrictions applicable to this property that may be found in GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT the public records of this county. DISTRICTS, STATE AGENCIES, OR FEDERAL AGENCIES. July 31, 2018 2 limitable Insomboos: • • • nspection l' pe: • ater •••••• • Finel • Water Main •_ • • • • • Lavatory Top Out • • • Re Pipe Main Drain Underground Review Building Review Building Review Building Review Planning FOR REFERENCE ONLY Applicant Copy For Inspections, Call (305) 762-4949 or Log on at https://bldg.miamishoresvillage.conVcap/. Requests must be received by 3 pm for following day inspections. NOTICE:. In addition to the requirements of this permit, there may be AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER additional restrictions applicable to this property that may be found in GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT the public records of this county. DISTRICTS, STATE AGENCIES, OR FEDERAL AGENCIES. July 31, 2018 2 w ANE PECTION RECORD Miami Shores Village 10050 N. E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax: (305)756-8972 INSPECTION REQUESTS: (305)762-4949 or Log on at https://bldg.miamishoresvillage.comfcap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Plumbing - Commercial - Parcel #:1132060134380 Owner's Name: Owner's Phone: ()_ Job Address: 9801-9845 NE -AvPnEra } A ��L�,� Total Square Feet: 0 Miami Shores 1f3- 3 ' 4 "o R I Flt Bond Number 3842 w �' s " Total Job Valuation: $ 20,000.00 FOR REFERENCE ONLY NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. ITIS THE PERMIT APPLICANTS RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. �. WORK IS ALLOWED: '' C MONDAY THROUGH FRIDAY 8:0Qq� =�OPM. Contractor(s) Phane �nmary Contractor SATURDAY 8:00AIlf - 6:60%M. ' • • •; • J.C. & ASSOCIATES GROUP, INC 305 253=82 5, � ' 9 NO WORK IS ALLOWED O*I SUNDAY OR HOLIDAYS.* BUILDING AND Rwjli; jNSPECTIOWS ARE DANE • MONDAY THROUGFI 51PAY. :000*: • • 6 0000 • .• 0000• 0000•• • • 0000• • • 0000•• •• •• • 0906• • • •9999• • • • • • • •666•• ••966• • • • •••666 FOR REFERENCE ONLY NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. ITIS THE PERMIT APPLICANTS RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. JOHN MARRA MAR & ASSOCIATES IN4 Professional Land surveyors & Mappers W W W.IBARRALAND8V RVEYORS.COM 777 N.W. 7 nd AVENUE 21304 DEL PRADO BLVD SOUTH SUITE 3026 SUITE NO. 202 UNIT 1 MIAMI, FLO 3IDA 33126 CAPE CORAL, FL 33904 PH: (305):!62-0400 PH: (239) 540.2660 FAX: (305) 62-0401 FAK (239) 640-2664, ALTA/NSPS Land Title Survey I `\ I \1 I I I I A� I Fs V m ( 3 $ 3 mp I mO P m £ g T m L. �± �b € NN Q I aF �Tk l g p= sWg I I O O I � I I I. S I I $ rn 0 �Rg1dZ aLa2 y mn92ws FOR REFERENCE C40MIX BARBA y,rzrLY•sLmvEr/ swa�sslovnt LA,malneElTw,wa."eTm srArELrAzaw AL�s LarAnwmrc®,e�srmExivA/mM.ccrx 4,]£6uaTA.TasOxAllEx Afa ONLY-----11— it NE 2nd AVENUE (SHORE WAY) RD'TOTK RGNrQ�WAY APUBW.YOFDR.3T®RNIITT OF WAY 2k xM'A9PHOLT C� NM 2G16 ea yr ©9 'LVRG SwR 100.00' NIIOOTPRt -I 9255 I GRAPHIC SCALE +20 10 W 20 40 80 IIVFEE7� 10MC11- 20 FEET J' ,acre p sWg I I O O I � I I I I $ 0 zo w % I 45.20 A9RViT . 4 L•: Ej 8 �,.z _oma °Pz� 12.iT .y} 0?�w ■gig �gg�y�yff , g m 0 L� 100.00' - m 6 T i PA i p'�IA��AON1 -'Yaryg,, `J f_Y,p s�4e i i�v 1 U ON, jos t'f it �._ OF FIELD RECEIVED Copy OCT 2 7 tnp FPERMIT #: MIAMI SHORES VILLAGE AIROVED BY DATE i zornNG � .,�iIC� lFlUEM1r:T1 BECfA1GL PLUAWNG MECHAMOH BLDG. AND COIRIIY "El AND KGULATIO- AASREWATIONS u�r AE fiLIDmnN �l epvaV�m]. iG,I Aano �,NtN= •l1at� as wLAut��T (YV p =—I— :=A R- 117.5, �- I ZONING SKETCH scAGe -Acta -� 00 ra I. 6* see Auf�vNSAL]fa • • • • • • 0000 /cr_Af 0•SCRO f/GN." 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AEA59BnA68F�YTNFAADV LY 1MELGMSlOKtS I.aLwaa roaAEcrna�N1/ErtNLL;Arzaxxi'LrAGMaLDE roLNrr, aoaAra sAOwrvoKs/mEv 777 N.W. 72nd AVENUE SURE3025 MIAMI, FLORIDA 33126 TELEPHONE 1305) 262-0400 FAX (305) 262-0401 Joon +Jharra Anh Azzar.,3nr. LAND SURVEYORS NO. 81 r0 STATE OF SEAL N.E. 98TH. STREET PROPOSED SITE PLAN 6CALFL 1A7'�1'4Y FOR REFE ODYNOTT33 - Pima=OILTDNC C SANITARY UNE FOR RETAIL SPATE D OMNG 4'GREASE WASTE LINE FOR RETAIL SPACE D EMSDNG 4'SANITARY WE FON OOSIING POST OFFICE SPACE TIE- N TO EM'RNG. D EMSRNG RAIN WATER TO TO REM N. D EJOSDNG CATCH BAS! TO R"A"'D ETOSTING WATER MOTETS TO REMAIN. OOSDNG LOW P�AE LFT STATION. (INSTAUID BY MAW SHORES MLLkG . PS on -1365A D OOSDNG Y LOW PRESSINE TO SANTARY FORCE MAN. D EMSDNG RAN ER O WATER LEADER TO CLOSED DOOR. EAR PROP 7WAT.ER D DOSDNG 3/4• WATER SEANCE V£RFa COMBINE TWO 3/4' WATER _CES2' WATER UNE 2 NTH SHUTOFF VALVEDOSDNG 3/4 WATER SERVICE PROVI-OFF VALVE VERITY LDCATION.9 NEW HOSE EAITB CONNECTED TO OpSUNE ND1E: ALL EDSTNG SANNARY STE WORK PORTED UNDER A SEPARATE. ---ON N— (T) GREASE TRAP SAMPLING PORT SKALL BE ACCESSIBLE AT ALL RIES WITHOUT HAVING TO REMOVE ANY VEMCIE3 AND NIHOUT STANDING WATER ON GROW SURFACE NTH A MINMUM OF 36 INCHES HORIZONTAL CLEARANCE FROM ANY WALL. PARKED VDCCLLS CREATE TRAP S LOCATED IN A PA100NG AREA. m GREASE NTERCEPTO( SHALL BE ACCEME AT ALL TBFS SID AS TO ALLOW FLARE MAINTENANCE AND OFANNG NDIWT N•EDMENTS. C is LL JOB N0. 774)94 RPJ, Inc. rz - n m xo (amm.W rr. w f+a�q ND. I 49n S.W. 74N COURT uAMI. F(3 33155 rears (305) eefrr rAx (305) C - nPPI•n�. DBLEWMS-ARCHITECT GUI BESCVYkE BWG. STE>201-' NIAM. FL U136 ' T 305.456,7251• M'y6..'rSJhw • FP .. E• A, ✓��. • N S•g'•.9 No 395 * # �Q. g E •F1 •Cu: • DRV• V b (law • • MIAMI SHORES • MIMO.OENTRE so • PROJECTW1709 9801 NEMIAVE MWAM9 SHOM, PL 33133 OWNER STRUCTURAL MEP. ENG E R: . CONSULTING MSR S.W. 74 COURT MWMI, F.33155 T. 705.6682131 Cr,nL N E ' L ENGINEER.' LANDSCAPE ARCHITECT, REVISIONS DATE 1 DERM RENEW 02-22-18 COMMENT QBLDG. DEPT. 03-23-18 REN90N QDERM REVISION 04-28-18 ISSUE DATE NOV 8.2017 OWN MA APPRV RPJ PROPOSED SITE PLAN Bob: AS INDICATED ON PLANS Phew CONSTRUCTION DOCUMENTS Sheet Numb-: P-1.00 CAP FOR FUME USE. E70S1 NG 4' (100 4' 00 N) EXISRNG 4' (88 N) EXRTNC E95RNG GREASE I GPM) Tqt /I (100 CPM) WAYS) (2 WAYS) 4'(20 4' (3 FU) 4' (20 N) E asm ® E)OSTWG 4' (50 N) EX6TING (2 WAYS) ® �D NC 4' (20 N) EX6RIG WOG ENSNG 4' GREASE WASTE STING �(ID FU (2 WAYS) 4' (20 N) CAPPED FOR FUNRE USE DOSING EAMP NG SWPI➢1C PORT �� (WAYS) (TYP.) ®® G DISRNG C SANITARY UNE COOG DOG (2 WAYS) CAPPED FOR FUTURE USE (TYP-) EASBNG GREASE KTERCEPIOR DEW / /2 (100 GPM) a G� 4' (2D N,)J7/ (2 WAYS) DDSRNC 4' GREASE WASTE CWC CAPPED FOR FUME USE (2 WAIS) SANITARY/GREASE WASTE PIPING ISOMETRIC - NTS DOSING LOW PRESSURE FT STARM DOsnO r,RE FORCE ) 1 4 (E) DISMG SANTARY YANNOIE EIOSIRC 4' (20 N) 7 EXSMG COG ® (2 WAYS) EG NG 4'(10 N) COSTNG yyyyyy COOG <2 WAYS) EX6TINC C (10 N) EXISTING COOC (2 WAYS) M FOR REFERENCE ONLY JOB NO. 17-084 RPJ, Inc. a v n m w (mows+» .r. xn nry I I aen sw. 7- ORRT wi. FL STSS mc -NaA (AiAn+mn Fw! (]051 ®a-OIJI DBLEWIS-ARCHITECT WD1 BISCAYW BLVD. STE fR; MLAMl RT138- T305.458.72 M18358.fiu.,R'- • il�itdNetllwn • 0000•• 41 • •PENg1� eP• y\c NW 3 • 0 40: • $TA �p(aolTe • • • • 0000•• o MIAMI SHORES MIMQ f %I?TE •• • PROJECT#1700 W NE 2ND AVE MAM SNORES. PL 33133 OWNER STRUCTURAL E + F ENGINEER RPJM 4877 S.W. 74 COURT MM. R 33155 7.3059662131 CIVIL SOIL ENGINEER: LANDSCAPE ARCWTECT: REVISIONS DATE 1 DERM REWSION D4-28-18 ISSLIE DATE NOV 8.2017 DWN MA APPRV RPA dwrA SANITARYIGREASE WASTE PIPING ISOMETRIC k: AS INDICATED ON PLANS Ph—: CONSTRUCTION DOCUMENTS Sheet N—bw: P-2.01 • • • 0000•• 0000•• 0000• 0.0.00 .0 •0000• 0000•• BNL QUID WATER SOLENOID VALVE CONTROLLED W/NMER -1/2'CW PERFECT' OR APPROVED EQUAL dslRaullO! DOT: SIOUX CHEF SPUTTER OR EQUAL (2-4 04OM IOfT AS REOLa&DJ 1/2' TYPE 'K' NFT ;;"-,FLOORR PIPING 70 FLOOR IPIN FlNiSHL-D FLOOR 4t'/2'- TYPE 'K' COPPER BURIED WASTE PIPING REFER To RDOR PIAN FDR TYFI(JL S@3 (TYPICAL) TRAP PRIMER INSTALLATION DETAIL SCALE: syEcllxAnoNs 2rater:l00 GP Rdn Entl INOHubI 3. llGdd trPo r'! 2)5 Golaa 4. Alma-w.= me Mpa[Ry.1 Dld bs. 114].4 Golan) 5. MacsvYN/»dklwnr capodM. Ins Galore d. UTO wegM7.a�tpw�radadallocgoyv�e'e ex. 9. Semi rnokled poled I AM toc Isladaal 2 R.IssYkd-ed BWFln riow conal. 1 oryNptrora reretts mpkcrotam+v. S ecobdalliblt:S*�feAsltauo to C of W (:Ore11 maim -c hewosslo ank T VeM mr req.Led uhes toed code. 8. NamwtaoNhsralannce though doorways 9. �ssllddked�iwws aaNBsaW Mbl Almeoae rem"'Ahato kgiecf/dean lalpYsp. 10. Fa anl,Sbar or baled q,I car smaXsapeD.q_ 12 Ihae au6d oofiva faok,.&Cedpe1 wOh abtQllsees oubt T. DINUBDN HOW 1[QINOIOGY elbueat Roto ho Pdhs ttudallm�Inu eEmA�vdurwtlN,efmkbreNdenl wBhorA disturbirG tie, addyg pease oresbnenlbyx. Th.keh".1 . anoeA*v,haw too dNe aubr®hxr abwt =c b TAC B1e u- dokg aperaN co the ballon attic aufla Lusa oloasDA/rdlhieM whicha hes at Darenwm°mbree®prudN`erspovlped Ura a'�me WDaropiokge b. aeN13a xErncanoN GDDe eoQease mt�wcspr nwpel k Go-2'� snm be Wsstlme feedardmode In -OI semYms. hanhh s! naldetl Ihgn DerraOy PalyellNero.Inlrcepladw/0e huYdetl lar mow i hdav 0rade xettlohon, hlartepla dot Wes cesMNd to ASME 0.112143 (ype CI arM CSA B4BI.1, Wm bid ay,d� Hsersyse mDula flaw c ircl. bub4nhdc and lax asBar opyont hfertepror Aowmh dot be 100 GPM MefceDla penia mapocXy d,d be lA]d b. Cores Thal poVldewater/pasHlgrd mol tl have IaW*rem 20.00 m bad rspadN. -sated Cost kon Lova: 2ODM capsa 1.bP ppb ad �m Mx b adaaaq togas to Wade `ew `IN+aI/ound's aNl rlarwk�9at MC UPC DES C DWI FACE OF WALL CI.EAN-0IJi TEE CHROME PLATED BROFIIF WALL PLATE SOIL OR WASTE WALL EXiERIOR TWO-WAY CLEANOUT TYPICAL CLEANOUT DETAILS 8178. -THREADED CLEANOUT PLUG 4'11 -CLEANOUT CAP -> 6 INCH UIOBSTRUCTERED DEPTH 4'f h FARAN INST I ARON: 1 F MINIMUM - IIXm EWIPMENAT`NCE CAP OR STORED MAERIALS/ EGUIPMENYI 2 -MINIMUM 48 (JERTICAL CLEARANCE FROM ANY FlX.)) EQUIPMENT OR STORED MATEIYALS/ EQUIPMENT) GREASE SAMPLING PORT -DETAIL N.T.S. TOP VIEW 71Bdownpdn faanchadt. SECTION "A -A' DEL NUMBER: GB -250I :RlrION: TDO GPM POLYETHYLENE GREASE INTERCEPTOR (250 GAL LIQUID, 1071 POUNDS GREASE CAPACITY IL)MtIKII- VH,w rcg QUIET END VIEW 1. A ALL WORK SHALL BE DONE to anmdanm With ON Florida Bulking rade (2014) a,d With of ppla0e re#yotblu B CRAVINGS Rotor to N droshgs for cw*wtbn of the PI -64 oak. C. ARRANGE AND PAY Lor of permita, foeneee, Yapattim. .d taste. blah the raNlked crli8calm and pr -t to antes. 0. GUARANTEE The cssrPkhed btdbtlon NW be Nly gu-b.d agabd d.WU. mateskde Dot/a biprapr aarbnerWP Iw a hk.. of me year for mote w and khat. E ALLHDR20NTAL SANITARY PIPING 3' and forger Nal dope d 1/B hN pr fast mhknum, uym noted .0 -ba, per bot minknurR .Nese rated othoratx. AN plphg Y ad malt .bot Wqe at 1/4'h h pa Not .1oln . 2 SHOP DRAWINGS: Cmtrada Nd ahmR b appra..L dtNn 3D Ir .1 dW,hg cmhaci a mhknun d 8se capias d hey deeorlptM Illorabrt4 bN-ng but M IknOed to PTp 4 ast res A 7-bfermptaa No Work dal prao�d Wfthml the raps. d these sob Lada 3. RDMBNG FIXTURES: corrWete XFbly otlir-kdRl esko.l Aled3edxF�and h.tdlmanM with dk togeWppai viid .. rs9uFed 4. MATERIALS: A PIPING 4 SmNay, grebed dml. and VeM, ad Dorno SmHory pipe, PV Sclhai 40-1.did .aL No form p y ,.�y?� ad: - b. Damslk aotr. capper pip m pr AST/ BBB, T`ppgg C With cored pougblsaappr, Olth'gi TXp qts "inrEedtl q- Is -opldAe. Iodate Pig *r..-.r;w, stih inaldhg mylerbL ,we )-w R`Y T'�lmd . e Cmdmsara dokp DMC PVC, ea ,,qe d D-.dk mlr supply -MF Chao. fihh hbkg DIN a,* shirt IT aalsaa _..gej:y t, S PIPING TEST AND A tedad•� Ieoke pbkw m mei Ysod ad armnneele d to epdpr,mh and pgarWitg Pods B Gm ayet- shot be Seated o. pr FEC Fuel Om 2014 Section 408 and HFPA-54 Chapter 8 requkammh G DMhheUom AN d000ei Water plpkg Nd be dialnided by btrodwkg o aulutbn of a'a"' hpodAaR. of '.O yeah tees mIfon d dVaM. and as per AWWA Sta elarde. 6. VALVES D-atic Iota vols Nal be of brante body, "West ""'me *I'W tree . 7. CONTRAC7OR SHALL COORDINATE exact hoo ffl. of em6ay, et - Nd danmtk adr paha baht• dorthg or7 aak Notify d,N.at/Engkeer or any dedatb,a tray design &.499. B GEANQUTS A Wel Joann 58600 -RG B. Finished Floor .ban 57ODD-X-SO 9. HOSE BEM Shell be 3/4 Inch, rough bras caM4uctbn With shut oR ad. and ascan breokes. II CONTRACTOR to Ike prates! and sed d apmhwe d pWe pmebatbns Shu Ike Med Wdb and Wkg. YY hada and mssNode of are rethg Ndl be approved by the bcW pradwl omtrd apawl depahnmh ad shop be UL 1 -ed 11. PLUMBING CONTRACTOR SHALL mien ab -tad si-ang. prior m Nddbg to fully fornlbHxe hknadt DIN Protect 12 PLUMBING CONTRACTOR SHALL reit to HVAC dacha. fa d medmeah dWbuge plpbg layout. details and nofm PLUMBING SYMBOL LEGEND SYMBOL DESCRIPTION -GW- GREASE WASTE LINE -GW- EDISRNG GREASE WASTE INE Bar, Sushi Bar, Delimtessen, Stuck Bu, We 4eun Parlor, CdaarW Ino food pep), SANTARY LINE Frmssn Yrgurt, Hotel Sassari- Bar, rapine. Fut Food DrNei,, Greed, Indian, E10SIING SANITARY UE - YD47 LINE '(A) No Flahnre: '181 With Fbtware:. 9C) No Recess.:..-,. 'ID) WHh Flatware EXISTING VENT IDE DADS b./med' 0.00651Us/meal' ': 0.025 b./mein ' 0.0325 b./res.r COD WATER LLE d rmmusers- .-soni pPp Dry s M.) Paa,M-I Pa4P0ut Cyd. • Neededinlb.• EXISTING COLD WATER LINE -F- FILTERED WATER UNE 730 HOr WATER LINE •Mudd 6PM EXISTING NOT WATER LIN: Capadty okulabd above. .- �: INDIRECT MID SAFE WASE UNE -TW- TEMPERED WATER LIE (1101 F) CD- CONDENSATE LINE -CD- MSTM CON ERSATE LLE -DP- DRAIN PAN LIGE .. _ -G GAS LINE -G- EXISTING GAS LINE GAS INT -GFT VALVE - APPLIANCE REGULATOR - SGFNCID VALVE INTERIMS) W/ HOOD NPPRESON Sri1EM. DC GATE VALVE FLOOR PDCftT10N in WATER HAMMER AAfE.57Oi r- CHECK VALVE ---Do-i- H.B. Its BBB W/VAGAN WAGR d SHUT -GF VALVE 71E -IN TO EX1511ING PIPE ® SAMPLE PORT ® TWO WAYS CLEANOUT BFP BACIffLOW PREVFNTOR (E) EXISTING TO REMAIN MCO WALL CLEANOUT Vd VENT THRU ROOF COOG CIEANdn ON GLIDE ' Co aim OUT DRAIN SCHEDULE SYMBOL DESCRIPTION MFR. B MODEL TO iL00R DRAW JDSAM, 321gD-81 W/SEDMENT BUCKET AND TRAP PRMER Tenant #1 Restaurant (107 seats) Flow calculation uUllzing maximum flow capacity of pipe (Standard PDI -G 101 Chapter 8.3.1) Pipe diameter. 4' Maximum flow 114' slope :125.77 gpm Interceptor she: 5 gpm Proposed Interceptor flow capacity: 100 gpm Pump -Out Circle Production Values by Meal Type 'b. Grease Pmdr-lon 'Medium Grease Prod,oimo "High Grease Production 5esdwkh shop. T-usnra store, Fnash, Ca#x Hoasss. Plow, Grocaystore Iro hy.r) Cafeteria, F..IW Bassaurent, Italian, Soak Bar, Sushi Bar, Delimtessen, Stuck Bu, We 4eun Parlor, CdaarW Ino food pep), House, eakary/Donut Shop, Chlnesa, &I�aL Frmssn Yrgurt, Hotel Sassari- Bar, rapine. Fut Food DrNei,, Greed, Indian, Ma1mn, seafood. Fried O,kkm, Gro Readerldar tow Grease O,rtputFSE(w/hyer)• Stwelw/fryer), Barbecue' '(A) No Flahnre: '181 With Fbtware:. 9C) No Recess.:..-,. 'ID) WHh Flatware 'LEI No F-- 'IFI.. Rxwaw DADS b./med' 0.00651Us/meal' ': 0.025 b./mein ' 0.0325 b./res.r OJD3S IM./meY DDe55 no4oaaw d rmmusers- .-soni pPp Dry s M.) Paa,M-I Pa4P0ut Cyd. • Neededinlb.• 500 IsDORS 30 ::wPkbOqu a (as.) ParMnl Pmp4 Cyd. • NaadedM Wc' SRS 0.0455 30 730 vesSahler Grease lmerkeptmamaes Nr trues •Mudd 6PM 53resrBMY I-PNQase Cy. Capadty okulabd above. .- �: G0.)50 ]OD id 10 ASME Al1L143 CaUfleJ' • ' Tenant #3 Restaurant (116 seats) 'Fbw•talculatbn urfi' o rfli3xlmum flow Capacity of pipe (Standard PDI -G 101 Chapter 8.3.1) Pipe diameter. 4' , Maximum flow 114' slope :125.77 gpm Interceptor sizs�5 gpm Proposed interceptor flow capacity : 100 gpm Pump -out Cyde Production Values by Meal Type 'low Grose Production 'Medium Grasse Praductlon id, Grease Production sandwkh shop, d .nl.... Store, Fresh, CaR•a House, Plan, Grpery5tore (fn fryer) hreria, Family RratV.onM, Balla, Steak Bar, Sushi Bar, Deliratesse, Snack Bar, 1¢ Cream F. filetnla Irw food prep). ouse, Bakery/Donut Shop, Chinese, B�eL Mses, Fasten Yogvt, HSMI Breakfast Bar, Japuwe. Fast Food, DdVe-I, Greek, Inde, ode, Seafood, Fded Chicken, GFocary Residendal• tu- Grease Output FSE lw/rrverr (./fryer), Rwbenes' '(A) No Flatware 'IB) With Ratvnra: '(Q Ne, r-- 'IDI IANN Flat.are I '(E) No Fehvarw 'IFI WIN naeaves.: OJl(Fs bJrrreaP 0.0065 Ib.JmeM' DlIIS b./md' gi 3 weeeew o.035Iba./mml' 0.0455 d rmmusers- .-soni pPp Dry s M.) Paa,M-I Pa4P0ut Cyd. • Neededinlb.• 500 IsDORS 30 ]91 •Sts. sdMrenase krterte dvadlV GB -350 100 1-0 LOX ASMEA.11214J dNlflad' NOTES, DETAILS, SCHEDULES AND LEGENDS -PLUMBING FOR FITS EFERENC I 31.5 �f R JOB NO. 17-094 pea-mretN G,am Medd GPM FNandsy Iabrrepar X:nne dye' RPJ, Inc. mlod.tw.bow. 1n tJt x or n m xo (omesew) ei w fwtw) 74 SW. 0, 4177 NO COURT F 4977 R Nlaae (mel ase -11a1 Ac (soN W-pa1 E ONLY ee nPPA•a.••r DBLEWIS-ARCHITECT 6301 BISCAYNE BVD. ST€ VDI WY,Fl 33136 -- -- T305ASB7j52 - •M 738359.8832 ��.�Iilfy�rrY .��'\GENS •�y '. • No)V6 •• '' - :4 A E /yam LY ONN ENG``,. • • Y'Y'1 AFAR PEfiA A 11r13B5T MIAMI SHORES MIIWO• CENTRE • PROJECT #1708 9001 NE 2ND AVE MYWf SHORES, FL 33133 STRUCTURALOWNER N MEP - F ENGINEER JIs. 49]7 S.W. 74 COURT IEAAO, FL 33155 T. 305.6882131 SOIL ENGINEER: LANDSCAPE ARCHITECT: REVISIONS DATE ISSUEDATE_ NOV9,2017 TIM MA APRRV RPJ NOTES, DETAILS, SCHEDULES AND LEGENDS -PLUMBING Smile: AS INDICATED ON PLANS Phxe CONSTRUCTION DOCUMENTS s1aaL Nwnbr: P-3.01 WSD NFN CUSTOMER DMSION Reviewed by_ initial I1) N� Dater L, - �RIF V Required Nat Requh•d ORD. LETIER ti&85 Req(ared Req OTHERVF+?,Dfle�L ,I i L FINAL APPROVAL Di (1' RONMHNTAL L,SO S NAC�,tiML'N'f N M, 11FJY/�� SI __ p FOR REFEiRENCE ONLY D. !�v Y WSD NFN CUSTOMER DMSION Reviewed by_ initial I1) N� Dater L, - �RIF V Required Nat Requh•d ORD. LETIER ti&85 Req(ared Req OTHERVF+?,Dfle�L ,I i L FINAL APPROVAL Di (1' RONMHNTAL L,SO S NAC�,tiML'N'f N M, 11FJY/�� SI __ p FOR REFEiRENCE ONLY 0000.. .�.... •••••• . 0000.. 000.0• 01 , ••••.• 0000 09 0 to. 0000 • to•0• 0000•• • • • • 0000• • • ••••9• to so 0000•• • 0000.• • • • 00090• •• • •• • • • M IAM I•DADE - - ®�" MIAMI—DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.Qov/economy Miami Tech, Inc. 3611 NW 74 Street Miami, FL 33147 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). • This NOA shall not be valid after the expiration date stated below. The Mi*ti-Vade Cdlinty Product -6:6 Control Section (In Miami -Dade County) and/or the AHJ (in areas other than Miarru-Dade Corxo; reserve the right to have this product or material tested for quality assurance purposes. It this product or material • fails to perform in the accepted manner, the manufacturer will incur the expense of sjWD testing ind 4he AH3 • • • • may immediately revoke, modify, or suspend the use of such product or materiffl.vjtjitn theit jigdiction• • • RER reserves the right to revoke this acceptance, if it is determined by Miami.�de County.Product.%.' Control Section that this product or material fails to meet the requirements of the app g i�asble bur�dm1` code. ...... This product is approved as described herein, and has been designed to comply.** tVote Florida -Building •: . . . . ..... . Code, including the High Velocity Hurricane Zone. . • • �.. DESCRIPTION: Aluminum A/C Stand • • • • • • APPROVAL DOCUMENT: Drawing No. 15-2476, titled "Aluminum A/C Stand HVHZ 0;tRpliant", sheets 1 through 10 of 10, dated 01/10/2007, and last revised on 05/07/2016, prepared by Engineering Express, signed and sealed by Frank L. Bennardo, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number & expiration date by Miami -Dade County Product Control Section. MISSILE IMPACT ]RATING: None. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA# 15-0902.05 and consists of this page 1 and evidence pages E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Jorge M. Plasencia, P.E. =TY NOA No. 16-0601.01 Expiration Date: January 15, 2019 V "4 Approval Date: July 14, 2016 01�`'a�qaPage 1 Miami Tech, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. 15-2476, titled "Aluminum A/C Stand HVHZ Compliant', sheets 1 through 10 of 10, dated 01/10/2007, and last revised on 05/07/2016, prepared by Engineering Express, signed and sealed by Frank L. Bennardo, P.E. B. TESTS 1. Load Testing of Aluminum A/C Stand Post to Welded Baseplate, prepared by QC Metallurgical, Inc., QCM Job No. 15KM-958, dated 11/13/15, signed by Jerry laciofano (Voluntary Testing) (Submitted raider NOA No. 15-0902.05) C. CALCULATIONS 1. Engineering design calculations, prepared by Engineering Express, dates 05/25/A�andlast • • • • • revised on 06/23/16, signed and sealed by Frank L. Bernardo, P.E. """ ' ***go* 2. Engineering design calculations, prepared by Engineering Express, daj%409/21/Xan30signet • • • • and sealed by Frank L. Bernardo, P.E. • (Submitted under NOA No. 15-0902.05) • • • • • • • • • D. QUALITY ASSURANCE ' • • • • • 1. Miami Dade Department of Regulatory and Economic Resources (R-N�* ' E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letters dated 08/24/2015 indicating compliance to FBC 2014 (5th Edition) prepared by Engineering Express signed & sealed by Frank L. Bernardo, P.E. (Submitted tender NOA No. 15-0902.05) G. OTHER 1. Notice of Acceptance No. 15-0902.05, issued to Miami Tech, Inc., for their Aluminum A/C Stand, approved on 03/10/2016 and expiring on 01/15/2019. Jorge M. Plasencia, P.E. roduct Control Unit Supervisor NOA No. 16-0601.01 Expiration Date: January 15, 2019 Approval Date: July 14, 2016 E-1 ALUMINUM STANDS FOR MECHANICAL UNITS e SUPPORT ANGLE UTILIZED FOR UNIT S DEPTHS THAT ARE LESS THAN STAND DEPTHS. r SEE DETAILS 1A AND IB ON SHEET 10 FOR CONFIGURATION_ A/C UNIT DEPTH SUPPORT ANGLE— (SHALL BE GREATER THAN OR UTILIZED FOR UNITS (sESCHN 1 EQUAL TO MEAN UNIT HEIGHT) DEPTHS THAT ARE LESS * PROVIDE 2" MIN EMBEDMENT OFF — — SQUARE TUBING INTO q)SQUARE TUBI LU ON SHEET 10 FOR ! t CENTER 10" LONGSQUARE I A/C UNIT t7 p I ru TUBING ABOUT ADJACENT(g) ENDS STAND DEPTH (SEE DESIGN SCHEDULES ¢ o SQUARE TUBING LL &_ w (1) ! FOR A/C UNIT SIZES) ! N = I ! �aLn ! 20" OR 30" ADJUSTABLE SPREAD ! 9.12.7 STAND DEPTH 2: vw (SEE DESIGN SCHEDULE) U v Q 0 Ln Q F—F TOP OF ROOF - - FINISH �I) 5/16-18 THRUBOLT TO INTERLOCK SQUARE TUBING* ROOF HOST STRUCTURE — r.•i F- rh = Z V1 L'7 � zLU= F¢ptn � W v -- n. 4ANCHORS �- SUPPORT ANGLE— m PER PLATE UTILIZED FOR UNITS (sESCHN 1 ELEVATION TH7CKNE55 DEPTHS THAT ARE LESS FOR ANCHOR 1SCALE: THAN STAND DEPTHS. Ln SEE DETAILS 1A AND 1 B LU ON SHEET 10 FOR ¢ °p CONFIGURATION r.•i F- rh = Z V1 L'7 � zLU= F¢ptn � W v -- n. 4ANCHORS �- `�o} BASE PLATE 3" ASSUMEDQ m PER PLATE [ISTDiI ASSEMBLY ROOFING (sESCHN 1 ELEVATION TH7CKNE55 DHOE FOR ANCHOR 1SCALE: V=1' -V END ELEVATION SPECS) cU � TOP OF ROOF FINISH A/C UNIT DEPTH O BASE PLATE 3" ASSUMED (SHALL BE GREATER THAN OR o EQUAL TO MEAN UNIT HEIGHT) ELEVATION I FOR ANCHOR i r A/C UNIT cU � (SEE DESIGN SCHEDULES I = ¢ Z o ! FOR A/C UNIT SIZES) ! _ I aQ� ! 36" OR 42" ADJUSTABLE SPREAD I L9 STAND DEPTH w S L6 LULU i {SEE DESIGN SCHEDULE) i LL &_ w (1) AS NOTED IN '. L O BASE PLATE 3" ASSUMED 18" MAX —}—IS" MAX o 10 ELEVATION o SCHEDULE FOR ANCHOR i SCALE: 1'=1'-0" END ELEVATION SPECS) 1 to 2 (( 2 t rt RANK 4,�nL NA W = N U03 I LO" TYP. tZ m rp^ tNn DESIGN PRESSURES: LL &_ w (1) AS NOTED IN '. 5/16 -18TH RU BOLT TO = 13 CD m DESIGN SCHEDULES �_{� '. 47n INTERLOCK SQUARE p Ln w Lu 3 TUBING EACH SIDE* Q 0 Ln - _/—ROOF HOST STRUCTURE a LL DESIGN PRESSURES CALCULATED FOR USE WITH THIS SYSTEM - /� • - _LL1 4 ANCHORS v O BASE PLATE 3" ASSUMED PER PLATE ti H W AS S E M B LY LROTHICOFING (SEKNESS SCHEDUL ELEVATION o SCHEDULE FOR ANCHOR i SCALE: 1'=1'-0" END ELEVATION SPECS) 1 JA UTILIZE NEXT -HIGHEST STAND HEIGHT FOR o LARGER ROO F THICKN ESS. FOR R00 FING M WITHOUT INSULATION OMIT 3" THICKNESS AND v UTILIZE CLEAR HEIGHT FROM FINISHED FLOOR. }-36 OR 40" A/C UNIT DEPTH —4 -SMALLEST v In OR VALUES IN A/C UNIT DEPTH-, N TING TABLES R Y MAX UNIT ZERIFIED BY 36"D x 40"W x 54"H A/C UNIT E _(SEE "CUSTOM ASSEMBLY" U,TYP. DESIGN SCHEDULE, ON SHEET ¢ LU_ 0 8, FOR CONFIGURATION LIMITATIONS) `r} PRODUCT REVISED c r as complying g Godewith the Florida Z i i 1 NOA-No, 16-0601.01 U ao _r Expiration ate 01/15/2019 ¢ m 1 2 N G 9 J BY Tm Mi mi -D roduct Control mUrrj =Z� U m LL Ln THRUBOLT TO p 0 Lu Ird INTERLOCK SQUARE Z W Ln LL a m On) TUBING* < REF. TOP OF F¢ -ROOF HOSwCONFIGURATIONROOF U _—STRit TRF _--- -- a SSUMEDOA DETAILS FINISH I I �/ THICKNESS 4 4 ANCHORS) STAND WIDTH & EG PACNGPER p DETAILSCONFIGU \ , I -<9) BASE PLATE NPER PLATE I"CUSTOM" ASSEMBLY (SEE ANCHOR 3 ELEVATION o SCHEDULE FOR ANCHORj SCALE: 1^=1'-0" END ELEVATION SPECS) 1 �A/C UNIT WIDTH c(P� � u5f � 6 .isi.ttiti; 2{Fr �� .•'`.�..,t ..ryas- fes/ RANK 4,�nL NA # PED046S49' MAXIMUM ALLOWABLE DESIGN PRESSURES: �3?i AS NOTED IN '. VALID FO (i L bWY NALE(N L DESIGN SCHEDULES �_{� '. 47n S°� • - DESIGN NOTES: r` _ �' ••••• DESIGN PRESSURES CALCULATED FOR USE WITH THIS SYSTEM I- M • - SHALL BE DETERMINED SEPARATELY ON A JOB -SPECIFIC BASIS IN U J dui m • • • • - ACCORDANCE WITH THE GOVERNING CODE USING ASD METHODOLOGY. SITE-SPECIFIC PRESSURE REQUIREMENTS AS Ul z a DETERMINED IN ACCORDANCE WITH ASCE 7-10 AND CHAPTER 16 7. Q u • OF THE FLORIDA BUILDING CODE FIFTH EDITION (2014) SHALL OR EQUAL TO THE LATERAL AND UPLIFT DESIGNeL9 Fd � Q � :1,x • , BE LESS THAN LISTED HEREIN FOR ANY ASSEMBLY Q o W W eotcog z 0 PRESSURE CAPACITY VALUES AS SHOWN. p q ••••• GENERAL NOTES a- 'tfwil �,N�Z •• (� ap � •••••• ' 1. THIS SYSTEM HAS BEEN DESIGNED AND SHALL- BE FABRICATED IN WN 6-H. H. • • • • • o • ACCORDANCE WITH THE STRUCTURAL PROVISIONS OF THE FLORIDA • 0 LU 14 e e BUILDING CODE FIFTH EDITION (2014). HCI • • • • • • 2. MAXIMUM DIMENSIONS AND WEIGHT OF A/C UNIT SHALL CONFORM • • TO SPECIFICATIONS STATED HEREIN, MINIMUM 75LB OR MAXIMUM AS LISTED HEREIN. 3. THE ARCHITECT/ENGINEER OF RECORD FOR THE PROJECT SUPERSTRUCTURE WITH WHICH THIS DESIGN IS USED SHALL BE RESPONSIBLE FOR THE INTEGRITY OF ALL SUPPORTING SURFACES TO THIS DESIGN WHICH SHALL BE COORDINATED BY THE PERMITTING N CONTRACTOR. •' 4. REACTION FORCES LISTED FOR USE WITH HOST STRUCTURE 1O U VERIFICATION ARE CALCULATED USING ASD METHODOLOGY. DESIGN PROFESSIONAL OF RECORD TO VERIFY APPLICABILITY AND/OR t° ADDITIONAL FACTORS FOR USE WITH HOST STRUCTURE VERIFICATION. H in 0 5. ALL FASTENERS TO BE #10 OR GREATER SAE GRADE 5, UNLESS w n M ZF F NOTED OTHERWISE, CADMIUM PLATED OR OTHERWISE CORROSION � = F 4 '� X N RESISTANT MATERIAL AND SHALL COMPLY WITH 3.3.4, SPECIFICATIONS ID U t+- U a ' FOR ALUM. STRUCTURES -SECTION 1, THE ALUMINUM ASSOCIATION,INC., ¢ & APPLICABLE FEDERAL,STATE, AND LOCAL CODES. PROVIDE (5) PITCHES LU d~- Le N n p MIN PAST THREAD PLANE. �— -' n U 6. ALL EXTRUDED MEMBERS SHALL BE ALUMINUM ALLOY TYPE 6061-T6 Q M .=2, = OR 6005-T5. 7. ALL 22GA DEFORMED STEEL STRAPS USED FOR UNIT TIE -DOWNS " 2:W E > p = SHALL BE ASTM A36 MIN. STEEL FABRICATION OF STEEL STRAPS SHALL ¢ rwi o 4 BE BY STRAP MANUFACTURER ONLY. H v 8. ALL EXISTING C014CRETE SUBSTRATE SHALL HAVE MINIMUM Pc CC COMPRESSIVE STRENGTH OF 3000 PSI AS VERIFIED BY OTHERS. 9. ALUMINUM WELDING SHALL BE PERFORMED IN ACCORDANCE WITH 0 1. FBC SECTION 2003.8.1.4 WITH WELD FILLER ALLOYS MEETING ANSI/AWS a A5,10 STANDARDS TO ACHIEVE ULTIMATE DESIGN STRENGTH IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL, TABLE 3.2.1. _ SUGGESTED WELD FILLER: 5356 ELECTRODES, ALL ALUMINUM CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE TOLERANCES, QUALITY AND METHODS OF CONSTRUCTION AS SET FORTH IN FBC SECTION 2003.2 AND THE AMERICAN WELDING SOCIETY'S STRUCTURAL w '2- tomoomr:n � WELDING CODE -ALUMINUM (D1.2) MINIMUM WELD IS 3'g' THROAT FULL p o m �- PERIMETER FILLET WELD UNLESS OTHERWISE NOTED. 10- THE CONTRACTOR IS RESPONSIBLE TO INSULATE MEMBERS FROM y m m mb6 DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. r N X51 11. ELECTRICAL GROUND, WHEN REQUIRED, TO BE DESIGNED & _ z 8a5& c i INSTALLED BY OTHERS. ALL MECHANICAL SPECIFICATIONS (CLEAR ❑ Y Y F ; ; U U 3 E SPACE, TONNAGE, ETC.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE HE b t2 _ CONTRACTOR. m 2`g 12. ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL DESIGN Q <-g AS SHOWN ONLY. USE OF THIS SPECIFICATION BY CONTRACTOR, et. al, o = f 8€yQPH z INDEMNIFIES &SAVES HARMLESS THIS ENGINEER FOR ALL COST & Y w a wa v { 4 �• DAMAGES INCLUDING LEGAL FEES & APPELLATE FEES RESULTING FROM ¢ w w os a o MATERIAL FABRICATION, SYSTEM ERECTION, CONSTRUCTION PRACTICES W F g o BEYOND THAT WHICH IS CALLED FOR BY LOCAL., STATE, & FEDERAL ? z > > r CDPYWGHT ENGINEERNG EXPFC38 CODES &FROM DEVIATIONS OF 7HI5 PLAN. 13. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT 15-2476 PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED HEREIN, A LICENSED SCALE: NTS - ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC PAGE DESCRIPTION- DOCUMENTS FOR USE IN CONJUNCTION WITH THIS DOCUMENT. COVERSHEET 14. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL I CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. 15. AC STANDS SHALL LABELED PER MIAMI-DADE REQUIREMENTS FOR 9 i NON -MANDATORY PRODUCT APPROVALS IN ACCORDANCE WITH THE s FLORIDA BUILDING CODE. N a a 0 STAND COMPONENTS t 2.000" ---� 2.464"l �--1.750" ---4 0.094" T 0.094r 0.125" o - o -uoi o � N ri 0.125" CROSSMEMSER CROSSMEMBER 0.555"INNER TUBING X0.180" Q6Q"= 1'-a" 6"=1'-0" RAIL U -BEAM) ti Fii£1, ��•.r�� '4 NKCY I�RDO, P.E. 6" TYP - U 0.165 `T!; ;; 41/2"TYP. �r ,tl I O 0 r : VALID F17R (1 [3>s}JNLY T" ®NLY W/OAISMALINGINEER SEAL 0.750" T, 1/4�t I " IYP. o (SEE SCHED) THICK I.O ySf Shp • • N TYP. I J TI4GHTEN TO 20 SS BdLT .L. ��,T�% L t �•fo M Q o • • • • • • • REFUSAL o. 5 3.00 SEE DETAIL I.B/30 _ �•p • • 8.156" AL0.188" S DD' SEE DETAIL 1!i 10� t q ufLT W • • • POST � 'i ��N w .•••.. i= M 1 O h k 0.156 1 4 I "L,. 0 0 g� u mLDa �• 0••••0 0.250" 1.500" 0.250" (SEE SCHED) TFL s a 3/4" TYP• 3/4" TYR TUBE AT rrin� Q w a • • 00000 2.000"— SUPPORT CENTER OF u cz m $ Z Z F • • • • • • C -CHANNEL ANGLE _ BASEPLATE PLATE (SEE 6 N D m ffi • - 3 5 NTS DETAIL 3/10) *4 w Q, z • • • • • � LL • • to A-16 • •••••i W a•• • • O ili W • N0 •••••4 MEAN UNIT HEIGHT & MAX FACE AREA CALCULATION DIRECTIVE. MAXIMUM FTHIS `ACEAREA OFVE SHALLBANY MULTIPLUSED TOEUNIT CON FIGURATIONLCULATE THE MEAN �HEIGHT& EXAMPLE CONFIGURATIONS: 2 UNITS:2 FRAME CONFIGURATION �--- W1 --� t--- wz � UT{HixWl)tACH2xWNIT 2) z L 1 450# 6' MAX RAIL MAX SPAN 3 UNITS. -3 FRAME CONFIGURATION -W2- W1� I AC UNIT W3-� AC UNIT = (H2xW2)AC UNIT (H1xW1) (H3xW3) 450# MAX -_ 6' MAX RAIL SPAN 4 UNITS:4 FRAME CONFIGURATION 7- f--W2-t �W3 W4 14 = AC UNIT (H1xW1) z AC UNIT (H3xW3) =[6]�H2 UNITxW2} xW4) 16" MAX HEIGHT DIFFERENCE* ----------- HEIGHTAC UNIT II -- (F lxN } } Ac UNIT (H2YV/2) , 1 -'6-MAIC RAIU -- �- 16" MAX 16" MAX HEIGHT HEIGHT DIFFERENCE* DIFFERENCE* MEAN -UN -IT _ [----_- ------- HEIGHT _ _ _ TACUNiF; -- - (H2xW2) AC UNIT AC UNIT ! I (HW1) (H:c1h'3j 3 .,`,.. ___.... ......... j�. .... ply V MAX RAIL SPAN 16" MAX 16" MAX 16' MAX HEIGHT r HEIGHT HEIGHT DIFFERENCE*I DIFFERENCE* DIFFERENCE* MEAN Uty}7_AC -----+---- ------ HE UPlT T I I T T . ..... _ _ .. {HIx1^rl)i ' AC 019IT I xAI-UNIT I AC UNIT (H2):w2) I (H3Y.W3) I (H4xW4) i ;) { h 450# 6' MAX RAIL 11 6' MAX RAIL MAX SPAN SPAN NOTE: THE NUMBER OF UNITS PER STAND CONFIGURATION MAY BE *MAXIMUM ALLOWABLE HEIGHT UNLIMITED PROVIDED THAT MULTIPLE UNITS CONFORM TO THE DIFFERENCE BETWEEN ANY UNITS IN A MAN UNIT HEIGHT & MAXIMUM UNIT FACE AREA RESTRICTIONS MULTIPLE UNIT CONFIGURATION IS UTILIZED IN THE DESIGN SCHEDULES. RESTRICTED TO 16" MAX. FORMULAS USED FOR DETERMINING MEAN UNIT HEIGHT & MAXIMUM UNIT 1. CALCULATE THE MEAN UNIT HEIGHT BY THE FOLLOWING EQUATION: • TWO UNITS: H12H2 PRODUCT REVISED as comp)ying with the Florida tji+H2+H3 • THREE UNITS: 3 Building Code 16-0601.01 NOA-No. • FOUR UNITS: �+H24 Expiration Date 01/1512019 • "n" UNITS: HI+H2±fH By Mia f D roduc! Control 2. CALCULATE THE MAXIMUM UNIT FACE AREA BY THE FOLLOWING EQUATION: • TWO UNITS: (HixWl)+(H2xW2) • THREE UNITS: (HixWl)+(H2xW2)+(H3xW3) • FOUR UNITS: (HIxWi)+(H2xW2)+(H3xW3)+(H4xW4) • "n" UNITS: (H1xWl)+...(HnxWn) r---•-- --------------------------------- EXAMPLE SCENARIO: I 1 CONSIDER A FOUR UNIT CONFIGURATION WITH THE DIMENSIONS AS SHOWN BELOW. 2. CALCULATE THE MEAN UNIT HEIGHT. I� • FOUR UNITS. t[I+H2+ 3+H4 = 2D"+29"422"+25" =174- MEAN UNIT HEIGHTI I I 3, CALCULATE THE MAXIMUM FACE AREA. ( • FOUR UNITS: I (HIXWI)+(H2xW2)+(H3xW3)+(H4xW4) _ (20"X21")+(29"x25")+(22"x22")+(25"x27') I I �I a 2304 In' I� I II I i AT= AR2304 in A2) -25"2Z" f-27" 24" MEANITEAN UNII - -NIT HEIGHT UidIT LtNlT (29'X2S ry L!P;IT ILK'xi?") l l it I �I I Ak N S y§ O U m F w sC- B W y "U, w� W p •�. K id ®d w COPYRIGHT ENGINEERING EXPRES 15-247-66 SCALE: NTS PAGE DESCRIPTION: COVERSHEET 5 0 n N N 'ISTD" STAND DESIGN S 'YA" MTN!TMIIM STANn nFPTFl1 MAX FACE AREA (2880in3 - 8820In=). FRAME OUANTITY (5-8 FRAMES) U LES & STAND DIRECTIVE EXAMPLE `AAD TRANSFER INFORMATION FOR USE WITH STRUCTURE VERIFICATION ONLY LOAD TRANSFER INFORMATION FOR USE WITH HOST STRUCTURE VERIFICATION ONLY Lfj-' M.L NIMLI M ,IAFXU GCM`rI: P'IMJL FML. ARCH iLJV-J - - -f1 - `C"' - %1 , "/ CONFIGURATION HAS BEEN WORKED OUT IN THE EXAMPLE SCENARIO. (MEAN UNIT HEIGHT = 24 in) - SEE SHEET 2, CALCULATION DIRECTIVE STEP #2 FOR METHOD OF CALCULATING THE MAXIMUM TOTAL UNIT FACE AREA. FOR CLARIFICATION, THIS COMPARE VALUES FROM STEP #6 TO THE SEPARA7F SITE SPECIFIC REQUIRED DESIGN WIND PRESSURE PROVIDED BY A LICENSED 7 UNIT TO FRAME RATIO DETERMINE THE MAXIMUM FACE AREA FOR THE GIVEN CONFIGURATION CONFIGURATION HAS BEEN WORKED OUT IN THE EXAMPLE SCENARIO. (MAXIMUM UNIT FACE AREA = 2304 Int) 3 LOCATE DESIGN SCHEDULE THAT APPLIES TO THE GIVEN CONFIGURATION SEE SHEET 3 FOR THE 20" STAND DEPTH WITH A MAXIMUM FACE AREA OF 2304 Ln2. LLMMlJL FOR A 2304 in} MAX TOTAL UNIT FACE AREA ON A 30" STAND HEIGHT WITH (4) SUPPORTING FRAMES, THE ALLOWABLE WIND LOADS ARE AS FOLLOWS 4 DETERMINE THE MAXIMUM ALLOWABLE LATERAL & UPLIFT WIND LOADS • ALLOWABLE LATERAL WIND LOAD: 104.0 PSF (FROM TABLE ABOVE) • ALLOWABLE UPLIFT WIND LOAD: 52.2 PSF • UTILIZE ANCHOR TYPES FROM DESIGN SCHEDULE ASSOCIATED WITH THE ALLOWABLE WIND VALUES DETERMINED IN STEP 4. FOR THE TABLE 5 MAX FACE AREA. 8 FRAMES LISTING, ANCHOR TYPES 2 & 3 MAY BE APPLIED. FOR THIS EXAMPLE UTILIZE ANCHOR TYPE 2 FOR CONCRETE HOST STRUCTURE TYPE. INSTALL .• MAX FACE AREA: 7 FRAMES UNIT TO FRAME RATIO MAX FACE AREA: 6 FRAMES W MAX FACE AREA: 5 FRAMES W &••• • O W W • AD a •rH • • • • • STAND MAX MEAN MAX FACE ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: I OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 MAX. BASE M AX. BASE MAX. BASE MAX. BASE [3 FAR HEIGHT AREA MAX ALLOWABLE MAX MAX ALLOWABLE MAX MAX ALLDWA13LE MAX MAX Al IAWABLE MAX MAX ALLOWABLE MAX MAX ALLOWABLE MAX MAX ALLOWABLE MAX ALLOWABLE MAX ALLOWABLE MAX ALLOWABLE MOMENT (M) SHEAR (V) UPLIFT (T) GRAVITY (C) HEIGHT HEIGHT ALLOWABLE MAX ALLOWABLE LATERAL LOAD ALLOWABLE LATERAL LOAD ALLOWABLE LATERAL LOAD ALLOWABLE LATERAL LOAD ALLOWABLE LATERAL LOAD MOMENT (M) LATERAL LOAD UPLIFT (T) GRAVITY (C) HEIGHT HEIGE� MAX ALLOWABLE MAX MAX ALLOWABLE LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT ALLOWABLE UPLIFT ALLOWABLE UPLIFT ALLOWABLE UPLIFT ALLOWABLE UPLIFT ALLOWABLE UPLIFT UPLIFT 18 " 24 " 2880 In- 200.0 P5F 200.0 PSF 167.0 PSF 100.0 PSF 100.0 PSF 83.5 PSF 200.0 PSF 200.0 PSF 167.0 PSF lOO.D PST 100.0 PSF 63.5 PSF 200.0 PSF 190.5 PSF 146.1 PSF 100.0 PSF 9S.2 PSF 73.0 PSF 200.0 PSF 190.5 PSF 146.1 PSF 100.0 PSF 95.2 PSF 73.0 PSF 200.0 PSF 163.3 PSF 125.3 PSF 100.0 PSF 81.6 PSF 62.6 PSF 200.0 PSF 163.3 PSF 125.3 PSF 100.0 PSF 91.6 PSF 62.6 PSF 193.8 PSF 136.1 PSF 104.4 PSF 96.9 PSF 68.0 PSF 52.2 PSF 191.1 PSF 136,1 PSF 104.4 PS 95.5 PSF 68.0 PSF 52.2 PSF 364.90 LB -FT 327.80 LB -FT 305.60 LB -FT 387.6 LB 2722 LB 208.8 LB 1450.6 LB 118L6 LB 1030.2 LB 1298.0 LB 1114.9 LB 1012.1 LB 24 •' 30 " 181, 30 ^ 4500 In- 149.7 PSF 139.3 PSF 106.9 PSF 74.8 PSF 69.6 PSF 53.4 PSF 149.7 PSF 139.3 PSF 106.9 PSF 74.8 PSF 69.6 PSF 53.4 PSF 149.7 PSF 121.9 PSF 93.5 PSF 74.8 PSF 609 PSF 46.7 PSF 149.7 PSF 121.9 PSF 93.5 PSF 74.8 PSF 60.9 PSF 46.7 PSF 148.8 PSF 104.5 PSF 8D.2 PSF 74.4 PSF 52.2 PSF 40.1 PSF 143.2 PSF 104.5 PSF 80.2 PSF 71.6 PSF 52.2 PSF 40.1 PSF 124.0 PSF 87.1 PSF 66.8 PSF 62-0 PSF 43.5 PSF 33.4 PSF 119.4 PSF 87.1 PSF 66.6 PSF 59.7 PSF 43.5 PSF 33.4 PSF 364.90 LB -FT 327.80 L8 -FT 1305.60 LB -FT 3876 LS 2722 L8 208.9 LB 1570.7 LB 12653 LB 1092.8 LB 1414.3 LB 1196.6 LB 1074.8 LE 24" 301. 18 " 36" 6490 int 94.1 114.8 PSF 94.1 96.7 PSF 74.2 PSF 57.4 PSF 48.3 PSF 37.1 PSF 94.1 (114.81 PSF 94.1 96.7 PSF 74.2 PSF 57.4 PSF 48.3 PSF 37.1 PSF 94.1 114.9 PSF BCS PSF 64.9 PSF S7.4 PSF 423 PSF 32.4 PSF 94,1 113.2 PSF 84.6 PSF 64,9 PSF 56,6 PSF 42.3 PSF 32.4 PSF 94.1 103.3 PSF 72.5 PSF 55.6 PSF 51.6 PSF 3612 PSF 27.8 PSF 94-1 97.1 PSF 72.5 PSF 55.6 PSF 48.5 PSF 362 PSF 27.8 PSF 86.1 PSF 60.4 PSF 46.4 PSF 43.0 PSF 30.2 PSF 23.2 PSF 81.0 PSF 60.4 PSF 46A PSF 40.5 PSF 30.2 PSF 23.2 PSF 364.90 LB -FT 327.80 LB -FT 305.60 LB -FT 387.5 LB 272.2 LB 208.8 LB 1687.0 LB 1346.9 LB 3155.5 LB 1530.6 LB 12782 L8 1137.5 lB 24 " 30 " 1H " 42" 88201rt2 63.1 82.3 PSF 63.1 71.1 PSF 54.5 PSF 41.1 PSF 35.5 PSF 27.2 PSF 63.1 2.3 PSF 63.1 711 p5F 54.5 PSF 41.1 PSF 35.5 PSF 27.2 PSF 63.1 82.3 PSF 62.2 FSF 47.7 PSF 41.1 PSF 31.1 PSF 23.8 PSF 63,1 1. P F 62.2 PSF 47.7 PSF 40-6 PSF 31.1 PSF 23.8 PSF 63.1 75.9 PSF 53.3 PSF 40.9 PSF 37.9 PSF 26.6 PSF 20.4 PSF 63.1 69.7 PSF 53.3 PSF 40.9 PSF 34.8 PSF 26.6 PSF 20.4 PSF 63.3 63.2 PSF 44.4 PSF 34.0 PSF 31,6 PSF 22.2 PSF 17.0 PSF 58.1 PSF 44,4 PSF 34.0 PSF 29.0 PSF 27-2 PSF 17.0 PSF 364.90 LB-Fi 327,80 U3 -FT 305.60 L8 -FT 387.6 LB 272.2 LB 208,8 LB 1803.3 LB 142B.6 LB 1218-1 LB 1646.9 LB 1359.9 LB 1200.1 LB 24" 3D " LOAD TRANSFER INFORMATION FOR USE WITH HOST STRUCTURE VERIFICATION ONLY Lfj-' M.L NIMLI M ,IAFXU GCM`rI: P'IMJL FML. ARCH iLJV-J - - -f1 - `C"' - %1 , "/ CONFIGURATION HAS BEEN WORKED OUT IN THE EXAMPLE SCENARIO. (MEAN UNIT HEIGHT = 24 in) - SEE SHEET 2, CALCULATION DIRECTIVE STEP #2 FOR METHOD OF CALCULATING THE MAXIMUM TOTAL UNIT FACE AREA. FOR CLARIFICATION, THIS COMPARE VALUES FROM STEP #6 TO THE SEPARA7F SITE SPECIFIC REQUIRED DESIGN WIND PRESSURE PROVIDED BY A LICENSED 7 2 DETERMINE THE MAXIMUM FACE AREA FOR THE GIVEN CONFIGURATION CONFIGURATION HAS BEEN WORKED OUT IN THE EXAMPLE SCENARIO. (MAXIMUM UNIT FACE AREA = 2304 Int) 3 LOCATE DESIGN SCHEDULE THAT APPLIES TO THE GIVEN CONFIGURATION SEE SHEET 3 FOR THE 20" STAND DEPTH WITH A MAXIMUM FACE AREA OF 2304 Ln2. LLMMlJL FOR A 2304 in} MAX TOTAL UNIT FACE AREA ON A 30" STAND HEIGHT WITH (4) SUPPORTING FRAMES, THE ALLOWABLE WIND LOADS ARE AS FOLLOWS 4 DETERMINE THE MAXIMUM ALLOWABLE LATERAL & UPLIFT WIND LOADS • ALLOWABLE LATERAL WIND LOAD: 104.0 PSF (FROM TABLE ABOVE) • ALLOWABLE UPLIFT WIND LOAD: 52.2 PSF • UTILIZE ANCHOR TYPES FROM DESIGN SCHEDULE ASSOCIATED WITH THE ALLOWABLE WIND VALUES DETERMINED IN STEP 4. FOR THE TABLE 5 INSTALL STAND PER PERMISSIBLE ANCHOR TYPES AND VERIFY HOST STRUCTURE TYPE LISTING, ANCHOR TYPES 2 & 3 MAY BE APPLIED. FOR THIS EXAMPLE UTILIZE ANCHOR TYPE 2 FOR CONCRETE HOST STRUCTURE TYPE. INSTALL .• W 1•L) •._j UNIT TO FRAME RATIO W W &••• • O W W • AD a •rH • • • • • MAX FACE AREA: 7 FRAMES MAX FACE AREA : 6 FRAMES MAX FACE AREA! 5 FRAMES MAX FACE AREA: 4 FRAMES STAND MAX MEAN MAX FACE ANCHOR TYPES 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 MAX. BASE MAX. BASE MAX. BASE MAX. BASE CLEAR UNIT AREA MAX MAX MAX MAX MAX MAX MOMENT (M) SHEAR (L7 UPLIFT (T) GRAVITY (C) HEIGHT HEIGE� MAX ALLOWABLE MAX MAX ALLOWABLE MAX MAX ALLOWABLE MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE ALLOWABLE LATERAL LOAD ALLOWABLE UPLIFT NERAL [AAD ALLOWABLE UPLIFT LATERAL LOAD ALLOWABLE UPLIFT NERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT 18 " 24 " 2304 ins 200.0 PSF 200.0 PSF 100.0 P5F 100.0 PSF 200.0 PSF 200.0 PSF 100.0 PSF 100.0 PSF 20D.0 PSF 200.0 PSF 100.0 PSF 100.0 PSF 200.0 PSF 200.0 PSF 100.0 PSF 10D.0 PSF 200.0 PSF 170.1 PSF 100.0 PSF 85.0 PSF 200.0 PSF 170.1 PSF 100.0 PSF 85.0 PSF 193.8 PSF 136.1 PSF 96.9 PSF 68.0 PSF 191.1 PSF 136.1 PSF 95.5 PSF 68.0 PSF 364.90 LB -FT 327.80 LB -FT 387.619 2722 LB 1450.6 L9 1179.7 LB 1298.0 LB 2114.9 LB 24.1 30 " 182.7 PSF 91.3 PSF 182.7 PSF 91.3 PSF 155.6 PSF 7813 PSF 156.6 PSF 78.3 P5F 130.5 PSF 65.2 PSF 130.5 PSF 65.2 PSF 104.4 PSF 52.2 PSF 104.4 PSF 52.2 PSF 305.60 L8 -FT 208.618 1031.4 LB 10121 LB 18 " 301, 3600 Ing 149.7 PSF 149.7 PSF 116.9 PSF 74.8 PSF 74.8 PSF 58.4 PSF 149.7 PSF 149.7 PSF 116.9 PSF 74.8 PSF 74.8 PSF 58.4 PSF 149.7 PSF 330.6 PSF 100.2 PSF 74.8 PSF 65.3 PSF 50.3 PSF 149.7 PSF 130.6 PSF 100.2 PSF 74.8 PSF 65.3 PSF 50.1 PSF 149.7 PSF 106.8 PSF 83.5 PSF 74.8 PSF 54.4 PSF 41.7 PSF 149.1 PSF 108.8 PSF 83.5 PSF 74.5 PSF 54.4 PSF 41.7 PSF 124.0 PSF 8711 PSF 66.6 PSF 62.0 PSF 43.5 PSF 33.4 PSF 119.4 PSF 87.1 PSP 65.9 PSF 59.7 PSF 435 PSF 33.4 PSF 364.90 LB -FT 327.80 LB -FT 305.60 LB -FT 387.6 LB 272.2 LB 208.8 L8 1567,0 LB 1264.3 LB 1094.0 LB 1414.3 L8 119616 LB 1074.8 LB 24 " 30.1 18 " 36 " 5184 In- 94.1 114.8 PSF 94.1 105.8 PSF 81.2 PSF 57.4 PSF 52.9 PSF 40.6 PSF 94.1 114.8 PSF 94.1 105.8 PSF 8L.2 PSF 57.4 PSF 5219 PSF 40.6 PSF 94.1 114.8 PSF 90.7 PSF 69.6 PSF 57.4 PSF 45.3 PSF 34.8 PSF 94.1 114.8 PSF 90.7 PSF 69.6 PSF 57.4 PSF 45.3 PSF 34.B PSF 9411 107.6 PSF 75.6 PSF 58.0 PSF 53.8 PSF 37.8 PSF 2910 PSF 01.1 PSF 75.6 PSF 58.0 PSF 50.5 PSF 37.8 PSF 29.0 PSF 86.1 PSF 6014 PSF 46.4 PSF 43.0 PSF 30.2 PSF 23.2 PSF 81.0 PSF 60.4 PSF 46.4 PSF 40.5 PSF 30.2 PSF 23.2 PSF 364.90 LB -FT 327.80 LB -FT 305.60 LB -FT 387.6 LB 272.2 LB 208.8 LB 1687.8 l8 1348.1 LB 1156.7 LB 1530.6 LB 1278.2 LS 1137.5 LB 24- 3D " 18 " 42" 70561n2 .1 82. PSF 63.1 7.7 PSF S9.6 PSF 41.1 PSF 38.8 PSF 29.8 PSF 63.1 82.3 PSF 63.1 77.7 PSF 59.6 PSF 41.1 PSF 38.8 PSF 29,8 p5F 6311 82,3 PSF 63.1 66.6 PSF SLA PSF 4111 PSF 33.3 PSF 25.5 PSF 63.1 82.3 PSF 63.1 6615 PSF 51.1 PSF 41.1 PSF 333 PSF 255 PSF 63.1 79.1 PSF 55.5 PSF 42.6 PSF 39.5 PSF 27.7 PSF 21.3 PSF 63.1 72.6 PSF 55.5 PSF 42.6 PSF 36.3 PSF 27.7 PSF 21.3 PSF 63.1 63.2 PSF 44.4 PSF 34.0 PSF 31.6 �F 22.2 PSF 17.0 PSF 58.1 PSF 44.4 PSF 34.0 PSF 29.0 PSF 22.2 PSF 17.0 PSF 364.90 LB -FT 327180 LEFT 305.60 LB-FF 387.6 LB 272_2 L8 208.6 LB 1804.1 LB 1429.9 LB 121913 LB 1646.9LB 1359.9 LB 1200.1 LB 24" 30 " STAND EXAMPLE (THE FOLLOWING EXAMPLE ILLUSTRATES THE PROCEDURE USED TO DETERMINE THE MAXIMUM ALLOWABLE WIND PRESSURE & UPLIFT FOR ANY GIVEN MECHANICAL UNIT CONFIGURATION THAT CONFORMS TO THE DIMENSION RESTRICTIONS LISTED HEREIN. SEE SHEET 2 FOR MEAN UNIT HEIGHT & MAXIMUM FACE AREA CALCULATION DIRECTIVE. SEE SHEET 2 FOR COMPONENT SCHEDULE. SEE SHEET 9 FOR ANCHOR SCHEDULES.) MECHANICAL UNIT/STAND CRITERIA: CONSIDER THE INSTALLATION OF (4) MECHANICAL UNITS, (1)-20" TALL X 24" DEEP x 211 WIDE, (i)-29" TALL x 24" DEEP x 25" WIDE,(1)-22" TALL x 24" DEEP x 22" WIDE, (1)-25- TALL x 27" DEEP x 27" WIDE,[350 LB MAX WEIGHT] INSTALLED WITH THE FOLLOWING CRITERIA: NUMBER OF LEG FRAMES= (4) FRAMES STAND HEIGHT= 30" HEIGHT STAND DEPTH= 20" STAND DEPTH SPREAD HOST STRUCTURE TYPE- 3,000 PSI CONCRETE (AS VERIFIED BY OTHERS). - - - 11NIT T Tr2 dIUNf'2:") 22, r I... .. ............. _.. _. � .-_...-..-.mow. _� PROCEDURE: RESULT: -104.0 PSF (FROM TABLE ABOVE) 6 SEE SHEET 2, CALCULATION DIRECTIVE STEP #1 FOR METHOD OF CALCULATING THE MEAN UNIT HEIGHT, FOR CLARIFICATION, THIS 1 DETERMINE THE MEAN UNIT HEIGHT FOR THE GIVEN CONFIGURATION CONFIGURATION HAS BEEN WORKED OUT IN THE EXAMPLE SCENARIO. (MEAN UNIT HEIGHT = 24 in) - SEE SHEET 2, CALCULATION DIRECTIVE STEP #2 FOR METHOD OF CALCULATING THE MAXIMUM TOTAL UNIT FACE AREA. FOR CLARIFICATION, THIS COMPARE VALUES FROM STEP #6 TO THE SEPARA7F SITE SPECIFIC REQUIRED DESIGN WIND PRESSURE PROVIDED BY A LICENSED 7 2 DETERMINE THE MAXIMUM FACE AREA FOR THE GIVEN CONFIGURATION CONFIGURATION HAS BEEN WORKED OUT IN THE EXAMPLE SCENARIO. (MAXIMUM UNIT FACE AREA = 2304 Int) 3 LOCATE DESIGN SCHEDULE THAT APPLIES TO THE GIVEN CONFIGURATION SEE SHEET 3 FOR THE 20" STAND DEPTH WITH A MAXIMUM FACE AREA OF 2304 Ln2. LLMMlJL FOR A 2304 in} MAX TOTAL UNIT FACE AREA ON A 30" STAND HEIGHT WITH (4) SUPPORTING FRAMES, THE ALLOWABLE WIND LOADS ARE AS FOLLOWS 4 DETERMINE THE MAXIMUM ALLOWABLE LATERAL & UPLIFT WIND LOADS • ALLOWABLE LATERAL WIND LOAD: 104.0 PSF (FROM TABLE ABOVE) • ALLOWABLE UPLIFT WIND LOAD: 52.2 PSF • UTILIZE ANCHOR TYPES FROM DESIGN SCHEDULE ASSOCIATED WITH THE ALLOWABLE WIND VALUES DETERMINED IN STEP 4. FOR THE TABLE 5 INSTALL STAND PER PERMISSIBLE ANCHOR TYPES AND VERIFY HOST STRUCTURE TYPE LISTING, ANCHOR TYPES 2 & 3 MAY BE APPLIED. FOR THIS EXAMPLE UTILIZE ANCHOR TYPE 2 FOR CONCRETE HOST STRUCTURE TYPE. INSTALL .• W 1•L) •._j STANDS PER ANCHOR SCHEDULE AND DETAILS AS ILLUSTRATED ON SHEET 9. VVII.iv.aiVly. MAXIMUM ALLOWABLE LATERAL DESIGN PRESSURE= -104.0 PSF (FROM TABLE ABOVE) 6 MAXIMUM ALLOWABLE UPLIFT DESIGN PRESSURE= 52.2 PSF COMPARE VALUES FROM STEP #6 TO THE SEPARA7F SITE SPECIFIC REQUIRED DESIGN WIND PRESSURE PROVIDED BY A LICENSED 7 COMPARE TO SITE SPECIFIC DESIGN CONDITIONS ENGINEER OR REGISTERED ARCHITECT; NOT INCLUDED IN THIS CE477FICA7I0N. SITE-SPECIFIC PRESSURE REQUIREMENTS SHALL BE LESS THAN OR EQUAL TO THE LATERAL AND UPLIFT DESIGN PRESSURE ALLOWABLE CAPACITY VALUES LISTED. DESIGN I SCHEDULE NOTES: 1. MAXIMUM CALCULATED FACE AREA SHALL BE EQUAL TO OR LESS THAN THE MAXIMUM ALLOWABLE FACE AREA FOR EACH CONFIGURATION. 2. REFERENCE ANCHOR SCHEDULE FOR ANCHOR TYPES LISTED HEREIN. 3. DESIGN VALUES IN PARENTHESIS REPRESENT CAPACITIES WHEN TIE -DOWN STRAPS ARE USED. SEE DETAIL 5 ON SHEET 9 FOR STRAP D ETAI LS. TABLE LEGEND: (�-DENOTES EXAMPLE VALUE FOR USE WITH COVER PAGE DIRECTIVE PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0601.01 Expiration Date 01/15/2019 By - ,`,L`Lltlicrer!!(Eiii20s B I lF L B PtNARDO, 9-AEQ046549 ( " N r•r 1D U' M zko I --i CI 0 FzLU- Z X IA rn U M Loi U, O Lu }' le - ¢O f..... 0 U H 1-i z¢ m f �- ,4 F LD 2 L M 0 H v z O T CL OAC Utp L,> m u. W figd - hWLu' W a 8 2 w ~viiia w mw pip u ¢ pip CDPYROiT ENGINEERING EXPRESI 15-2476 COVERSHEET lie 0 ku i- quirt 'Un •• aN40b LLMMlJL fp�, _ 0: z "' W U VAX w • LL I Q W mWi .• W 1•L) •._j J W LLI �� U EJ�U (7 W W &••• • O W W • AD a •rH • • • • • N r•r 1D U' M zko I --i CI 0 FzLU- Z X IA rn U M Loi U, O Lu }' le - ¢O f..... 0 U H 1-i z¢ m f �- ,4 F LD 2 L M 0 H v z O T CL OAC Utp L,> m u. W figd - hWLu' W a 8 2 w ~viiia w mw pip u ¢ pip CDPYROiT ENGINEERING EXPRESI 15-2476 COVERSHEET lie 0 0 S z "STD" STAND DESIGN SCHEDULE CONTINUED 5n" MTNTMUM STAmn DFPTH: MAX Fa CE AREA (17281n2 - 52921n21. FRAME OUANTITY (3-6 FRAMES) LOAD TRANSFER INFORMATION FOR USE WITH HOST STRUCTURE VERIFICATION ONLY I LOAD TRANSFER INFORMATION FOR USE WITH HOST STRUCTURE VERIFICATION ONLY iV I-Ii1V.l-I ul-� �II1ItM VLr a I Ir I -IM t I'1a.F I".. �ra.� \a,-✓r.rr - v✓rv... �l ..�--..- �--....-, �- - .�-. -�� UNIT TO FRAME RATIO 6 UNIT TO FRAME RATIO MAX MAX FACE AREA : 3 FRAMES MAX FACE AREA : 2 FRAMES 0 r MAX MAX FACE AREA : 6 FRAMES STAND I MAX FACE AREA; 5 FRAMES ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 9 MAX FACE AREA: 4 FRAMES ANCHOR TYPE: 2 OR 3 MAX, BASE MAX FACE AREA : 3 FRAMES MAX. BASE MAX. BASE STAND MAX MEAN MAX FACE STAND MEAN MAX FACE ANCHOR TYPE: 1 OR 4 ANCHORS TYPE; 2 OR 3 ANCHOR TYPE 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: I OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 MAX. BASE MAX. BASE MAX. BASE MAX. BASE CLEAR HEIGHT UNIT AREA MAX ALLOWABLE MAX MAX ALLOWABLE MAX MAX ALLOWABLE MAX MAX ALLOWABLE MAX MAX ALLOWABLE MAX MAX ALLOWABLE MAX MAX ALLOWABLE MAX ALLOWABLE MAX ALLOWABLE MAX ALLOWABLE MOMENT(M) SHEAR (V) UPLIFT (T) GRAVITY (C) MAX HEIGHT ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE LATERAL LOAD ALLOWABLE LATERAL LOAD ALLOWABLE LATERAL LOAD ALLOWABLE LATERAL LOAD ALLOWABLE LATERAL LOAD 748.7 LB LATERAL LOAD 24 " 24- 576 Int 200.0 IF 100.0 PSF LATERAL LOAD UPLIFT LATERAL LOAD LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT UPLIFT UPLIFT UPLIFT UPLIFT UPLIFT UPLIFT UPLIFT UPLIFT UPLIFT UPLIFT 200.0 PSF UPLIFT 200.0 IF 16 " 292,60 LB -FT 200.0 LB 161. 100.0 PSF 200.0 IF 200.0 IF 100.0 PSF 200.0 IF 100.0 PSF 200,0 IF 100.0 IF 200.0 PSF 100.0 IF 200.D PSF 100.0 IF 200.0 PSF 100.0 IF 193.8 IF 96.9 IF 191.1 PSF 95.5 IF 364.90 US -FT 387.6 L8 1450.fi UB 1298.0 LB 24 " 24 " 1728 (n- 200.0 PSF 200.0 PSF 100.0 PSF 100.0 PSF 200.0 IF 200.0 PSF 100.0 IF 100.0 PSF 200.0 PSF 174.0 PSF 100.0 IF 87.0 PSF 200.0 PSP 174.0 PSF 100.0 PSF 87.0 PSF 181.4 PSF 139.2 IF 90.7 IF 69.6 PSF 181.4 IF 139.2 IF 90.7 PSF 69.6 IF 136.1 PSF 104.4 PSF 68.0 PSF 52-2 PSF 136.1 IF 104.4 PSF 66.0 IF 52.2 PSF 327.80 19 -FT 305.60 LB -FT 272.2 1.8 208.8 LB 1180,8 IB 1030.7 LB 1114.9 LB 1012.1 LB 301, 18 ' 200.0 IF 100.0 PSF 149.7 PSF 74.8 IF 149.7 PSF 74.8 IF 149.7 IF 74.8 IF 149.7 IF 74.8 IF 149.7 IF 74.8 PSF 149.7 IF 74.8 PSF 124.0 IF 62,0 IF 119.4 IF 59.7 IF 364.90 LB -FT 387-6 LB 1567.0 LB 1414.3 US 24" 3D" 27001n' 149.7 PSF 74.8 PSF 149.7 IF 74.8 IF 145.1 IF 72.5 IF 145.1 IF 72.5 IF 116.1 IF 58.0 IF 116.1 IF S8.0 IF 87.1 IF 43.5 IF 87.1 PSF 43.5 IF 327.80 LB -FT 272.2 LB 1265.8 LB 1196.6 LB 30 " 74.8 IF 149.7 IF 1 3.6 PSF 3 66.8 PSF 133.6 PS F 669 IF PS 111.3 F 55.6 IF 111.3 IF 55.6 PS F 89.1 P SF PS 44.5 F 89.1 PSF 44.5 IF 66.8 IF 33.4 PS F 66.8 PSF 33.4 IF 305.60 LB -FT 2 OB 8 LB 1095.6 LB 1074.8 LB W. 36 " 38881n2 94,1 (114.8) IF 94.1 114,8 IF 92.8 IF 57.4 PSF 57.4 IF 46.4 PSF 94.11114A) IF 94.1 114.8 IF 92.8 IF 57.4 IF 57.4 IF 46.4 IF 94.1 114.8 IF 94.1 100.13IF 77.3 PSF 57,4 IF 50.4 IF 38,6 IF 94.1 114.8 PSP 94.1 100.8 PSF 77.3 IF 57.4 PSF 50.4 IF 38.6 PSF 94.1 114.8 IF 60.6 IF 61.8 IF 57.4 IF 40.3 IF 30.9 IF 94.1 107.9 IF 80.6 PSF 61.8 IF 53.9 IF 40.3 IF 30.9 PSF 86.1 IF 60.4 IF 46,4 PSF 43.0 IF 302 IF 23-2 IF 81,0 IF 60.4 PSF 46,4 IF 40.5 IF 30.2 IF 23.2 PSF 364.90 LB -FT 327.60 LB -FT 305.60 UB -FT 387.6 LB 272.2 LB 208.8 LB 1686.9 LB 1347.5 LB 1158,3 LB 1530.6 L8 1278.2 LB 1137.5 LB 24 " 30 " 18 " 42" 5292 ins 63.1 82.3 PSF 63.1 82.3 PSF 63.1 68.1 IF 41.1 PSF 41.1 PSF 34.0 PSF 63.1 82.3 IF 63.1 82.3 IF 63.1 68.1 IF 41,1 PSF 43.1 PSF 34.0 IF 63.1 82.3 IF 63.1 4 IF 56.8 IF 41.1 IF 37.0 IF 28.4 IF 63.1 82.3 IF 63.1 74 IF 56.8 PSF 41.1 IF 37.0 PSF 28.4 PSF 63.1 823 IF 59.2 PSF 45.4 IF 41.1 IF 29.6 IF 22.7 IF 63.1 77.4 PSF 59.2 IF 45.4 PSF 38.7 IF 29.6 IF 22.7 PSF 63.1 3.2 IF 44.4 PSF 34.0 P5F 31.6 IF 22.2 PSF 17.0 P5f 58.1 PSF 44.4 IF 34.0 IF 29.0 PSF 22,2 IF 17.0 IF 364.90 LB -FT 327.8D LB -FT 305.60 LB -FT 387.6 LB 272.2 LB 208,8 LB 1 1799.6 LB 1429.1 LB 1221.0 LB 1646.9 UB 1359.9 1.8 1200.1 LB 24 " 30 " I LOAD TRANSFER INFORMATION FOR USE WITH HOST STRUCTURE VERIFICATION ONLY iV I-Ii1V.l-I ul-� �II1ItM VLr a I Ir I -IM t I'1a.F I".. �ra.� \a,-✓r.rr - v✓rv... �l ..�--..- �--....-, �- - .�-. -�� UNIT TO FRAME RATIO 6 MAX MAX FACE AREA : 3 FRAMES MAX FACE AREA : 2 FRAMES 0 r MAX FACE AREA : 5 FRAMES MAX FACE AREA; 4 FRAMES STAND I MAX FACE AREA: 3 FRAMES ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 9 MAX FACE AREA : 2 FRAMES ANCHOR TYPE: 2 OR 3 MAX, BASE MAX. BASE MAX. BASE MAX. BASE STAND MAX MEAN MAX FACE ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANC HORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE 1 OR 4 ANCHORS TYPE: 2 OR 3 MAY -BASE MAX. BASE MAX. BASE MAX. BASE CLEARND HEIGHT UNIT AREA ALLOWABLE MAX MAX ALLOWABLE MAX MAX ALLOWABLE MAX MAX ALLOWABLE MAX MAX ALLOWABLE MAX MAX ALLOWABLE MAX MAX ALLOWABLE MAX MAX ALLOWABLE MAX MOMENT (M) SHEAR M UPLIFT (T) GRAVITY (C) LATERAL LOAD HEIGHT MAX ALLOWABLE ALLOWABLE LATERALLOAO ALLOWABLE LATERAL LOAD ALLOWABLE LATERAL LOAD ALLOWABLE LATERAL LOAD ALLOWABLE LATERAL LOAD ALLOWABLE LATERAL LOAD ALLOWABLE 748.7 LB 667.5 LB 24 " 24- 576 Int 200.0 IF 100.0 PSF LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT 200.0 IF UPLIFT 240.90 LB -FT UPLIFT 866.7 LB UPLIFT 30- UPLIFT UPLIFT 100.D PSF UPLIFT 100.0 IF 200.0 PSF 100.0 IF 200.0 IF 16 " 292,60 LB -FT 200.0 LB 200.0 IF 100.0 PSF 200.0 IF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 IF 200.0 PSF 100.D IF 200.0 PSF 10010 IF 193.8 IF 96.9 PSF 191.1 PSF 95.5 IF 364.90 UB -FT 387.6 LB 1450.6 LB 1298.0 LB 24"- 24 " 1152 10= 200.0 PSF 100.0 PSF 200.0 IF 100.0 PSF 200.0 IF 100.0 PSF 200.0 PSF 100.0 IF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 IF 136,1 PSF 6810 PSF 136,1 IF 68.0 IF 327.80 LB -FT 272.2 LS 1175.2 LB 1114.9 UB 31" 208.8 LB 1095.6 UB 200.0 PSF 100.0 PSF 200.0 IF 100.0 PSF 200.0 PS 100.0 IF 200.0 PSF 100,0 PSF 156.6 IF 78.3 IF L56.6 IF 78.3 ASF 104,4 IF 52.2 IF 104.4 PSF 52.2 IF 305.60 LB -FT 208.8 LB 1029.2 L13 1012.1 LB Is" 30 " 1800 in- 149.7 IF 149.7 PSF 74.B IF 74.8 PSF 149.7 PSF 149.7 IF 74.8 IF 74.8 IF 149.7 IF 149,7 IF 74.8 IF 74,8 IF 149.7 IF 149.7 IF 74.8 PSF 74.8 PSF 149.7 PSF 130.6 IF 74.8 IF 65.3 IF 149.7 IF 130.6 IF 74.8 PSF 65.3 IF 124.0 PSF 67.1 IF 62.0 IF 43.5 IF 119.4 IF 87.1 IF 59.7 IF 433 IF 364.90 UB -FT 327.80 LB -FT 387.6 LB 272-2 LB 1567.0 LB 1264.3 LB 1414.3 LB 1196.6 LB 24 " 30 " 18 " 149.7 PSF 74.8 IF 149.7 IF 74.8 IF 133.b PSF 66.6 IF 133.6 IF 66.8 PSF 100.2 PSF 50.1 PSF 190.2 PSF 50-1 PSF 66.B PSF 33.4 PSF 66.8 PSF 33.4 IF 305.60 LB -FT 208,8 LB 1095.61.6 1074.8 lB 18.1 36" Z92 1n2 94.1 114.8 IF 94.1 114.8 PSF 94.1 114.8 PSF S7.4 PSF 57.4 IF 57.4 IF 94.1 114.8 IF 94.1 114.8 PSF 4.1 114.8 PSF 57.4 IF 57.4 IF 57,4 PSF 94.I 114,6 PSF 94,1 11 .8 PSF 92.8 PSF 57.4 IF 57.4 PSF 46.4 IF 94,1 114.8 IF 94.1 114.8 PSF 92.8 IF 57.4 PSF 57.4 PSF 46.4 PSF 94,1 114.8 PSf 90.7 PSF 69.6 PSF S7,4 PSF 45.3 IF 34.8 PSF 94.1 114.0 PSF 90.7 PSF 69.6 PSF 57.4 PSF 45.3 PSF 34.B IF 86.1 IF 60.4 IF 46.4 PSF 43.0 IF 30.2 PSF 23.2 IF 81.0 IF 60.4 IF 46.4 IF 40.5 IF 30.2 PSF 23.2 IF 364.90 LB -FT 327.80 LB -FT 305.60 U9 -FT 387,6 LB 272.2 LB 208.8 LB 1683.3 LB 1346.0 LB 1158.3 LB 1530.6 LB 1278.2 LB 1137.518 24- '301, 16 r' 42" 3528 trO� 63.1 82.3 IF 63.1 82.3 PSF 63.1 82.3 PSF 41.1 IF 41.1 IF 41.1 IF 63.1 82.3 PSF 63.1 62.3 IF 63.1 82.3 IF 41.1 PSF 413 IF 41.1 PSF 63.1 82.3 F 63.1 823 PSF 63.1 6&1 PSF 41.1 IF 42.1 IF 34.0 PSF 63.1 82.3 PSF 63.1 82.3 PS 63.1 68.1 PSF 41.1 PSF 41.1 IF 34.0 PSF 63.1 82.3 IF 63.1 66,6 PSF 51.1 PSF 411 PSF 33.3 IF 25.5 PSF 63.7 82.3 IF 63.1 66.6 IF 51.1 PSF 41.1 PSF 33.3 IF 25.5 IF 63,1 6 .2 P F 44.4 IF 34.0 IF 31.6 PSF 22.2 PSF 17.0 IF 58.1 PSF 44.4 PSF 34.0 PSF 29.0 PSF 22.2 PSF 17.0 PSF 364.90 LB -FT 327.80 LB -FT 305.60 LB -FT 387-6 LB 272.2 LB 208.8 1.8 1799.6 LB 1427.6 L13 1221.0 LB 1646.9 LB 1359.9 US 1200.1 LB 24 " 3D " I LOAD TRANSFER INFORMATION FOR USE WITH HOST $ - GA = AnMA CDA1NC P111AAITT1rV l7-2 CRAMFC\ I STRUCTURE VERIMCAT10N ONLY PRODUCT REVISED z as complying with the Florida Building Code �* NOA-No. 16-0601.01 o Expiration Date 01115/2019 By o IYlialni-D roduct Control tgXwK-L,BENNARDO, P.E. .• � s -' ---;54 VA1�DFO 08(4 G114A B61UY f21INAC N E AL �• 119101% 0990•• ."•ta, 411.1 m r� ✓J i • 6y _ • t`I�tLTfV�J � m0o �� • 111-� m •0•••• • in 60 _ �' •9.9•< W a otag � a w zzgz o He ul LIJ •N � a•`98i• • ••090• p UJ •u • • C3 rn Q ? C3 � � n i DESIGN M SCHEDULE NOTES. z 1. MAXIMUM CALCULATED FACE AREA O SHALL BE EQUAL TO OR IESS THAN a THE MAXIMUM ALLOWABLE FACE AREA FOR EACH CONFIGURATION. 2, REFERENCE ANCHOR SCHEDULE FOR ANCHOR TYPES LISTED HEREIN. LOAD TRANSFER INFORMATION FOR USE WITH HOST STRUCTURE VERIFICATION ONLY S UNIT TO FRAME RATIO FRAME QUANTITY (5-8 FRAMES) 6 MAX MAX FACE AREA : 3 FRAMES MAX FACE AREA : 2 FRAMES 0 r STAND MEAN MAX FACE ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 9 ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 3 MAX, BASE MAX. BASE MAX. BASE MAX. BASE CLEAR UNIT AREA MAX MAX MAX MAX MOMENT (M) SHEAR (V) UPLIFT (T) GRAVITY (C) HEIGHT HEIGHT MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE ALLOWUPLIFT MAX ALLOWABLE ALLOWABLE LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT 18 " 200.0 IF 100.D IF 200,0 IF 1DO.0 IF 200.0 PSF 100.0 IF 200.0 IF 100.0 IF 188.20 LB -FT 200.0 LB 748.7 LB 667.5 LB 24 " 24- 576 Int 200.0 IF 100.0 PSF 200.0 IF 100.0 IF 200.0 PSF 100.0 PSF 200.0 IF 100.0 IF 240.90 LB -FT 200.0 LB 866.7 LB 787.5 LB 30- 200.0 IF 100.D PSF 200.0 IF 100.0 IF 200.0 PSF 100.0 IF 200.0 IF 100.0 PSF 292,60 LB -FT 200.0 LB 988.7 LB 907.5 LB 18" 149,7 IF 74.8 IF 149.7 IF 74.8 IF 149.7 PSF 74.8 IF 149.7 PSF 74.8 IF 220,30 LB -FT 234.0 L6 948.3 LB 839.8 LB 24" 30 " 900 in- 149.7 PSF 74.8 PSF149.7 IF 74.8 IF 149.7 PSF 74.8 IF 149.7 IF 74.8 PSF 2BL90 LB -FT 234.0 LB 1088.7 LB 9802 LB 301, 149.7 PSF 74.8 PSF 149.7 IF 74.8 IF 133.6 PSF 6618 IF 133,6 IF 66.8 IF 305.60 LB -FT 208.8 LB 1095.6 UB 1007.3 LB Is" 4.1. 114.8 IF 57.4 IF 94.1 114.8 IF 57.4 IF 94-1 114.8 PSF 57.4 IF 94.1 114.6 IF 57.4 IF 243.30 U5 -FT 258.4 LB 1126.0 LB 998.0 LB 24 " 361. 1296 M2 94.1 114.8 IF 57.4 IF 94.1 114.8 PSF 57.4 PSF 94.1 114.8 PSF 57.4 IF 94,1 114.8 PSF 57.4 PSF 31L30 LB -FT 255.4 LB 1281.1 LB 1153.1 LB 3011 94.1 (114.8) IF 57.4 IF - 94.1 (114.8) IF 57.4 IF 92.8 PSF 46.4 IF 92.8 P57 46.4 IF 305.60 LB -FT 208.8 LB 1158.3 US 1070.0 LB 18 " 63.1 82.3 IF 41.1 IF 63.1 82.3 PSF 41,1 IF 63.1 82.3 PSF 411 IF 63.1 82.3 IF 41.1 PSF 237.20 LB -FT 252.0 LB I173.3 LB 1050.5 LB 24 " 42 " 1764 Inl 63.1 82-3 PSF 41.1 PSF 63.1 82.3 IF 41.3 PSF 63.1 62.3 IF 41.2 PSF 63.1 82.3 PSF 411 PSF 303.60 LB -FF 2520 LB 1324.6 LB 1201.7 LB 30 " 63.1 82.3 IF 41.1 IF 63.1 82.3 PSF 41.1 PSF 63.7 68.1 PSF 34.0 PSF 63.1 68.1 PSF 34.0 PSF 305.60 LB -FT 208.8 L13 1221.0 LB 1132.6 LB tgXwK-L,BENNARDO, P.E. .• � s -' ---;54 VA1�DFO 08(4 G114A B61UY f21INAC N E AL �• 119101% 0990•• ."•ta, 411.1 m r� ✓J i • 6y _ • t`I�tLTfV�J � m0o �� • 111-� m •0•••• • in 60 _ �' •9.9•< W a otag � a w zzgz o He ul LIJ •N � a•`98i• • ••090• p UJ •u • • C3 rn Q ? C3 � � n i DESIGN M SCHEDULE NOTES. z 1. MAXIMUM CALCULATED FACE AREA O SHALL BE EQUAL TO OR IESS THAN a THE MAXIMUM ALLOWABLE FACE AREA FOR EACH CONFIGURATION. 2, REFERENCE ANCHOR SCHEDULE FOR ANCHOR TYPES LISTED HEREIN. LOAD TRANSFER INFORMATION FOR USE WITH HOST STRUCTURE VERIFICATION ONLY S 30" MINIMUM STAND DEPTH' MAX FACE AREA (2880in2 - 8820in1), FRAME QUANTITY (5-8 FRAMES) 6 z 0 r e tgXwK-L,BENNARDO, P.E. .• � s -' ---;54 VA1�DFO 08(4 G114A B61UY f21INAC N E AL �• 119101% 0990•• ."•ta, 411.1 m r� ✓J i • 6y _ • t`I�tLTfV�J � m0o �� • 111-� m •0•••• • in 60 _ �' •9.9•< W a otag � a w zzgz o He ul LIJ •N � a•`98i• • ••090• p UJ •u • • C3 rn Q ? C3 � � n i DESIGN M SCHEDULE NOTES. z 1. MAXIMUM CALCULATED FACE AREA O SHALL BE EQUAL TO OR IESS THAN a THE MAXIMUM ALLOWABLE FACE AREA FOR EACH CONFIGURATION. 2, REFERENCE ANCHOR SCHEDULE FOR ANCHOR TYPES LISTED HEREIN. LOAD TRANSFER INFORMATION FOR USE WITH HOST STRUCTURE VERIFICATION ONLY LOAD TRANSFER INFORMATION FOR USE WITH HOST STRUCTURE VERIFICATION ONLY UNIT TO FRAME RATIO MAX MAX FACE AREA 1 6 FRAMES MAX FACE AREA : 5 FRAMES STAND MEAN MAX FACE ANCHOR TYPE: 1 OR 4 ANCHORS TYPE 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 MAY -BASE MAX. BASE MAX. BASE MAX. BASE CLEAR UNIT AREA MOMENT (M) SHEAR (V) UPLIFT (T) GRAVITY (C) HEIGHT HEIGHT MAX MAX MAX MAX MAX MAX MAX MAX MAX ALLOWABLE MAX ALLOWABLE MpX ALLOWABLE MAX ALLOWABLE MAX ALLOWABLE MAX ALLOWABLE MAX ALLOWABLE MAX ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT 1131. 200.0 PSF 100.0 IF 200,0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 IF 200.0 PSF 100.0 IF 200,0 PSF 100,0 PSF 2DO.0 IF 100.0 PSF 200.0 IF 100,0 IF 401.80 LB -FT 400,0 LB 1057.5 LB 895.0 LB 24" 24" 2880 in= 200.0 PSF 100.0 IF 200,0 IF SOD,O IF 200.0 IF 100.0 IF 200.0 PSF 100,0 IF 180,0 IF 90.0 PSF 180.0 PSF 90.0 IF 150.0 PSF 75.0 PSF 150.0 IF 75.0 PSF 383.50 LB -FT 300.0 LB 911.3 LB 825.0 19 30.. 181.3 IF 90.6 IF 181.3 IF 9D.6 IF 158.6 PSF 79,3:PSF 158:6 IF 793 IF 136.0 IF 68,0 PSF 136.0 IF 68,0 IF 113,3 IF 56.6 IF 113.3 IF 56.6 IF 350.10 LB -FT 226.6 LB 9.. LB 747.0 LB ,811 181.5 IF 90.7 IF 181.5 IF 90.7 PSF 181.5 PSF 90.7 IF 179.1 IF 89.5 IF 167.6 IF 83.9 IF 153.6 PSF 76.8 IF 139.8 IF 69.9 IF 128.1 IF 64.0 IF 439.20 LB -FT 437.1 LB 1249 .0 LB 1053.0 LB 24 " 30" 4500 int 153.6 PSf 76.8 IF 153.6 IF 76.8 PSF 134.4 PSF 67.2 IF 134.4 PSF 672 IF 115.2 PSF 57.6 IF 115.2 PSF 57.6 IF 96.0 IF 48.0 PSF 96.0 IF 48.0 IF 383.50 LB -FT 300.0 LB 976.0 LB 885.1 LB 301. 116.0 PSF S8.0 PSF 116.0 PSF 56.0 PSF 101.5 PSF 50.7 PSF 101.5 PSF 50.7 PSF 87.0 PSF 43.5 IF 87.0 PSF 43.5 PSF 72.5 PSF 36.2 PSF 72.5 PSF 36.2 PSF 350.10 LB -FT 226.61.8 824.61.6 792.3 LB IB " 116.2 155-4 IF 77.7 PSF 1162 139. IF 69.8 DSF 116.2 136 PSP 68.0 PSF 1162 122.3 PSF 61.1 IF 116.2 I16. PSf 582 IF 104.9 PSF 52.4 IF 97,1 PSF 48.5 PSF 87.5 PSF 43.7 PSF 439.20 LB -FT 437.1 LB 1341.1 L13 1140.4 LB 1 " 36" 6480 int 106.6 IF S3.3 IF 106.6 IF 53.3 IF 93.3 IF 46.6 IF 93.3 IF 46.6 IF 80.0 IF 40.0 IF 80.0 PSF 40.0 PSF 66.6 PSF 33.3 IF 66.6 IF 33.3 PSF 383,50 LB -FT 300.0 LB 1036.0 LB 945,1 LB 30" �78�.3 IF 40.2 PSF 805 PSF 40,2 IF 70.5 IF 352 IF 70.5 IF 35.2 IF 60.4 IF 30.2 IF 60.4 PSF 30.2 IF 50.3 IF 25.1 IF 50.3 PSF 25,1 PSF 350.10 LB -FT 226,6 LB _ 669.9 LB 837.6 LB Is" 79.4.1 PSF 57.0 PSF 79.1 101 PSF 50.5 IF 79.1 99.9 PSF 49.9 IF 79.1 BB.4 IF 44-2 IF 79.1 85.6 PS 4248 IF 75.8 PSF 37.9 IF 71.3 PSF 35.6 PSF 63.2 IF 31,6 PSF 439.20 LB -FT 437.1 LB 1428.5 LB 1227.9 LB 24" 42 ^ 6820 in' P5F 39.1 IF 78.3 IF 39.1 PSF 68.5 IF 34.2 IF 685 PSF 34.2 IF 58.7 IF 29.3 IF 58.7 PSF 29,3 PSF 48.9 PSF 24,4 PSF 48.9 IF 24,4 PSF 383 -SO 1-5- FT 300.0 LB 1096.0 LB 1005.1 LB 30 " 59.2 PSF 29.6 P5F 59.2 PSF 29.6 IF 519 PSF 25.9 PSf 51.8 IF 25.9 PSF 44.4 PSF 22.2 IF 44.4 PSF 222 IF 37.0 IF 18,5 IF 37.0 IF 1BS IF 350.10 LB -FT 226.6 LB 915.2 LB 883.0 LB K w n ws$9 Y W t a w v p8¢s KZr»��¢ ip.. COPYRIGHT ENGINEERING EXPRESS 15-2476 SCALE: NTS - PAGE DESCRIPTION: COVERSHEET {� II® MAX FACE AREA : 8 FRAMES MAX FACE AREA: 7 FRAMES K w n ws$9 Y W t a w v p8¢s KZr»��¢ ip.. COPYRIGHT ENGINEERING EXPRESS 15-2476 SCALE: NTS - PAGE DESCRIPTION: COVERSHEET {� II® .�;��II.�i bili ^/lllljs. ....www `yS*4ELiiils 1plflf/ "HD" STAND DESIGN SCHEDULE CONTINUED -R °��' •! _- LOAD TRANSFER INFORMATION FOR USE WITH HOST '1 ;•Y - 42" MINIMUM STAND DEPTH. MAX FACE AREA (1152in2 - 3526in2 FRAME QUANTITY (2-5 FRAMES STRUCTURE VERIFICATION ONLY - ' 2: ,f? 04 3 a a U rn II m m c v N 9A 6AL . Dkial ,ENGINEER S o � %0R11D 42" MINIMUM STAND DEPTH: MAX FACE AREA (576in2 - 1764in2), FRAME QUANTITY (2-3 FRAMES) UNIT TO FRAME RATIO MAX FACE AREA : FRAMES MAX FACE AREA : 2 FRAMES STAND MAX ANCHOR TYPE: L OR 4 ANCHOR TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 3 MEAN MAX FACE LOAD TRANSFER INFORMATION FOR USE WITH HOST STRUCTURE VERIFTCA7ION ONLY MAX. BASE MAX. BASE MAX. BASE MAX. BASE • A�� • 4-1 17 tt1 0 o O • - z UNIT TO FRAME RATIO CLEAR UNIT AREA O -N NE2 LU a '><E9a• MAX 82.3 PSF �aW aft ZZO • MAX til O ^'i ° W W LU N z 3 ILL,'W Z• MAX MOMENT (M) SHEAR (V) MAX GRAVITY (C) DESIGN F CE AR EA ' _ (H1xW1) 41.2 PSF MAX F E A E ES HEIGHT HEIGHT MAX FA ARE : 3 FRAMES TYPE: 2 OR 3 ANCHOR TYPE: MAX FACE AREA : 2 FRAMES 1 OR 4 ANCHORS TYPE: 2 OR 3 (4AX. BASE MAX. BASE MAX. BASE MAX. BASE STAND MEAN MAX FACE ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS 37.8 PSF LATERAL LOAD UPLIFT SHEAR (Vj UPLIFT (T) GRAVITY (C) CLEAR HEIGHT UNIT HEIGHT AREA MAX ALLOWABLE MAX MAX ALLOWABLE MAX ALLOWABLE MAX ALLOWABLE MAX ALLOWABLE MAX ALLOWABLE MAX ALLOWABLE MAX ALLOWABLE MAX ALLOWABLE MAX ALLOWABLE MAX ALLOWABLE MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE MOMENT (M) 100.0 PSF 200.0 PSF 100.0 PSF 202.90 LB -FT 200.0 LB 403.0 LB LATERAL LOAD ALLOWABLE LATERAL LOAD LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD , FT LATERAL LOAD UPLIFT 100.0 PSF UPLIFT 100.0 PSF UPLIFT 160.0 PSF 258AD LB -FT 200.0 LB 460.1 LB 378.9 LB SHALL BE EQUAL TO OR LESS THAN � N N UPLIFT UPLIFT 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSP 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 260.0 PSF 100.0 PST 405.90 LB -FT 400.0 LB 806.0 LB 643.5 LB 18 " 24 " 1152 ins 200.0 PSF 200.0 PSF 100.0 PSF 100.0 PSF 200.0 PSF 200.0 PSF100.0 100.0 PSF PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100-0 PSP 200.0 PSF 100.0 PSF 177.7 PSF 88.6 PSF 177.7 PSF 88.8 PSF 67,6 PSF 458.80 LB -FT 142LOO LB -FT 355.5 LB 27D.7 LB 815.5 18 693.0 LB 688.6 LB 633.9 LB 24" 101, 30 " 900 ins 200.0 PSF 100.13 PSF 200.0 PSF 100.0 PSF 200.0 PSF 10D.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 135.3 PSF 67.6 PSF 135.3 PSF 67.7 PSF 458.80 LB -FT -052.1 LB 978.5 LB 774.4 LB 18 " 181,5 PSF 90.7 PSF 181.5 PSF 90.7 PSF 161.5 PSF 90.7 PSF 181.5 PSF 90.7 PSF 15I.S PSF 96.7 PSF 181.5 PSF 90.7 PSF 181.5 PSF 90.7 PSF 144.6 PSF 72.3 PSF 135.4 PSF 56.8 PSF 458.80 LB -FT 355.5 LB 873.0 LB 739.4 LB 24 " 30 " 1800 int 181.5 PSF 181.5 PSF 90.7 PSF 90.7 PSF 161.5 PSF 181.5 PSF 90.7 PSF 90.7 PSF 181.5 PSF 173.2 PSF 90.7 PSF B6.6 PSF 181-5 PSF 173.Z PSF 90.7 PSF 86.6 PSF 170.6 PSF 129.9 PSF 85.3 PSF 64.9 PSF 370-6 PSF 129.9 PSF 85.3 PSF 64.9 PSF 113.7 PSF 86.6 PSF 100.4 PSF 56.8 PSF 43.3 PSF 50.2 PSF 113,7 PSF 86.6 PSF 92.8 PSF 43.3 PSF 46.4 PSF 421.90 LB -FT 458.80 LB -FT 270.7 LB 452.1 LB 743.0 LB 105D�6 LB 6726 LB 838.9 L8 30" 18 " 270.7 LB 7BS.4 LS 126(200)PSF 100.0 PSF 126 200 PSF 100.0 PSF 126 200 PSF 100.0 PSF 126 185.2 PSF 92.6 PSF 126 150.7 PSF 75.3 PSF 126 139 PSF 69.5 PSF 79.0 PSF 39.5 PSF 79.0 PSF 39.5 PSF 458.80 LB -FT 355.5 LB 930.6 L8 790.2 LB 836.0 LB 2592 int 126 197.5 PSF 126 150.4 PSF 98.7 PSF 7S.2 PSF 126 197.5 PSF 126 150.4 PSF 98.7 PSF 75.2 PSF 126 158 PSF 120.3 PSF 79.0 PSF 60.1 PSF 126 158 PSF 120.3 PSF 79.0 PSF 6D,1 PSF 118.5 PSF 90.2 PSF 59.2 PSF 45.1 PSF 118.5 PSF 9D.2 PSF 59.2 PSF 45.1 PSF 50.4 PSF 60.1 P5F 73.8 PSF 30.0 PSF 36-9 PSF 60.1 PSF 67.3 PSF 30.0 PSF 33.6 PSF 421.90 LB -FT 458.80 LB -FT 270.7 LB 452.1 LB 783.418 1121.2 LB 711.3 LB 963.5 LB 30 " 18 " 3528 in' 92.6 174.5 PSF 92.6 145. i PSF 92.6 130.5 PSF 92.2 PSF 72.5 PSF 55.2 PSF 92.6 167.9 P5F 92.b 145.1 PSF 92.fi 110.5 PSF 83.9 PSF 72.5 PSF 55.2 PSF 92.6 147.6 PSF 2.6 116 PSF 88.4 PSF 73.8 PSF 58.0 PSF 44.2 PSF 92.6 134.4 PSF 92.6 116 PSF 88.4 PSF 671 PSF 58.0 PSF 44.2 PSF 92.6 110-7 PSF 87.0 PSF 66.3 PSF 553 PSF 43.5 PSF 33.1 PSF 2.6 D0.8 PSF 67.0 PSF 66.3 PSF 43.5 PSF 33.1 PSF 58.0 PSF 44.2 PSF 29.0 PSF 22.1 PSF 56.0 PSF 44.2 PSF 29.0 PSF 22.1 PSF 458-6D LB -FT 421.90 LB -FT 355.5 LB 270.7 LB 981.4 LB 822.6 LB 840.9 LB 750.0 LB 30 " 9A 6AL . Dkial ,ENGINEER S o � a R %0R11D 42" MINIMUM STAND DEPTH: MAX FACE AREA (576in2 - 1764in2), FRAME QUANTITY (2-3 FRAMES) UNIT TO FRAME RATIO MAX FACE AREA : FRAMES MAX FACE AREA : 2 FRAMES STAND MAX ANCHOR TYPE: L OR 4 ANCHOR TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 3 MEAN MAX FACE LOAD TRANSFER INFORMATION FOR USE WITH HOST STRUCTURE VERIFTCA7ION ONLY MAX. BASE MAX. BASE MAX. BASE MAX. BASE • A�� • 4-1 17 tt1 0 o O • - z W co O � CO ILL En CLEAR UNIT AREA O -N NE2 LU a '><E9a• MAX 82.3 PSF �aW aft ZZO • MAX til O ^'i ° W W LU N z 3 ILL,'W Z• MAX a R UNIT DEPTH 42" MINIMUM STAND DEPTH: MAX FACE AREA (576in2 - 1764in2), FRAME QUANTITY (2-3 FRAMES) UNIT TO FRAME RATIO MAX FACE AREA : FRAMES MAX FACE AREA : 2 FRAMES STAND MAX ANCHOR TYPE: L OR 4 ANCHOR TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 3 MEAN MAX FACE LOAD TRANSFER INFORMATION FOR USE WITH HOST STRUCTURE VERIFTCA7ION ONLY MAX. BASE MAX. BASE MAX. BASE MAX. BASE (1) UNITS TO (2) FRAMES • (n :x W • • 0 LUw • • • • • 4 • • • • • 0 CLEAR HEIGHT MAX MAX MAX MAX MAX MAX MAX ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD MAX ALLOWABLE UPLIFT - z CLEAR UNIT AREA 82.3 PSF MAX 82.3 PSF MAX 82.3 PSF MAX 82.3 PSF MAX MOMENT (M) SHEAR (V) UPLIFT (T) GRAVITY (C) DESIGN 41.2 PSF _ (H1xW1) 41.2 PSF 62.5 PSF PRODUCT REVISED HEIGHT HEIGHT MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE ALLOWABLE MAXALLOWABLELOAD LATERAL LOAD ALLOWABLE MAX ALLOWABLE LATERAL LOAD ALLOWABLE 54.5 PSF 27.3 PSF 54.5 PSF 27.3 PSF SCHEDULE NOTES: a N as complying with the Florida T-0"� 37.8 PSF LATERAL LOAD UPLIFT LATERAL LOAD uruFr MAX UPLIFT 54 " UPLIFT 75.5 PSF 37.8 PSF � 37.8 PSF 57.5 PSF z 0 57.5 PSF 28.8 PSF e Building Code 11 .1 30 " 200.0 PSF 100.0 PSF 200.0 PSF 1 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 202.90 LB -FT 200.0 LB 403.0 LB 32L7 LB 1. MAXIMUM CALCULATED FACE AREA _ c NOA-No. 16-0601.0' 24 " 24 " 576 In' 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 160.0 PSF 258AD LB -FT 200.0 LB 460.1 LB 378.9 LB SHALL BE EQUAL TO OR LESS THAN � N N 30 200.0 PSF 100.0 PSF 2000 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 190.0 PSF 31170 LB -FT 200.0 LB 517.3 436.0 LB THE MAXIMUM ALLOWABLE FACE +- Ex irati Da 1/7 5120 t 9 P 18 " 381-5 PSF 40.7 PSF 161.5 PSF 90.7 PSF i8L5 PSF 90.7 PSF 181.5 PSF 90,7 PSF 287.80 LB FT 283.6 LB U5 616.8 LB 468.6 LB AREA FOR EACH CONFIGURATION. (,Ch - / 24 " 30 " 900 ins 181.5 PSF 90.7 PSF 181.5 PSF 90.7 PSF 181.5 PSF 90.7 PSF 181.5 PSF 9D.7 PSF 366.00 LB -FT 283.6 LB 697.8 LB 743-0 LB 549.7 LB 605.1 L8 2. REFERENCE ANCHOR SCHEDULE FOR Z Lo ' By G 30 " 181.5 PSF 90.7 PSF 181,5 PSF 90.7 PSF 173.2 PSF 86.6 PSF 173.2 PSF 86.6 PSF 421.90 LB -FT 270.7 LB ANCHOR TYPES LISTED HEREIN. Miami de Product Control La.. 126(200)PSF 100.0 PSF 226(200)PSF 100.0 PSF 126 00 PSF 0 100.PSF 79.0 PSF 126 185.2 PSF PSF 92.6 PSF 79.0 PSF 456.70 LB -FT 458.80 LB -FT 450.0 LB 355.5 LB 1049,4 LB 928.3 LB 768.2 LB 722.7 Le { - 1 O Z - N / 24 " 36 " 1296 10� 126 200 PSF 100.0 PSF 126(200)PSF 100.0 PSF 126 156 PSF 126 158 270.7 LB 7BS.4 LS 643.8 LB ••••��••`� n �M-' G m 30 " 126 180. PSF 90.2 PSF 126 180. PSF 90.2 PSF 120.3 PSF 60.1 PSF PSF 120.3 PSF PSF 60.1 PSF 67.2 PSF 421,90 LB -FT 458.60 LB -FT 462.1 LB 1119.0 LB 836.0 LB "�-- Q 18 " 42 " 1764 Ing 92.6 174.5 PSF 926 174.1 PSF 100.0 PSF 87.0 PSF 92.6 174.5 PSF 92.6 174.1 PSF 100.0 PSF 87.0 PSF 92.6 147.6 PSF 92.6 116 PSF 73,B SB.D PSF 92.6 134.4 ,6 B PSF 58.0 PSF 458.80 l0 -FT 355.5 LB 98L9 LB 773.4 LB U Fz- f+l lL J d a 30 " 92.6 132.6 PSF 66.3 PSF 92.6 132.6 PSF 66.3 PSF 86.4 PSF 44.2 PSF 88.4 PSF 44.2 PSF 421.40 LB -FT 270.7 LB 824.1 LB 682.5 LB LU lr- O _ "O 2:U "CUSTOM ASSEMBLY" DESIGN SCHEDULE z Cn 14 `n Ln Q o CUSTOM ASSEMBLY ALLOWABLE `� v CONFIGURAFIONS-. 0 O m a UNIT WIDTH UNIT DEPTH UNIT HEIGHT 1 UNITS:2 FRAME CONFIGURATION (1) UNITS TO (2) FRAMES (2) UNITS TO (3) FRAMES 0 CLEAR HEIGHT MAX MAX MAX MAX MAX MAX MAX ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD MAX ALLOWABLE UPLIFT 181, 82.3 PSF 41.2 PSF 82.3 PSF 41.2 PSF 82.3 PSF O 82.3 PSF 41.2 PSF . i AC UNIT 36 " 54 " 24 " 82.3 PSF 41.2 PSF _ (H1xW1) 41.2 PSF 62.5 PSF o �S m 62.5 PSF 31.3 PSF 30" 71.0 PSF 35.5 PSF 450# l 35.5 PSF 54.5 PSF 27.3 PSF 54.5 PSF 27.3 PSF MAX a 75.5 PSF 37.8 PSF T-0"� 37.8 PSF 73.0 PSF 36.5 PSF 73.0 PSF 36.5 PSF MAX 40 " 54 " 4 75.5 PSF 37.8 PSF � 37.8 PSF 57.5 PSF z 0 57.5 PSF 28.8 PSF 2 UNTTS:3 FRAME CONFIGURATION UNIT WIDTH UNIT DEPTH UNIT HEIGHT (1) UNITS TO (2) FRAMES (2) UNITS TO (3) FRAMES STAND ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 3 CLEAR HEIGHT MAX MAX MAX MAX MAX MAX MAX ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD MAX ALLOWABLE UPLIFT 181, 82.3 PSF 41.2 PSF 82.3 PSF 41.2 PSF 82.3 PSF 41.2 PSF 82.3 PSF 41.2 PSF 36" 36 " 54 " 24 " 82.3 PSF 41.2 PSF 82.3 PSF 41.2 PSF 62.5 PSF 31,3 PSF 62.5 PSF 31.3 PSF 30" 71.0 PSF 35.5 PSF 71.0 PSF 35.5 PSF 54.5 PSF 27.3 PSF 54.5 PSF 27.3 PSF 181, 75.5 PSF 37.8 PSF 75.5 PSF 37.8 PSF 73.0 PSF 36.5 PSF 73.0 PSF 36.5 PSF 40 " 40 " 54 " 24 " 75.5 PSF 37.8 PSF 75.5 PSF 37.8 PSF 57.5 PSF 28.6 PSF 57.5 PSF 28.8 PSF 30 " 63.1 PSF 31.6 PSF 63.1 PSF 31.6 PSF 47.6 PSF 23.8 PSF 47.6 PSF 23.B PSF r". -p! ^ m �amopn� n0000000�a o Hit Y m o1 m n=G� u U OIL) IO- H U li 6 2 Z Z N0 J (7 oYxrL�c�rc� e��g O U Um f- W> -� �- W I � DESIGN f 0 - - M _ "� w w Uzi w w w w w J SCHEDULE NOTES: � a naga AC UNIT 1JACUNITXWI)1. MAXIMUM UNIT DIMENSIONS SHALL I > CONFORM TO THE DIMENSIONS ILLUSTRATED ABOVE FOR EACH CAPYRIGFir ENGINEERING EXPREss CONFIGURATION. 15-24/ 6 a 450# 2. REFERENCE ANCHOR SCHEDULE FORSCALE: NTS - o` MAX ANCHOR TYPES LISTED HEREIN. J DESCRIPTION: T-0"�3'-0" I, COVER SHEET T- MAX MAX i of ENOTE: FOR THE "CUSTOM ASSEMBLY" STANDS, o THEE %UMBER OF UNITS PER STAND IS RESTRICTED N TO THE CONFIGURATIONS ILLUSTRATED ABOVE. o SEE DESIGN SCHEDULE FOR MORE INFORMATION. C O 0 F�f ff Ir t. `a `a i (4`tt 9999•• 9999•• 9999•• •99.9 • • 9000• 00.000 •• 0999•• 9999•• FRAME ASSEMBLY & UNIT TIE -DOWN DETAILS: *C -CHANNEL TO POST WELD NOTE: IN AREAS WHERE $/4" WELD DIAMETER CANNOT BE ACHIEVED, CONTINUE WELD AROUND FULL PERIMETER OF POST TO PREVENT WATER INFILTRATION. WELD DIAMETER WILL DECREASE TO 0.05" ALONG C -CHANNEL EDGE. SEE DETAIL BELOW. UNDERSIDE OF 0.05" C -CHANNEL N POST FILLET WELD (2) 1" WIDE x 14GA (0.070") OR x 12GA (0.105") ASTM A-653 Fu=90KSt GALV STEEL ANGLE (CUTD-1 BY MIAMI TECH). UTILIZE (2) MIN. PER CORNER. FOR RHEEM UNIT INSTALLATIONS, SEE SEPARATE STEEL ' TIE -DOWN CLIP NOA (ROOF MOUNTED) FOR 22 GA (0.0299"! % 1 TTEDOWN CUP REQUIREMENTS. MIN.) STEEL A/C ••• . � ��; :' ./ 1 ,a HOUSING UNIT ; ' FASTEN CLIP VERTICAL LEG TO 22 GA (0.0299" D D 'f MIN.) STEEL HOUSING WITH (5) #10 SAE GRADE 2 t g MIN. SHEET METAL SCREWS PER CLIP. FASTEN CLIP HORIZONTAL LEG TO I -BEAM RAIL WITH (1) %4"O MAX SAE GRADE 2 MIN. THRU BOLT CENTERED ABOUT LEG, I -BEAM ISOLATOR PADS BEYOND (BY OTHERS). MIN. 4 PER UNIT 2 A/C UNIT TIE -DOWN DETAIL C) SCALE: 3'=I' -O" A/C UNIT HOUSING 22GA (0.031") MIN STEEL ISOLATOR PADS BEYOND. J MIN. 4 PER UNIT I -BEAM #EEf4�fffifE//fff, y VO 46$49 h/iilit00 1"x 22ga CONTINUOUS GALV. ASTM A36 STEEL STRAP SHALL PASS OVER UNIT TO I -BEAM ON OPPOSITE SIDE AT 3' O.C. MAX. UNITS LESS THAN 3' WIDE SHALL HAVE (1) STRAP AT CENTER OF UNIT. STRAPS SHALL BE SECURELY TIGHTENED SNUG AGAINST UNIT (2) #14 SMS AT EACH STRAP END TO UNDERSIDE OF I -BEAM s ALT. A/C UNIT TIE -DOWN DETAIL g SCALE: 3"=V-0" NOTE: UNIT TIEDOWN DETAILS MAY ALSO BE USED TO ANCHORTHE UNITTO THE SUPPORT ANGLE SHOWN ON SHEET 10. (I.E. I -BEAM CAN BE SUBSTITUTED WITH ANGLE SUPPORT AS BASE MATERIAL) 22 GA (0.0299" 1"x 22 GAGE, A36 MIN. \A/C UNIT HOUSING M -- HOUSING UNIT GALVANIZED STRAP W-90"0 TWIST 8 PER UNIT. 1 EACH 00 TO 450 o SIDE OF EACH CORNER. MAX. FASTEN W/ (3)#14 SAE GRADE 2 MIN. SMS TO A/C UNIT, (3)#14 SAE GRADE 2 MIN. SMS TO I -BEAM ISOLATOR PADS BEYOND / I -BEAM (1 (BY OTHERS) MIN. 4 PER UNIT 3 ALT. A/C UNIT TIE -DOWN DETAIL r� SCALE: 3"=1'-0" TWO %4"O S.S. THRU BOLTS WHERE A\C UNIT FRAMING IS ACCESSIBLE. FASTEN A/C FRAMING DIRECTLY TO I -BEAM W/ (2) Y/4"O BOLTS W/ 5/8" WASHER AND NUT @ EACH CORNER. ISOLATOR PADS BEYOND. MIN. 4 PER UNIT 4 ALT. A/C UNIT TIE -DOWN DETAIL PRODUCT REVISED C) SCALE: 3"=1'-0" asd g Ging with the Florida BuiNOA-No. 16-0601.01 Expiration Date 01/1512019 Byi �_ Mia i- eProduct Control 17 L. BENNARDO, P -E. ?3 ry 0 �} A M z .LUr.M = Ln rn U=rnLL Lu i-ri!� ¢o Z N F -t Z <rn � kj x Q t) M 0 G F --f ni z 0 S a 2 J J J 010'014 m z z J(m/1 Niy !�--7r a52 00ro r � � I�LL�� X13 y U tY G p �il O Y wrwr iiLLab� ¢� 15-2476 SCALE: NTS IPAGE DESCRIPTION: COVERSHEET OF g I -BEAM CHANNEL TO TUBE W/ TY" FULL PERIMETER WELD* "C" CHANNEL PROVIDE FILLET WELD �4 FOR FULL VISIBLE PERIMETER OF PIECE (Z TO PIECE 4' 3.0" MAX .%-20x%" SS BOLT TIGHTEN TO REFUSAL SQUARE TUBING ®,L ROUND TUBING 19) 1 FRAME ASSEMBLY DETAIL C� 3" = 1'-D" DETAIL *C -CHANNEL TO POST WELD NOTE: IN AREAS WHERE $/4" WELD DIAMETER CANNOT BE ACHIEVED, CONTINUE WELD AROUND FULL PERIMETER OF POST TO PREVENT WATER INFILTRATION. WELD DIAMETER WILL DECREASE TO 0.05" ALONG C -CHANNEL EDGE. SEE DETAIL BELOW. UNDERSIDE OF 0.05" C -CHANNEL N POST FILLET WELD (2) 1" WIDE x 14GA (0.070") OR x 12GA (0.105") ASTM A-653 Fu=90KSt GALV STEEL ANGLE (CUTD-1 BY MIAMI TECH). UTILIZE (2) MIN. PER CORNER. FOR RHEEM UNIT INSTALLATIONS, SEE SEPARATE STEEL ' TIE -DOWN CLIP NOA (ROOF MOUNTED) FOR 22 GA (0.0299"! % 1 TTEDOWN CUP REQUIREMENTS. MIN.) STEEL A/C ••• . � ��; :' ./ 1 ,a HOUSING UNIT ; ' FASTEN CLIP VERTICAL LEG TO 22 GA (0.0299" D D 'f MIN.) STEEL HOUSING WITH (5) #10 SAE GRADE 2 t g MIN. SHEET METAL SCREWS PER CLIP. FASTEN CLIP HORIZONTAL LEG TO I -BEAM RAIL WITH (1) %4"O MAX SAE GRADE 2 MIN. THRU BOLT CENTERED ABOUT LEG, I -BEAM ISOLATOR PADS BEYOND (BY OTHERS). MIN. 4 PER UNIT 2 A/C UNIT TIE -DOWN DETAIL C) SCALE: 3'=I' -O" A/C UNIT HOUSING 22GA (0.031") MIN STEEL ISOLATOR PADS BEYOND. J MIN. 4 PER UNIT I -BEAM #EEf4�fffifE//fff, y VO 46$49 h/iilit00 1"x 22ga CONTINUOUS GALV. ASTM A36 STEEL STRAP SHALL PASS OVER UNIT TO I -BEAM ON OPPOSITE SIDE AT 3' O.C. MAX. UNITS LESS THAN 3' WIDE SHALL HAVE (1) STRAP AT CENTER OF UNIT. STRAPS SHALL BE SECURELY TIGHTENED SNUG AGAINST UNIT (2) #14 SMS AT EACH STRAP END TO UNDERSIDE OF I -BEAM s ALT. A/C UNIT TIE -DOWN DETAIL g SCALE: 3"=V-0" NOTE: UNIT TIEDOWN DETAILS MAY ALSO BE USED TO ANCHORTHE UNITTO THE SUPPORT ANGLE SHOWN ON SHEET 10. (I.E. I -BEAM CAN BE SUBSTITUTED WITH ANGLE SUPPORT AS BASE MATERIAL) 22 GA (0.0299" 1"x 22 GAGE, A36 MIN. \A/C UNIT HOUSING M -- HOUSING UNIT GALVANIZED STRAP W-90"0 TWIST 8 PER UNIT. 1 EACH 00 TO 450 o SIDE OF EACH CORNER. MAX. FASTEN W/ (3)#14 SAE GRADE 2 MIN. SMS TO A/C UNIT, (3)#14 SAE GRADE 2 MIN. SMS TO I -BEAM ISOLATOR PADS BEYOND / I -BEAM (1 (BY OTHERS) MIN. 4 PER UNIT 3 ALT. A/C UNIT TIE -DOWN DETAIL r� SCALE: 3"=1'-0" TWO %4"O S.S. THRU BOLTS WHERE A\C UNIT FRAMING IS ACCESSIBLE. FASTEN A/C FRAMING DIRECTLY TO I -BEAM W/ (2) Y/4"O BOLTS W/ 5/8" WASHER AND NUT @ EACH CORNER. ISOLATOR PADS BEYOND. MIN. 4 PER UNIT 4 ALT. A/C UNIT TIE -DOWN DETAIL PRODUCT REVISED C) SCALE: 3"=1'-0" asd g Ging with the Florida BuiNOA-No. 16-0601.01 Expiration Date 01/1512019 Byi �_ Mia i- eProduct Control 17 L. BENNARDO, P -E. ?3 ry 0 �} A M z .LUr.M = Ln rn U=rnLL Lu i-ri!� ¢o Z N F -t Z <rn � kj x Q t) M 0 G F --f ni z 0 S a 2 J J J 010'014 m z z J(m/1 Niy !�--7r a52 00ro r � � I�LL�� X13 y U tY G p �il O Y wrwr iiLLab� ¢� 15-2476 SCALE: NTS IPAGE DESCRIPTION: COVERSHEET OF g n SUPPORT ANGLE (4) #14 SAE GRADE 2 SHEET METAL SCREWS WITH %"0 MIN. WASHER PER SUPPORT ANGLE END, TYP. ROUND TUBING UNIT �—DEPTH<STAND — 1 DEPTHI .I I I I f STAND DEPTH SUPPORT ANGLE 1A ATTACHMENT DETAIL Z p 3" = V-0" PROVIDE (2) #14 SMS SUPPORT ANGLE 5 THRU I -BEAM FLANGE (PROVIDE 1"x2" NOTCH) INTO SUPPORT ANGLE PROVIDE (2) #14 SMS THRU I -BEAM PROVIDE 2"xi"x8" WEB INTO CLIP ANGLE 2" LONG W/')" FILLET WELD AS SHOWN ROUND TUBING SUPPORT ANGLE 16 ATTACHMENT DETAIL 1Q 3„ = 1'-0" v d I -BEAM MUST BE I PARALLEL TO TRUSSES o J FOR THIS DETAIL FE ROUND TUBING ADJACENT POST (2) 3"x3"x%" 6061-T6 CONTINUOUS ALUMINUM ANGLE TO MATCH BASE PLATE FOOTPRINT 1 ABOVE. UTILIZE (1) m ANGLE EACH SIDE OF ANCHOR ROW, SEE SIDE VIEW FOR MORE EXISTING WOOD TRUSS DETAILS. MEMBERS (G=0.55 MIN.) OR %" A36 MIN STEEL (INTEGRITY BY OTHERS), TYP. SUPPORT ANGLE FASTEN ANGLE VERTICAL LEG TO 22 GA (0.0299" MIN.) STEEL ----_ - HOUSING WITH (4) #14 SAE GRADE 2 MIN. SHEET METAL SCREWS AT EACH UNIT CORNER SECTION A -A (SIDE -VIEW) ENGINEER OF RECORD TO VERIFY THAT THE HOST STRUCTURE CAN SUPPORTTHE REACTIONS SHOWN IN DESIGN SCHEDULES ROUND TUBING 4C r-�M HOST STRUCTURE - f -Z / lz- / ..!z /—i 2 BASE PLATE REACTIONS 1 d 3" = 1'-0° —j- ANCHOR SCHEDULE ANCHOR HOST ASSEMBLY, TYP. 0 STRUCTURE STAND DEPTH PER I" DESIGN SCHEDULE o TYP. EDGE r STEEL ROUND TUBING O Il BASE PLATE fi { MEMBERS (3/6- MIN HOST THICKNESS) y 318"0 POWERS CARBON STEEL WEDGE -BOLT CONCRETE 3 (4) /g 0 SAE GRADE 5 SEE ANCHOR CONNECTION' A -A THIS DETAIL ANCHOR WITH VO MIN. WASHER, 2-1/2" EMBEDMENT & 6" THREADED RODS WITH MIN EDGE DISTANCE, SEE BASE PLATE COMPONENT #6 w Y4"O MIN. WASHER AND PROVIDE 2" MIN LAG SCREW z LOCKING NUTS, TYP, iv N UTILIZE LOCKING NUT I TIP TO TIP SPACING &:Y4" MIN. WOOD EDGE DISTANCE. EACH SIDE OF ALUMINUM n ANGLE TYP SEE ANCHOR CONNECTION B -B THIS DETAIL (2) 3"x3"x%" 6061-T6 CONTINUOUS ALUMINUM ANGLE TO MATCH BASE PLATE FOOTPRINT 1 ABOVE. UTILIZE (1) m ANGLE EACH SIDE OF ANCHOR ROW, SEE SIDE VIEW FOR MORE EXISTING WOOD TRUSS DETAILS. MEMBERS (G=0.55 MIN.) OR %" A36 MIN STEEL (INTEGRITY BY OTHERS), TYP. SUPPORT ANGLE FASTEN ANGLE VERTICAL LEG TO 22 GA (0.0299" MIN.) STEEL ----_ - HOUSING WITH (4) #14 SAE GRADE 2 MIN. SHEET METAL SCREWS AT EACH UNIT CORNER SECTION A -A (SIDE -VIEW) ENGINEER OF RECORD TO VERIFY THAT THE HOST STRUCTURE CAN SUPPORTTHE REACTIONS SHOWN IN DESIGN SCHEDULES ROUND TUBING 4C r-�M HOST STRUCTURE - f -Z / lz- / ..!z /—i 2 BASE PLATE REACTIONS 1 d 3" = 1'-0° —j- ANCHOR SCHEDULE ANCHOR HOST ANCHOR DESCRIPTION TYPE STRUCTURE 3/8"0 SAE GRADE 5 SHEET METAL SCREWS WITH Q STEEL VO MIN, WASHER, TO STRUCTURAL A36 STEEL MEMBERS (3/6- MIN HOST THICKNESS) 318"0 POWERS CARBON STEEL WEDGE -BOLT CONCRETE 2M CONCRETE ANCHOR WITH VO MIN. WASHER, 2-1/2" EMBEDMENT & 6" MIN EDGE DISTANCE, SEE BASE PLATE COMPONENT #6 (ON SHEET 2) FOR TYPICAL ANCHOR SPACING. 3❑ WOOD- 'SEE DETAIL 4/10 OR SITE SPECIFIC ENGINEERING IS REQUIRED 3B"0 SAE GRADE 5 THRUBOLT WITH 1"0 MIN. ® STEEL WASHER & NUT, TO STRUCTURAL A36 STEEL MEM8ERS 3/6" MIN HOST THICKNESS 1" ITY .) = ROUND TUBING 4tJ 4 ANCHORS PER PLATE (SEE ANCHOR SCHEDULE) ' 0 1$5" 0.185" FILLET WELD BASE PLATE 6 { FULL POST CIRCUMFERENCE TQ BAS€ PLATE HOST STRUCTURE PERJ ANCHOR SCHEDULE 1 STANDARD BASE PLATE 7 3 ATTACHMENT DETAIL 10 SCALE: 3"=V-0" 1" TYP EDGE ANCHOR A -A (WOOD MEMBER) ADD (4) �"0 LAG SCREW, %-0 MIN. WASHER, 3Y2" MIN. EMBED, 3/4' MIN. EDGE DISTANCE. UTILIZE (2) TOP AND (2) BOTTOM, -TYP. ANCHOR B -B (STEEL MEMBER) ADD (4) %"0 THRUBOLT,3/4"O MIN. WASHER AND LOCKING NUT. UTILIZE (2) TOP AND (2) BOTTOM, TYP. ALTERNATE BASE PLATE ATTACHMENT 4 AT WOOD/STEEL TRUSS MEMBERS 10 1 SCALE: 3"=V-0" DETAIL BASE PLATE PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0601.01 Expiration Date 01/15/2019 By Miarhi-D,Product Control ANCHOR NOTES: 1. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 2. ENSURE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE FOR EACH ANCHOR. 3. WOOD HOST STRUCTURE SHALL BE "SOUTHERN PINY" G=0.55 OR GREATER DENSITY. ALL CONCRETE SUBSTRATE SHALL BE UN -CRACKED CONCRETE AND SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 300D PSI. CONCRETE SUBSTRATE THICKNESS SHALL BE GREATER THAN OR EQUAL TO 1.5xANCHOR EMBEDMENT. INSTALL CONCRETE ANCHORS TO UN -CRACKED CONCRETE ONLY. 4. MINIMUM EMBEDMENT SHALL BE AS NOTED IN ANCHOR SCHEDULE. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES ROOFING FINISHES. S. WHERE EXISTING STRUCTURE IS WOOD TRUSSES, EXISTING CONDITIONS MAY VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD TRUSS MEMBERS, NOT INTO PLYWOOD. ROUND TUBING (4) %"0 SAE GRADE 5 THREADED RODS WITH 34"0 MIN. WASHER AND LOCKING NUTS, TYP. EXISTING TRUSS MEMBER (2) 3"x3"x�/e" 6061-T6 ALUMINUM ANGLE TO MATCH BASE UTILIZE LOCKING NUT PLATE FOOTPRINT EACH SIDE OF ALUMINUM M ABOVE, ANGLE, TYP. 3" SECTION B -B (SIDE -VIEW 6LID FOR ( 1 ONLY W/01®c1WA1 E� ,� •-art. wy.j a- Q> ak; i ¢a W �0 WN 0u LLJ U'.i W NO'i o� z• In LLI, •I• p W w d •• • Ln U M Lo o .°J z n v < u fn 0 3: 3 > H E tD J 2 Qw in < m o P-4 .M z z 0 X 0. U m m W ¢Q FL a K� a Cott �S� WZ��l�o COPYRIOHT ENGINEERING EXPRES 15-2476 SCALE: NTS I - PAGE DESCRIPTION: COVER SHEET of u 4 L' 1 MIAMI•DADE DEPARTMENT OF REGULATORY AND ECONONJIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA Thybar Corporation 913 South Kay Avenue Addison, IL 60101 AIIAlYII-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 {i9vw.rllia nridacle.pov/economy SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction material';. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having J wtisdic tion (AHS ...... This NOA shall not be valid after the expiration date stated below. The Miami-Dac .4u:ty ProducMontro? Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade C.Qva;)•reserve the tight tca....: have this product or material tested for quality assurance purposes. If this product or material fails td pefforni in* •• the accepted manner, the manufacturer will incur the expense of such testing and the eANJ may'immediately. .: . . • revoke, modify, or suspend the use of such product or material within their jurisdiction.*?=' leservae-gAight to,..... revoke this acceptance, if it is determined by Miarni-Dade County Product Control Si3ctOn that this product or .• material fails to rneet the requirements of the applicable building code. • • • • • This product is approved as described herein, and has been designed to comply with thengk%elocityJiinxicane :0 0• Zone of the Florida Building Code, 000 • • • DESCRIPTION: TC -5 Style Steel Roof -Curb for Carrier Rooftop Units APPROVAL DOCUMENT: Drawing No, RC07653, titled" Roof curb by Thybar Corporation ", sheets 1 through 5 of 5, prepared by Paul Selman, P.E., dated October 07, 2009, last revision #4 dated May 15, 2013, signed and sealed by Paul Selman, P.E., bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each roof -curb shall bear a permanent label with the manufacturer's name or logo, Addison IL, Akron OH, Louisville KY, Dallas TX, or Reno NV and the following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no . change in the applicable building code negatively affecting the performance of this product. TERMJNATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsennent of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official.. This NOA reneivs NOA It 12-0828.01 and consists of this page 1, evidence submitted pages E-1 & E-2 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Mahar, P.E., M.S. `� I % ;1 / / / NOA No. 15-0218.11 MIAMI-DADECOUNTYe✓ /.-' , fir' Expiration Date: 02/03/2020 „ r Approval Date: 03/12/2015 a7 / / z ,' G. c { 5 Page I 4 Thybar Corporation NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 09-0416.04 A. DRAWINGS 1. Drawing No. RC07653, titled " Roofcurb by Thybar Corporation ", sheets I through 5 of 5, prepared by Paan Selman, P.E., dated April 29, 2009, last revision 41 dated October 28, 2009, signed and sealed by Paul Selman, P.E. B. TESTS E-1 1. Norte. C. CALCULATIONS ...... " 146 MPH T•T,ind Load Calculation ", di7ted�.4,lrri1 1.4, 2Q09, ...... 1. Calculation titled sheets I through 4 of 4, signed and sealed by Paul J. Selman, 11%, - 0 • • • • • • 2. Calculation titled " 146 MPH TVind Load FBC 2007", dated•C6eber 28, 2009, :....: sheets I through 35 of 35, signed and sealed by Paul J. Selman f' E. :' . • • , • • • D. QUALITY ASSURANCE ""' • • • • • 1. By kliand-Dade County Building Code Compliance Office. • E. MATERIAL CERTIFICATIONS 1. None. ' ..' : • • ' 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 12-0828.01 A. DRAWINGS 1. Drmving No. RC07653, titled " Roof curb by 'Thybar Corporation ", sheets I through 5 of 5, prepared by Paul Selman, P.E., dated October 07, 2009, last revision #4 dated May 15, 2013, signed and sealed by Paul Selman, P. E. B. TESTS 1. None. C. CALCULATIONS 1. Calculation titled "Maximum sized Carrier Curb to Structure Bolt Analysis", dated May 16, 2013, one sheet, signed and sealed by Patti J. Selman, P. E. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources. E. MATERIAL CERTIFICATIONS 1. drone. alelmy A. h1akar, P.t., M.S. . Product Control Unit Supervisor - NOA No. 15-0218.11 Expiration Date: 02/03/2020 Approval Date: 03/12/2015 E-1 Thvbar Corporation NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. Calculation titled "Minimum sized Carrier Curb to Structure BoltAnaly4i�".:. dated k4 ,16, 2013, one sheet, signed and sealed by Paul J. f ebUriv, RE' 00.00. D. QUALITY ASSURANCE • • • 1. By Miami -Dade County Department of Regulatory and Econoruic Pesoures . • • E. 'MATERIAL CERTIFICATIONS ";": % • _ • • 1. None. ...... • Z e1my A. Malar, P.E., M.S. Product Control Unit Supervisor NOA No. 15-0218.11 Expiration Date: 02/03/2020 Approval Date: 03/12/2015 E-2 •0009. 0900•. ••f f•9 ffffr 9f{9ff • f f{.••• .0890. r? Building Structure; Wide Flange Beams Shown, Bar Joist or Steel Purlins Also Acceptable FA Bolts Holding Unit and Curb to Building Structure. Min. 16, See Detail (H) For All Unit Sizes. HVAC Unit by Cancer Corporation I z �f i 'w- t• This Notice of Acceptance application is limited to the attachment of the HVAC unit to the roof curb, the roof curb Itself and the Assembled Isometric View attachment of the roof curb to the roof structure, Therefore, the restraint system shown in these drawings will be Analysis: 1) The design wind toad for a rooftop -mounted HVAC unit was determined acceptable for all Carrier units with the following model numbers: following the requirements of FB02010 section 1609.1.1 and Section 29.5 of The American Society of Civil Engineers Standard 7 (ASCE7-i0). 48/50XXYY General Notes: 2) Static analysis %Yes used to ensure that all components between the 1) These drawings provide a method of attachment so that a Carrier Corporation rooftop -mounted HVAC unit and the building structure are of sufficient manufactured HVAC unit will be able to resist the force generated bya • strength. wind when the unit is installed on a Thybar Corporation manufactured roofcurb as required by the latest version of the Florida Building Code (FBC). a) The load path from the rooftop equipment to the building structure is of sufficient strength to keep the equipment in place while resisting the tension, 2) The following analysis is being submitted to the Mleml-Dade County Product Control shear. moment and uplift forces generated by the wind force acting on the Section for review and consideration in assigning a Notice of Acceptance (NOA) for rooftop equipment. Carrier units installed on Thybar Corporation roofourbs and restraint brackets. b) The rooftop unit restraints, the roofeurb ►vaii and the curb attachments 3) The design pressures as determined from Section 1620 of FBC, 2010 Edition and to the building structure were all designed and manufectured with the ability ASCE 7-10 must be multiplied by 0.6 to safely transfer the wid-generated force into the building structure. Max lateral pressure 145.7 (psi), Max uplift pressure 70.5 (psf) HVAC Unit by Carrier Corporation ^� Unit Dimensions Lmax WmaxHmax 157.75` 86.375" 57.37G` PRODUCT RENC1' E 3 as comrlyin{ Willi the Florida Building C,udc Acceptwice Cxpilion Date c - Z Miami Da4�9.6&01 C'�irtrot t Restraint Bracket YfP} Holding Unit to Curb See Sheet 5 Quantity of restraint brackets to be determined by project specific calculations. TEK Screws Holding Unit to Bracket Roofcurb by Thybar Corporation See Sheet 2, 3 & 4 Roofeurb by Thybar Corporation See Sheet 2, 3 & 4 Sealing of roofing material to roof curb nail is not part of this appicatic Rooting material should be addressed by approv NOA for each proje Boils Holding Unit And Curb to Building Struc' 000.00 0000 TEIC Screws • • • • • • Holding Curb to Bracket • •'. �' 0000.• • • •• • • ••000• • • •000.0 • •• • 0 • • •• • I?120DUCT 11BVISI'D as cnmpl)ring%%ith (Ito Florida i3uiidinl;Cod; Z. ,O q Z'8. c> Nuts & Lock Washers A,cceptssncO ho lxpirgtion Dato o! o� 2 ai S Holding Unit And Curb to Building Structure Mfnmi Datkir i duct Corstrot Building Structure; Q Wide Flange Beams Shown, Exploded End View Bar Joist or Steel Pudins Also Acceptable nr-"eotn Al WIQ7f117V 0000 • • 0000 • 0000 • i Revised according to H. Maker comments of 10/0712009 10/7/2009 PJSelman 2 Revised par FBC2010 Requirenienls 12/1012012• TAmbrosint 3 Revised according to H. Maker comments of 2/8/2013 2/11/2013 TAmbrosini 4 Revised according to H. A4akar comments of 5/14/2013 5/15/2013 TAmbrosint Thybar Corporation ThyCurb .✓�- Qty: Job # : Tag: ❑ Paid Scluao.F:ocida P.E. 653 11 Dwg. RC07653.idw By: Vince Cervantes Date: 4/29/2009 ❑ 913S.f ay601010 &;Ij / /x 'RC0%653 Sheet I Of 5 Addison ILGOIOI /(? r[� •0• 13 0000• ------------ A 13 B Varies according to model number on page 1_ Varies according to model number on page 1. I t—'1 A Restraint bracket quantity to be determined by project specific calculations. SECTION A -A Varies according to model number on page 1. O (7) 1110TEK Screws �f Per Restraint, i3radket. ✓/ 2' O.C. Spacing Holding Restraint Bracket to Roof Curb 14 In Max. DETAIL G C I 1" Ductiiner G Prime Galy Steel 14 Ga. (0.07" min.) Curb Wail with Fy-33,000 psi (min.) SECTION B•B HAVC Unit Baserall (7) 1110 TEK Scenes Per Restraint Bracket. 2' O.C. Spacing Holding HVAC Unit to Restraint Bracket Pnul ZelmIn FlnriO P.C. 65313 SA Ad on tcOnuo 6/f ` t=0.07` (min.) Structural steel (Ty Provided By Others 2x4 Wood Naller 0000• ------------ ------ ----- - E I t t i I 1 I I _ SIA I � C 20 GA. INSULATED RECESSED TOP PAN i t 1 1 P• I B I R,A L 7 i I I l ;ax. �. 000000 24 In •. •. •• . •.• l—t B Varies according to model number on page 1_ Varies according to model number on page 1. I t—'1 A Restraint bracket quantity to be determined by project specific calculations. SECTION A -A Varies according to model number on page 1. O (7) 1110TEK Screws �f Per Restraint, i3radket. ✓/ 2' O.C. Spacing Holding Restraint Bracket to Roof Curb 14 In Max. DETAIL G C I 1" Ductiiner G Prime Galy Steel 14 Ga. (0.07" min.) Curb Wail with Fy-33,000 psi (min.) SECTION B•B HAVC Unit Baserall (7) 1110 TEK Scenes Per Restraint Bracket. 2' O.C. Spacing Holding HVAC Unit to Restraint Bracket Pnul ZelmIn FlnriO P.C. 65313 SA Ad on tcOnuo 6/f ` t=0.07` (min.) Structural steel (Ty Provided By Others 2x4 Wood Naller H kU f SECTION C -C PRODUCTR8VlSED m complying with the Florida DO, ding Godo AcnpIrKtco No j Z– C 8 2 j f3xpiCfll0q T3310 7, oft) Mlarrll Uadcs',Yxluc, Control DETAIL H 1 112 in Min (16)112"0 A307 throughbohs per curb for all unit sizes, min (5) on each curb long side and min (3) on each curb short side, holding roof curb to building structure. PRODUCr IMNEWED as eomisiying wish the Florlda fluildiagCodo � Acm)tD1:C0NoG'Z-�• Expiration Uaie By-�. IVIIQh'l rlaltc�todUCi ��ontioi 0000• • •• ;ax. �. 000000 24 In •. •. •• . •.• ...... . . .. 0 0 0.000 •• .. . .. H kU f SECTION C -C PRODUCTR8VlSED m complying with the Florida DO, ding Godo AcnpIrKtco No j Z– C 8 2 j f3xpiCfll0q T3310 7, oft) Mlarrll Uadcs',Yxluc, Control DETAIL H 1 112 in Min (16)112"0 A307 throughbohs per curb for all unit sizes, min (5) on each curb long side and min (3) on each curb short side, holding roof curb to building structure. PRODUCr IMNEWED as eomisiying wish the Florlda fluildiagCodo � Acm)tD1:C0NoG'Z-�• Expiration Uaie By-�. IVIIQh'l rlaltc�todUCi ��ontioi r�`��1Q,S(�+�-- Qty: Paul S V1 R -Florida P.13.65313 Dwg. 1 913 S. Kay Ave= /// �/ Addison 1L 60101 06,4 (-22.J R( ad Angie o placo b base Installing n page 2. [2Q�11Ct i.k?S�ISi?D complying yrith the Florida aildiIIg COdJ Q cceptanco 1\10 q)Ir tionnrrte,�, 3 y11 llarnl badc�bduct Cantrot PRODUCT RENEWED q.s complying with the Florida Building Code Acceptanca Na r - Exput ion Date c 2 a c, G By f}�` yare�• Miami Dat,; tinct Canirol A 0.7627 UP 9" •• • •• • UP 90" - ... .. . _..._.._......---------_..— —--._._ — -- ---- ----- o O •• • • •• • 01-1 3.0027 02-1 3.0027 • 1.7405 0.7627 1.7405 .. ., 0.7527 ----- -- -\� . . • • • •• • UP 90° UP 90° UP 90° UP 90 UP 90° -----__..—___.---__..--.--.------- 03-1 Q3-1 3.0027 0.9327 06-1 0.9327 -1 UP 90° Paul SCInmo florid9 P.C. 65313 913 S. Kay Avenue Addison 1L 60101 PRODUCT RE, NUMED 05-2 as complying, tvith lire Florida PRODUCT RLVISP.D Buildiug Code ncomplying tt'fthth3VW& AccrtrtanceNoLz o ZLB 11 $uilding CodeExpiration Dale ,4ecrplanca Wo f Z- d$ O t Nv�iro itxt l?atc b Z o 3 r33' '� Miu�ri T�rufc p. ttt C:.tttttc� Mimi TWO U" .tr1 Ntaol� 1196 In Max t=Uga. I with Fy=33,00 Formed View x U 2.0 1C Flat Pattern Restraint bracket capacity Bracket capacity is the minimum of bracket shear and tensile capacities with a factor of safety = 2.0 5,270 =minimum of 8,445 and 5,270 5,270 / 2 Factor of Safety = 2,6351b Restraint bracket quantity Restraint bracket quantity is determined by project specific calculations, performed by a Florida licenced PE or Florida registered Architect, that consider the unique combination of unit size and applicable lateral and uplift pressures for each specific job. See sheet #1 for maximum unit size and maximum uplift and lateral pressures. K Screw Attaatrntsnt Carrier Unit Base Pa»t Scthanh vtocid.s P.E. 65313 913 S. Kap Avoue ,,,�`/�j/ AddisonlLG010i �J�! CF! PRODUCT RRVDSPD as complying wish tho Florida Bu[iding Ccxte AmpiancoNo082 irj .Oi t?xplr lion Date O 2 13Y1-, - Z' }AIS ri Dad - ' oduct Control [.6305 In Max --1.9402 [n Max 19.579 in Max 055 in Max )27 in Max i O i I . � i O O o { O i I O In Max I O of of Zi Z)# �f Qj it o jI ( ° O i { ` O O { I Flat Pattern Restraint bracket capacity Bracket capacity is the minimum of bracket shear and tensile capacities with a factor of safety = 2.0 5,270 =minimum of 8,445 and 5,270 5,270 / 2 Factor of Safety = 2,6351b Restraint bracket quantity Restraint bracket quantity is determined by project specific calculations, performed by a Florida licenced PE or Florida registered Architect, that consider the unique combination of unit size and applicable lateral and uplift pressures for each specific job. See sheet #1 for maximum unit size and maximum uplift and lateral pressures. K Screw Attaatrntsnt Carrier Unit Base Pa»t Scthanh vtocid.s P.E. 65313 913 S. Kap Avoue ,,,�`/�j/ AddisonlLG010i �J�! CF! PRODUCT RRVDSPD as complying wish tho Florida Bu[iding Ccxte AmpiancoNo082 irj .Oi t?xplr lion Date O 2 13Y1-, - Z' }AIS ri Dad - ' oduct Control [.6305 In Max --1.9402 [n Max PRODUr'r R-,NF,%VCD ns complying "41h (bo F'100 3 Building Cods Accepime N''a f5"— O Z Eapir lion D11ej.1` Z a ,3v_-�' Mir,�u Dadcd`rr;t Gmtro , ...... . .. . PRODUr'r R-,NF,%VCD ns complying "41h (bo F'100 3 Building Cods Accepime N''a f5"— O Z Eapir lion D11ej.1` Z a ,3v_-�' Mir,�u Dadcd`rr;t Gmtro , 8 A 8 7 6 Optional Mounting '14.0 MIN TO Q DETAIL A SCALE 1 :8 QTY. 3 - 1/4" SDSM SCREWS AND WASHERS PER BRACKET, (6) BRACKETS QTY. 1 - 3/8" SAE GR5 BOLT, NUT AND WASHER PER BRACKET INTO PROPERLY DESIGNED METAL STAND (BY OTHERS) OR QTY. 1 - 3/8" POWERS WEDGE -BOLT+ ANCHOR PER BRACKET INTO MINIMUM 2000 PSI CONCRETE (BY OTHERS), AS FOLLOWS: 2-1/8" MIN EMBED 2-3/4" EDGE DISTANCE 2-1/2" MIN SPACING 6 4. y THRU .75 GALVANIZED STEEL 16 GA., 90 DEG. BRACKET —F—� 2.00 Ci i - —s ; 2.00 ---- 3X 2b .®. .e. TH R U 1 j 2.50 7 5 -- I 8 7 6 5 CARRIER Chassis 1 & 2: 4 3 2 Models: 48/50TC and 50TCQ - size 04 (min) through 07 (max) 48/50KC, 50KCQ, 48/50HC, 50HCQ and 48/50LC - size 04 (min) through 06 (max) Each condenser unit listed above conforms to the Florida Building Code 5th Edition (2014) requirements for installation including High Velocity Hurricane Zone (HVHZ), Risk Category III/IV (V =186 MPH), exposure category "D", and installation height up to and including 65 feet above grade. Worst Case is -07 (Chassis 2) 74-3/8" x 46-3/4" x 41-3/8" ALLOWABLE DESIGN PRESSURES FOR THE UNIT ITSELF: Design Lateral Pressure = 197.2 psf Design Uplift Pressure = 95.4 psf Unit itself will withstand wind loads imposed by 197.2 psf lateral and 95.4 psf uplift design pressures, provided the 16 GA. galvanized base rails are fastened to a properly designed concrete slab, metal stand, curb, curb adapter, or other suitable mounting arrangement and all factory supplied assembly fasteners are in place. 2.00 2.25 q 6.00 2.75 GALVANIZED STEEL, 16 C SECURE Z -BRACKET TC INSIDE CURB PRIOR TC ROOFTOP INSTALL ROOFTOP BASE PAN SEAL STRIP (BY OTHERS) 2X.25 X 1.00 (SUPPLIED) /�0/7'N C 77--7i ROOF C (BY OTHERS) —"I/ %" " SCALE 1 :4 5 4 N 0. Rem* 0 CO N O Q'•CV eq L.L eq o, e0 w �•cn m c� ..` a�� • i• a,'v ti 0000.. E• 0000.. 3 2 E 8 A ••.•.• 00 000000 00000. 00000 00000 000000 0' •00000 00000. N QTY. 4 - TEK .25-6.00 GALVANIZED SHEETMETAL N S.D. SCREWS AND WASHERS PER Z -BRACKET, (4) BRACKETS 9 nL .ice W �0 e % o O \ / ' N 06 w 1.56 APPROX'— N .o ' Elf O �\--4X U .25 X 6.00 (SUPPLIED) U N 9 —ROOF CURB WOOD NAILER QTY. 2 - TEK .25-1.00 z o 0 GALVANIZED SHEETMETAL o \—ROOFTOP BASE RAIL S.D. SCREWS AND WASHERS '�"—HOLD-DOWN - BRACKET PER Z -BRACKET, (4) BRACKETS (SUPPLIED) PRIOR TO SEAL STRIP INSTALL 3 2 E 8 A ••.•.• 00 000000 00000. 00000 00000 000000 0' •00000 00000. 8 7 6 5 Rational Analysis: Worst case is -07 (Chassis 2) 74-3/8" x 46-3/4" x 41-3/8" tall Design Pressures complying to FBC Building 1620.6 (HVHZ): V = 186 mph (Risk Cat. III/IV), For Exp.Cat. "D" and Z = 65 ft, Kz = 1.33, Kzt = 1.0, Kd = 0.90 qz = .00256KzKztKdV2 = 106.01 lb/ft2 Using 1620.6, Lateral Wind Pressure = WL = gz(3.1) = 328.64 lb/ft2 D Uplift Wind Pressure = UL = gz(1.5) = 159.02 lb/ft2 Factoring in the required Load Combination factor (0.6): Design Lateral Pressure = WL(0.6) = 197.18 lb/ft2 Design Uplift Pressure = UL(0.6) = 95.41 Ib/ft2 Since positive pressure acts toward the surface being considered and negative pressure acts away, only the uplift pressure will remove a panel from the machine. The design lateral pressure which is considered to act toward the windward surface is recognized to be a combination of the pressures acting on the windward and leeward surfaces. Wall pressure coefficients from ASCE7-10, Chapter 27, Figure 27.4-1 may be used to distribute the Design Lateral Pressure into positive and negative componenets acting on the windward and leeward surfaces, respectively. LB = 46.75/74.375 = 0.63 for wind on long (74-3/8") side L/B = 74.375/46.75 = 1.59 for wind on short (46-3/4") side ti Worst case positive pressure coefficient is 0.8 for windward wall which has a corresponding negative pressure coefficient of 0.5 on the leeward wall. The worst case negative pressure coefficient is 0.7 for the sidewall (side parallel to wind). Since the windward and leeward wall pressures act in the same direction, the distibuted pressures are C computed as follows: Lateral Positive Design Pressure = 197.18 (0.8) / (0.8 + 0.5) = 121.34 Ib/ft2 (Worst Case Positve) Lateral Negative Design Pressure = 197.18 (0.5) / (0.8 + 0.5) = 75.84 lb/ft2 Sidewall Negative Design Pressure = 197.18 (0.7) / (0.8 + 0.5) = 106.17 lb/ft2 (Worst Case Negative) 22 ga. panels and columns are fastened together and to 16 ga. base rails using #10 serrated washer head self piercing screws having 0.425" head diameter, 0.19" nominal diameter, and 0.14 minor diameter. These screws are expected to exhibit the following properties based upon JCC -ES Report ESR -2196: Pullout Strength in 22 ga. = 306 lbs (ultimate) Pullover strength of 22 ga. = 828 lbs (ultimate) Shear Strength in 22 ga. = 684 lbs (ultimate) Pullout Strength in 16 ga. = 450 lbs (ultimate - based upon 18 ga.) Shear Strength in 16 ga. = 927 lbs (ultimate - based upon 18 ga.) For Top Panel (48TC500235): 8 73.6" x 45" draw formed panel anchored at edges and through top to center panel and control box. Worst case portion is over air handler section since condenser section has a large hole in the top causing internal and external pressure to be equal. For portion tributary to air handling section: A = 45(38.6)/12(12) = 12.06 ft2 Load = 12.06 (95.41) = 1150.9 lbs For outside edge (7 screws, all in shear), screw load = 1150.9/2(7) = 82.2 lbs Safety Factor = 684/82.2 = 8.3 OK For inside edge (8 screws, 4 in tension), screw load = 1150.9/2(8) = 71.9 lbs Safety Factor = 306/71.9 = 4.3 OK Sheet 5 For Inside Panel (50HJ540465): 44.84" x 37.53" draw formed panel anchored at edges with 5 screws through face at top and bottom and 5 screws each vertical edge through flange perpendicular to face (10 screws in tension, 10 screws in shear). A = 44.84(37.53)/ 12(12) = 11.69 sqft Load= 11.69(106.17) = 1240.7 l.bs Screw Load = 1240.7/20 = 62.04 lbs Safety Factor = 306/62.04 = 4.9 OK A For Access Door ( 48TM500284): 33.5" x 36.5" draw formed panel anchored with 2 screws through face each vertical side, 3 screws through face at bottom edge and top edge fits inside top panel (trapped). A = 33.5(36.5)/12(12) = 8.49 sqft Load = 8.49(106.17) = 901.5 lbs Screw Load = 901.5/2(5) = 90.15 lbs Safety Factor = 306/90.15 = 3.4 OK for Components and Cladding 4 3 2 For Access Panel ( 48TM500345): 12.13" x 373" draw formed panel anchored with I screw through face each vertical side, 1 screw through face at bottom edge and top edge fits inside top panel (trapped). A = 12.13(37.3)/12(12) = 3.14 sqft Load = 3.14(106.17) = 333.6 lbs Screw Load = 333.6/2(3) = 55.60 lbs Safety Factor = 306/55.60 = 5.5 OK for Components and Cladding Remaining panels are trivial cases of the above due to greater fastener quantity or having openings that limit negative pressure effects. For connection of upper frame and panels to base rails: 12 screws each long side fasten frame columns and panels to the long base rails. 5 screws fasten inside panel to short base rail at air handler end. Opposite end is louvered and has a large opening in the top and mesh over cooling coils. Screws fasten 22 ga. panels and columns to 16 ga. base rails. Lateral Wind Area = AL = 73.6(37.53)/12(12) = 19.18 sqft Lateral Design Load = 19.18(197.18) = 3782 lbs Overturning Moment = 3782(37.53)/2 = 70975 in -lb Uplift Wind Area = AU = 73.6(45)/12(12) = 23.0 sqft Uplift Design Load = 23.0(95.41) = 2194 lbs Uplift Moment = 2194(45)/2 = 49375 in -lb Screw Load = (70975 + 49375)/12(45) = 222.9 lbs (shear) Safety Factor = 927/222.9 = 4.2 OK Unit itself will withstand wind loads imposed by 197.18 psf lateral and 95.41 psf uplift design pressures provided the 16 gage galvanized base rails are properly fastened to a suitable slab, stand, curb, curb adapter, or other suitable mounting arrangement and all factory supplied assembly fasteners are in place. For connection of unit base rails to properly designed curb, metal stand, or structural concrete (by others): Lateral Wind Area = AL = 74.375(41.375)/12(12) = 21.37 sqft Lateral Design Load = 21.37(197. 18) = 4214 lbs Overturning Moment = 4214(41.375)/2 = 87,172 in -Ib Uplift Wind Area = AU = 74.375(46.75)/12(12) = 24.15 sqft Uplift Design Load = 24.15(95.41) - 0.6(607) = 1940 lbs Uplift Moment = 1940(46.75)/2 = 45,348 in -lb For connection of 16 ga. (min) straps, clips, or brackets spaced 48" min apart to unit base rails on long sides using 1/4" (#14) self -drilling screws: These screws are expected to exhibit the following properties based upon ICC - ES Report ESR - 1976 Pullout Strength in 16 ga. = 573 lbs (ultimate) Shear Strength in 16 ga. = 1389 lbs (ultimate) Using (3) screws per strap, clip, or bracket, with (3) straps, clips, or brackets each long side: Screw Load = (87,172 + 45,348)/3(3)(46.75) = 315.0 lbs (shear) at base rail outer surface Safety Factor= 1389/315.0 = 4.4 OK for Components and Cladding For Z -brackets similar to Micrometl design but modified to eliminate hidden structural fasteners anchored to 18 ga. (min) curb (by others): Shear Strength in 18 ga. = 1218 lbs (ultimate) Screw Load = (87172 + 45348)/2(4)(42.69) = 388.0 lbs (shear) at curb inside surface Safety Factor = 1218/388.0 = 3.1 OK for Components and Cladding For Brackets 3.25-4.13" wide x 2" x 2-1/211, 16 ga. (min), spaced 24.0" (min) on -center into base rails, Using (3) screws per bracket, (3) brackets each long side: Anchor Load = (87172 + 45348)/3(47.5) = 930.0 lbs (tension) Anchor Load = 4214/6 = 702.3 lbs (shear) at 3/4" beyond baserail outer surface For 3/8" SAE Gr. 5 bolts with nuts and washers to steel (by others): Safety Factor = 3720/930.0 = 4.0 (tension) OK Safety Factor = 1937/702.3 = 2.8 (shear) OK For 3/8" Powers Wedge -Bolt + anchors with 2-1/8" (min) embedment into 2000 psi (min) concrete (by others), 4" (min) thick, 2-3/4" (min) edge distance, and 2-1/2" (min) spacing: Safety Factor = 3000/930.0 = 3.2 (tension) OK Safety Factor = 3100/702.3 = 4.4 (shear) OK 8 7 6 5 4 3 2 D I V) � O N to O M 0)co�m"o. •s 4ea)o .•. .y 000•210 • 0• •• 4)0a-itom N 63 EO U •. •A•(V d 0 vi m 0000.. '• 01 ° d0�ENO • � u`ri m u� 0000.. -.. •. LL . E•0 •000• p U 01• •• . Q, • 00000 • •00-0 .'.. .. 0 0.000• • 0' 0 • 0;. 0 0 0 000000 •00000 Z .Q r:0000•• •• • 0. 0 • 0 0 •• 0 0 0 V) cn N � Q B � U N J Q� o O Z .Q hi 0 N w 'O O Ln U OO U - A =0 0 1 U 8 FA 6 `Optional Mounting SDSM SCREWS AND WASHERS PER BRACKET, (6) BRACKETS QTY. 1 - 3/8" SAE GR5 BOLT, NUT AND WASHER PER BRACKET INTO PROPERLY DESIGNED METAL STAND (BY OTHERS) OR QTY. 1 - 3/8" POWERS WEDGE -BOLT+ ANCHOR PER BRACKET INTO MINIMUM 2000 PSI CONCRETE (BY OTHERS), AS FOLLOWS: 2-1/8" MIN EMBED 2-3/4" EDGE DISTANCE 2-1/2" MIN SPACING {� 6 6 e =.13 3.25 a I HRU GALVANIZED STEEL 75 01 . 16 GA., 90 DEG. BRACKET 2.00 2. Q -4- _— TH R U 2.50 8 7 6 QTY. 3 - 1/4" 5 4 3 2 CARRIER Chassis 3 & 4: Models: 48/50TC -size 08 (min) through 14 (max), 50TCQ -size 08 (min) through 12 (max) 48/50HC -size 07 (min) through 12 (max), 50HCQ -size 07 (min) through 09 (max) 48/50LC -size 07IC Each condenser unit listed above conforms to the Florida Building Code 5th Edition (2014) requirements for installation including High Velocity Hurricane Zone (HVHZ), Risk Category III/IV (V =186 MPH), exposure category "D", and installation height up to ands: Cr including 65 feet above grade. �� o00 Worst Case is -09 (Chassis 4a) 88-1/8" x 59-1/2" x 49-3/4" ALLOWABLE DESIGN PRESSURES FOR THE UNIT ITSELF: Design Lateral Pressure = 197.2 psf •..... Design Uplift Pressure = 95.4 psf Unit itself will withstand wind loads imposed by 197.2 psf lateral and 95.4 psf uplift design pressures, provided the 16 GA. galvanized base rails are fastened to a properly designed concrete slab, metal stand, curb, curb adapter, or other suitable mounting arrangement and all factory supplied assembly fasteners are in place. 2.00 2.25 4X .19 1.00 SPC 2X.193.00SPC GALVANIZED STEEL, 16 GA. ROOFTOP BASE PAN SEAL STRIP (BY OTHERS) 2X.25 X 1.00 (SUPPLIED) Nw/NWAR0.11 ROOF CURB v DETAIL C (BY OTHERS) SCALE 1 : 4 X �_4X .25 X 6.00 (SUPPLIED) -ROOF CURB WOOD NAILER Curb Mounting QTY. 4 - TEK .25-6.00 GALVANIZED SHEETMETAL S.D. SCREWS AND WASHERS PER Z -BRACKET, (6) BRACKETS 1.5t6 APPRO 5 4 ROOFTOP BASE RAIL HOLD-DOWN BRACKET (SUPPLIED) 3 QTY. 2 -TEK .25-1.00 GALVANIZED SHEETMETAL S.D. SCREWS AND WASHERS -. PER Z -BRACKET, (6) BRACKETS PRIOR TO SEAL STRIP INSTALL 11 2 O Qom+ t Q •••••• [11 � t9 W • • W o� a .... .• 70 A A D C B A 8 7 6 5 Rational Analysis: Worst case is -09 (Chassis 4a) 88-1/8" x 59-1/2" x 49-3/8" Design Pressures complying to FBC Building 1620.6 (HVHZ): V = 186 mph (Risk Cat. III/IV), For Exp.Cat. "D" and Z = 65 ft, Kz = 1.33, Kzt = 1.0, Kd = 0.90 Qz = .00256KzKztKdV2 = 106.0 psf Lateral Wind Pressure = WL = gz(3.1) = 328.64 lb/ft2 Uplift Wind Pressure = UL = gz(1.5) = 159.021b/ft2 Factoring in the required Load Combination factor (0.6): Design Lateral Pressure = WL(0.6) = 197.2 psf Design Uplift Pressure = UL(0.6) = 95.4 psf Since positive pressure acts toward the surface being considered and negative pressure acts away, only the uplift pressure will remove a panel from the machine. The design lateral pressure which is considered to act toward the windward surface is recognized to be a combination of the pressures acting on the windward and leeward surfaces. Wall pressure coefficients from ASCE7-10, Chapter 27, Figure 27.4-1 may be used to distribute the Design Lateral Pressure into positive and negative componenets acting on the windward and leeward surfaces, respectively. L/B = 59.5/88.125 = 0.68 for wind on long (88-1/8") side L/B = 88.125/59.5 = 1.48 for wind on short (59-1/2") side Worst case positive pressure coefficient is 0.8 for windward wall which has a corresponding negative pressure coefficient of 0.5 on the leeward wall. The worst case negative pressure coefficient is 0.7 for the sidewall (side parallel to wind). Since the windward and leeward wall pressures act in the same direction, the distibuted pressures are computed as follows: Lateral Positive Design Pressure = 197.18 (0.8) / (0.8 + 0.5) = 121.3 psf (Worst Case Positve) Lateral Negative Design Pressure = 197.18 (0.5) / (0.8 + 0.5) = 75.8 psf Sidewall Negative Design Pressure = 197.18 (0.7) / (0.8 + 0.5) = 106.2 psf (Worst Case Negative) 22, 20, and 18 ga. panels and columns are fastened together and to 16 ga. base rails using #10 serrated washer head self tapping screws having 0.425" head diameter, 0.19" nominal diameter, and 0.14 minor diameter. These screws are expected to exhibit the following properties based upon ICC -ES Report ESR -2196: Pullout Strength in 22 ga. = 306 lbs (ultimate) Pullout Strength in 20 ga. = 351 lbs (ultimate) Pullover Strength of 22 ga. = 828 lbs (ultimate) Pullover Strength of 20 ga. = 993 lbs (ultimate) Shear Strength in 22 ga. = 684 lbs (ultimate) Shear Strength in 20 ga. = 684 lbs (ultimate) Pullout Strength in 18 ga. = 450 lbs (ultimate) Shear Strength in 16 ga. = 927 lbs (ultimate) For Top Panel (50HJ501228): 87.32" x 57.68" draw formed 20 ga. panel anchored at edges and through top to 18 ga. center panel and 20 ga. control box. Worst case portion is over air handler section since condenser section has two large holes in the top causing internal and external pressure to be equal. For portion tributary to air handling section: A = 42.86(57.68)/12(12) = 17.17 sqft Load = 17.17 (95.41) = 1638.0 lbs For outside edge (8) screws, all in shear through 20 ga. top panel into 22 ga. indoor panel and corner posts: Screw Load = 1638.0/2(8) = 102.4 lbs Safety Factor = 684/102.4 = 6.7 OK for Components and Cladding For inside edge (5) screws in tension through 20 ga. top panel into 18 ga. center panel and 4 screws in shear through top panel into 22 ga. center posts: Screw Load = 1638.0/2(9) = 91.0 lbs Safety Factor = 684/91.0 = 7.5 OK for Components and Cladding For Inside Panel (50DK500689): 57.56" x 45.49" draw formed 22 ga. panel anchored at edges with 6 screws through top panel into face at top, 5 screws each vertical edge through flange perpendicular to face, and 6 screws at one inch above bottom edge through panel into base rail, and 4 screws between supply and return openings into stiffener (50DK502637) fastened to condensing coil. A = 57.56(45.49)/ 12(12) = 18.18 ft2 Load = 18.18(106.17) = 1930.5 lbs Screw Load = 1930.5/2(5+6) = 87.75 lbs Safety Factor= 450/87.75 = 5.1 OK for Components and Cladding For Access Panel ( 48TM500388): 45.33" x 42.95" draw formed 22 ga. panel anchored with 2 screws through face each vertical side, 3 screws through face at bottom edge into 16 ga. base rail, and top edge fits inside top panel (trapped). A = 45.33(42.95)/12(12) = 13.52 sqft Load = 13.52(106.17) = 1435.4 lbs Screw Load = 1435.4/2(2 + 3) = 143.54 lbs Safety Factor = 684/143.54 = 4.8 OK for Components and Cladding 8 7 6 5 4 3 2 For Filter Panel (50DK506970): 40.40" x 21.62" draw formed 20 ga. panel anchored with 3 screws through face at bottom edge and top edge fits inside top panel (trapped). A = 40.40(21.62)/12(12) = 6.12 sqft Load = 6.12(106.17) = 649.8 lbs Screw Load = 649.8/2(3) = 108.32 lbs Safety Factor = 684/108.32 = 6.3 OK for Components and Cladding D Remaining panels are trivial cases of the above due to greater fastener quantity or having openings that limit negative pressure effects. For connection of upper frame and panels to base rails: 12 screws each long side fasten frame columns and panels to the long base rails. 6 screws fasten inside panel to shortA COCO �.N • base rail at air handler end. Opposite end is louvered and has a large opening in the top and mesh over cooling coils. ; : E o cv LL rn 000900 • Screws fasten 22 ga. (min) panels and columns to 16 ga. base rails. '!N o •.4) * CO ' • 'Z3J U •0.000 Lateral Wind Area = AL = 87.32(45.63)/12(12) = 27.67 sqft .... cc ce) w cn C C • • Lateral Design Load = 27.67(197.18) = 5455 lbs• a�i • • • Overturning Moment = 5455(45.63)/2 = 124443 in -lb • ' ° 0° . •... Uplift Wind Area = AU = 87.32(57.68)/12(12) = 34.98 sqft t"':": o:. • • • Uplift Design Load = 34.98(95.41) = 3337 lbs .. Uplift Moment = 3337(57.68)/2 = 96242 in -lb • " ' n a " Screw Load = (124443 + 96242)/12(57.68) = 318.8 lbs (shear) • • • • • • • Safety Factor= 927/318.8 = 2.9 OK for Components and Cladding . _.__ • _ . �.� • .. . . ...... Unit itself will withstand wind loads imposed by 197.18 psf lateral and 95.41 psf uplift design pressures provided the 16 • • 0 • • • gage galvanized base rails are properly fastened to a suitable slab, stand, curb, curb adapter, or other suitable mounting arrangement and all factory supplied assembly fasteners are in place. For connection of unit base rails to properly designed curb, metal stand, or structural concrete (by others) Lateral Wind Area = AL = 88.125(49.375)/12(12) = 30.22 ft2 Lateral Design Load = 30.22(197.18) = 5958 lbs Overturning Moment = 5958(49.375)/2 = 147090 in -Ib Uplift Wind Area = AU = 88.125(59.5)/12(12) = 36.41 ft2 Uplift Design Load = 36.41(95.41) - 0.6(845) = 2697 lbs Uplift Moment = 2697(59.5)/2 = 88272 in -lb For connection of 16 ga. (min) straps, clips, or brackets spaced 32" min apart to unit base rails on long sides using 1/4" (#14) self -drilling screws: Pullout Strength in 16 ga. = 573 lbs (ultimate) Shear Strength in 16 ga. = 1389 lbs (ultimate) Using (3) screws per strap, clip, or bracket, with (3) straps, clips, or brackets each long side (see sheet 4): Screw Load = (147090 + 88272)/3(3)(59.5) = 439.5lbs (shear) at base rail outer surface Safety Factor = 1389/439.5 = 3.2 OK For Z -brackets similar to Micrometl design but modified to eliminate hidden structural fasteners anchored to 18 ga. (min) curb (by others): Shear Strength in 18 ga. = 1218 lbs (ultimate) Screw Load = (147090 + 88272)/3(4)(49.75) = 394.2 lbs (shear) at curb inside surface Safety Factor = 1218/394.2 = 3.1 OK for Components and Cladding For Brackets 3.25-4.13" wide x 2" x 2-1/2", 16 ga. (min), spaced 32" (min) on -center each long side, Using (3) screws per bracket, (3) brackets each side: Anchor Load = (147090 + 88272)/3(60.25) = 1302.2 lbs (tension) Anchor Load = 5958/6 = 993.0 lbs (shear) at 3/4" beyond base rail outer surface For 3/8" SAE Gr. 5 bolts with nuts and washers to steel (by others): Safety Factor = 3720/1302.2 = 2.9 (tension) OK Safety Factor = 1937/993.0 = 2.0 (shear) OK For 3/8" Powers Wedge -Bolt + anchors with 2-1/8" (min) embedment into 2000 psi (min) concrete (by others), 4" (min) thick, 2-3/4" (min) edge distance, and 2-1/2" (min) spacing: Safety Factor = 3000/1302.2 = 2.3 (tension) OK Safety Factor = 3100/993.0 = 3.1 (shear) OK 4 3 2 6 Z .n 0 v cY) N N V) D U 0 z a 0 AN u 7 6 5 4 Optional Mounting 28.0 MIN 'OCL QTY. 3 - 1/4" SDSM SCREWS AND WASHERS PER BRACKET, (8) BRACKETS QTY. 1 - 3/8" SAE GR5 BOLT, NUT AND WASHER PER BRACKET INTO PROPERLY DESIGNED METAL STAND (BY OTHERS) OR QTY. 1 - 3/8" POWERS WEDGE -BOLT+ ANCHOR PER BRACKET INTO MINIMUM 2000 PSI CONCRETE (BY OTHERS), AS FOLLOWS: 2-1/8" MIN EMBED 2-3/4" EDGE DISTANCE 2-1/2" MIN SPACING 6 6 4.13 3. 25 j :j9 THRU I 7��77 i r GALVANIZED STEEL ' S— 16 GA., 90 DEG. BRACKET --.' 2.r ;0 C -- 2.00 ! ._ 3r. 1 6 �THRU ' 2.5ia .75 8 7 6 3 CARRIER Chassis 5: Models: 48/50TC - size 16, 50TCQ and 48/50HC - size 14, 50HCQ -size 12, 48/50LC -size 08(min) through 12 (max) V, Each condenser unit listed above conforms to the Florida Building Code 5th Edition ° (2014) requirements for installation including High Velocity Hurricane Zone (HVHZ), Risk Category III/IV (V =186 MPH), exposure category "D", and installation height up to and including 65 feet above grade. . N c~D Li.OV.�•• •••.•• Worst Case is -16 (Chassis 5) 115-7/8" x 63-3/8" x 57-3/8" i�� LL .• ALLOWABLE DESIGN PRESSURES FOR THE UNIT ITSELF: '. W m :..... Design Lateral Pressure = 197.2 psf D ••'••' i••••i U_ G• ••••• Design Uplift Pressure = 95.4 psf Unit itself will withstand wind loads imposed b 197.2 psf lateral and 95.4 psf uplift design -"'" .••••. p Y p p p g .. ...... pressures, provided the 16 GA. galvanized base rails are fastened to a properly •• • • designed concrete slab, metal stand, curb, curb adapter, or other suitable mounting arrangement and all factory supplied assembly fasteners are in place. 2.00 2.25 4 2 6.00 2.75 GALVANIZED STEEL, 16 C SECURE Z -BRACKET TC INSIDE CURB PRIOR TC ROOFTOP INSTALL ROOFTOP BASE PAN SEAL STRIP (BY OTHERS 2X.25 X 1.00 (SUPPLIED 5 ROOF C (BY OTF SCALE 1 :4 4 7ng TA L -i ERS KETS 6 z O N O e, a P LO HW N ,o O U U N A Z 0 n o ETAL _--_--.� ;HERS C KETS ' ""'j PRIOR TO SEAL STRIP INSTALL ' 3 2 � D C B A 8 7 6 5 Rational Analysis: Worst case is - 16 (Chassis 5) 115-7/8" x 63-3/8" x 57-3/8" Design Pressures complying to FBC Building 1620.6 (HVHZ): V = 186 mph (Risk Cat. III/IV), For Exp.Cat. "D" and Z = 65 ft, Kz = 1.33, Kzt = 1.0, Kd = 0.90 Qz = .00256KzKztKdV2 = 106.0 psf Lateral Wind Pressure = WL = Qz(3.1) = 328.64 psf Uplift Wind Pressure = UL = Qz(1.5) = 159.02 psf Factoring in the required Load Combination factor (0.6): Design Lateral Pressure = WL(0.6) = 197.2 psf Design Uplift Pressure = UL(0.6) = 95.4 psf Since positive pressure acts toward the surface being considered and negative pressure acts away, only the uplift pressure will remove a panel from the machine. The design lateral pressure which is considered to act toward the windward surface is recognized to be a combination of the pressures acting on the windward and leeward surfaces. Wall pressure coefficients from ASCE?-10, Chapter 27, Figure 27.4-1 may be used to distribute the Design Lateral Pressure into positive and negative componenets acting on the windward and leeward surfaces, respectively. L/B = 63.375/115.875 = 0.55 for wind on long (115-7/8") side L/B = 115.875/63.375 = 1.83 for wind on short (63-3/8") side Worst case positive pressure coefficient is 0.8 for windward wall which has a corresponding negative pressure coefficient of 0.5 on the leeward wall. The worst case negative pressure coefficient is 0.7 for the sidewall (side parallel to wind). Since the windward and leeward wall pressures act in the same direction, the distibuted pressures are computed as follows: Lateral Positive Design Pressure = 197.18 (0.8) / (0.8 + 0.5) = 121.34 lb/ft2 (Worst Case Positve) Lateral Negative Design Pressure = 197.18 (0.5) / (0.8 + 0.5) = 75.841b/ft2 Sidewall Negative Design Pressure = 197.18 (0.7) / (0.8 + 0.5) = 106.17 lb/ft2 (Worst Case Negative) 22, 20, and 18 ga. panels and columns are fastened together and to 16 ga. base rails using #10 serrated washer head self tapping screws having 0.425" head diameter, 0.19" nominal diameter, and 0.14 minor diameter. These screws are expected to exhibit the following properties based upon ICC -ES Report ESR -2196: Pullout Strength in 22 ga. = 306 lbs (ultimate) Pullout Strength in 20 ga. = 351 lbs (ultimate) Pullover Strength of 22 ga. = 828 lbs (ultimate) Pullover Strength of 20 ga. = 993 lbs (ultimate) Shear Strength in 22 ga. = 684 lbs (ultimate) Shear Strength in 20 ga. = 684 lbs (ultimate) Pullout Strength in 18 ga. = 450 lbs (ultimate) Shear Strength in 16 ga. = 927 lbs (ultimate) For Top Panel Assembly (50TM500066 and SOTM500065 joined using 50TM500359 and 12 screws): 114.4" x 61.6" draw formed 20 ga. assembly, anchored at edges and through top, to 16 ga. center panel and 18 ga. control box. Worst case portion is over air handler section since condenser section has (3) large holes in the top causing internal and external pressure to be equal. For portion tributary to air handling section: A = 61.61(55.41)/12(12) = 23.70 sqft Load = 23.70 (95.41) = 2261.9 lbs For outside edge (9 screws, all in shear through 20 ga. top panel into 22 ga. indoor panel and corner posts): Screw Load = 2261.9/2(9) = 125.7 lbs Safety Factor = 684/125.7 = 5.4 OK For inside edge (8 screws in tension through 20 ga. top panel into 16 ga. center panel and 4 screws in shear through top panel into 22 ga. center posts): Screw Load = 2261.9/2(12) = 94.2 lbs Safety Factor = 684/94.2 = 7.3 OK for Components and Cladding For Inside Panel (50TM500063): 61.5" x 53.42" draw formed 22 ga. panel anchored at edges with 7 screws through top panel into face at top, 6 screws each vertical edge through flange perpendicular to face, and 6 screws at 7/16 inch above bottom edge through panel into base rail, and 5 screws between supply and return openings into stiffener (50TM500058) fastened to condensing coil. A = 61.5(53.42)/12(12) = 22.81 sqft Load = 22.81(106.17) = 2422.2 lbs Screw Load = 2422.2/2(6+6) = 100.93 lbs Safety Factor = 450/100.93 = 4.5 OK for Components and Cladding For Access Panels (50TM500062): 53.30" x 25.61" draw fonned 22 ga. panel anchored with 3 screws through face each vertical side, 2 screws through face at bottom edge into 16 ga. base rail, and top edge fits inside top panel (trapped). A = 53.30(25.61)/12(12) = 9.48 sqft Load = 9.48(106.17) = 1006.4 lbs Screw Load = 1006.4/2(2 + 3) = 100.64 lbs Safety Factor = 306/100.64 = 3.0 OK for Components and Cladding 4 3 2 For Access Panel Assembly( 50TM500086 and 5OTM500061): 53.0" x 53.30" assembly of draw formed 20 ga. panels anchored with (3) screws through face each vertical side, (5) screws through face at bottom edge intp 16 ga. base rail, and top edge fits inside top panel (trapped). A = 53.0(53.30)/12(12) = 19.62 sqft Load = 19.62(106.17) = 2082.8 lbs Screw Load = 2082.8/2(5+3) = 130.17 lbs Safety Factor = 306/130.17 = 2.4 OK for Components and Cladding Remaining panels are trivial cases of the above due to greater fastener quantity or having openings that limit negative pressure effects. For connection of upper frame and panels to base rails: ":. 16 screws each long side fasten frame posts and 22 ga. (min) panels to the long 16 ga. base rails. 6 screws fasten ~• • inside panel to short base rail at air handler end. Opposite end is louvered and has a large opening in the top and mesh over cooling coils. 6606 Lateral Wind Area = AL = 114.35(53.625)/12(12) = 42.58 sqft Lateral Design Load = 42.58(197.18) = 8296.6 lbs Overturning Moment = 8396.6(53.625)/2 = 225134 in -Ib Uplift Wind Area = AU = 114.35(61.61)/12(12) = 48.92 sqft Uplift Design Load = 48.92(95.41) = 4667.9 lbs Uplift Moment = 4667.9(61.61)/2 = 143794 in -lb Screw Load = (225134 + 143794)/16(61.61) = 374.3 lbs (shear) Safety Factor = 927/374.3 = 2.5 OK for Components and Cladding Unit itself will withstand wind loads imposed by 197.18 psf lateral and 95.41 psf uplift design pressures provided the 16 ga. galvanized base rails are properly fastened to a suitable slab, stand, curb, curb adapter, or other suitable mounting arrangement and all factory supplied assembly fasteners are in place. For connection of unit base rails to properly designed curb, metal stand, or structural concrete (by others): Lateral Wind Area = AL = 115.875(57.375)/12(12) = 46.17 sqft Lateral Design Load = 346.17(197.18) = 9103.6 lbs Overturning Moment = 9103.6(57.375)/2 = 261159 in -lb Uplift Wind Area = AU = 115.875(63.375)/12(12) = 51.00 sqft Uplift Design Load = 51.00(95.41) - 0.6(1305) = 4082.6 lbs Uplift Moment = 4082.6(63.375)/2 = 129369 in -Ib For connection of 16 ga. (min) straps, clips, or brackets spaced 28" min apart to unit base rails on long sides Using 1/4" (#14) self -drilling screws: Pullout Strength in 16 ga. = 573 lbs (ultimate) Shear Strength in 16 ga. = 1389 lbs (ultimate) Using (3) screws per strap, clip, or bracket, with (4) straps, clips, or brackets each long side: Screw Load = (261159 + 129369)/3(4)(63375) = 513.5 lbs (shear) at base rail outer surface Safety Factor = 1389/513.5 = 2.7 OK for Components and Cladding For (4) Z -Brackets each long side similar to Micrometl design but modified to eliminate hidden structural fasteners anchored to 18 ga. (min) curb (by others): Shear Strength in 18 ga. = 1218 lbs (ultimate) Screw Load = (261159 + 129369)/3(4)(53.81) = 604.8 lbs (shear) at curb inside surface Safety Factor = 1218/604.8 = 2.0 OK for Components and Cladding For Brackets 3.25-4.13" wide x 2" x 2-1/2", 16 ga. (min), spaced 28" (min) on -center each long side, Using (3) screws per bracket, (4) brackets per side: Anchor Load = (261159 + 129369)/4(64.125) = 1522.6 lbs (tension) Anchor Load = 9103.6/8 = 1138.0 lbs (shear) at 3/4" beyond base rail outer surface For 3/8" SAE Gr. 5 bolts with nuts and washers to steel (by others): Safety Factor = 3720/1522.6 = 2.4 (tension) OK Safety Factor = 1937/1138.0 = 1.7 (shear) OK For 3/8" Powers Wedge -Bolt + anchors with 2-1/8" (min) embedment into 2000 psi (min) concrete (by others), 4" (min) thick, 2-3/4" (min) edge distance, and 2-1/2" (min) spacing: Safety Factor = 3000/1522.6 = 2.0 (tension) OK Safety Factor = 3100/1138.0 = 2.7 (shear) OK 8 7 6 5 4 3 2 X CO)� cn ED -00 • OD �O N xQ 4) 04) m'_ ..•.:• 0 '-. � E 3 W • w (now 4 • ._ min ••••• o o • at • • � C • N • • • cn �O N N � Q � N U N O o -0 C iii o w N N O O 0 U U o A r n z sa ° °m 0 U 8 7 6 Optional Mounting SCREWS AND WASHERS ` PER BRACKET, (10) BRACKETS QTY. 1 - 3/8" SAE GR5 BOLT, NUT AND WASHER PER BRACKET INTO PROPERLY DESIGNED METAL STAND (BY OTHERS) OR QTY. 1 - 3/8" POWERS WEDGE -BOLT+ ANCHOR PER BRACKET INTO MINIMUM 2000 PSI CONCRETE (BY OTHERS), AS FOLLOWS: 2-1/8" MIN EMBED 2-3/4" EDGE DISTANCE 2-1/2" MIN SPACING B i =x.13 TH U .7.5 2.00 _'X.26 _y !�THRU .r J 8 7 GALVANIZED STEEL 16 GA., 90 DEG. BRACKET 6 CARRIER Chassis 6, 7, 8 & 9: Models: 48/50TC - size 17 (min) through size 30 (max), 50TCQ - size 17 (min) through size 24 (max) 48/50HC - size 17 (min) through size 28 (max) 45/50LC - size 14 (min) through size 26 (max) D Each condenser unit listed above conforms to the Florida Building Code 5th Edition Z (2014) requirements for installation including High Velocity Hurricane Zone (HVHZ), Risk 0 Category III/IV (V =186 MPH), exposure category "D", and installation height up to and including 65 feet above grade. t • •�'j•i S+• 0 co 42 Worst Case is -26 (Chassis 9) 157-3/4" x 86-3/8" x 57-3/8" o '�'-T ....:. � ALLOWABLE DESIGN PRESSURES FOR THE UNIT ITSELF:A. _ �-0'� ;•,••' Design Lateral Pressure = 197.2 psf-•';-' :m" ;;-;;` Design Uplift Pressure = 95.4 psf . . . . ...... Unit itself will withstand wind loads imposed by 197.2 psf lateral and 95.4 psf uplift design*--* •• •""� pressures, provided the 16 GA. galvanized base rails are fastened to a properly designed concrete slab, metal stand, curb, curb adapter, or other suitable mounting arrangement and all factory supplied assembly fasteners are in place. x.00 2.!5 6.00 ' 2.75' GALVANIZED STEEL, 16 C SECURE Z -BRACKET TC INSIDE CURB PRIOR TC ROOFTOP INSTALL ROOFTOP BASE PAN SEAL STRIP (BY OTHERS) 2X.25 X 1.00 (SUPPLIED) ,"A 5 .v! VLI/ IL_ �_ (`Uh I LILU) . _- b v " SCALE 1 :4 PRIOR T 4 3 2 Ig AL ERS : KETS N i .92 X0 a Z 0 00 1 N C� Z � U o 'AL ° IERS . , , .., KETS O SEAL STRIP INSTALL B 8 7 6 5 ------------ - 4 3 2 Rational Analysis: Worst case is - 24 (Chassis 9) 157-3/4" x 86-3/8" x 57-3/8" For connection of upper frame and panels to base rails: Design Pressures complying to FBC Building 1620.6 (HVHZ): 12 screws each long side fasten frame posts and 20 ga. (min) panels to the long 16 ga. base rails. 8 screws V = 186 mph (Risk Cat. IIIAV), For Exp.Cat. "D" and Z = 65 ft, Kz = 1.33, Kzt = 1.0, Kd = 0.90 fasten inside panel to short base rail at air handler end. Opposite end is louvered and has a large opening in Qz =.00256KzKztKdV2 = 106.0 psf the top and mesh over cooling coils. Using 1620.6, Lateral Wind Pressure = WL = qz(3. 1) = 328.6 psf Lateral Wind Area = AL = 156.0(53.625)/12(12) = 58.09 sqft Uplift Wind Pressure = UL = qz(1.5) = 1.59.0 psf Lateral Design Load = 58.09(197.18) = 11454.9 lbs D Factoring in the required Load Combination factor (0.6): Overturning Moment = 11454.9(53.625)/2 = 307135 in -lb D Design Lateral Pressure = WL(0.6) = 197.2 psf Uplift Wind Area = AU = 156.0(85.0)/12(12) = 92.08 sqft Design Uplift Pressure = UL 0.6 = 95.4 psf Uplift Design Load = 92.08(95.41) = 8785.7 lbs Uplift Moment = 8785.7(85.0)/2 = 373391 in -lb Since positive pressure acts toward the surface being considered and negative pressure acts away, only the uplift pressure Screw Load = (307135 + 373391)/(16 + 8)(85.0) = 333.6 lbs (shear) will remove a panel from the machine. The design lateral pressure which is considered to act toward the windward surface Safety Factor = 927/333.6 = 2.8 OK for Components and Cladding (D is recognized to be a combination of the pressures acting on the windward and leeward surfaces. Wall pressure coefficients 4) U) co PC'4 c) •0 C'J LLO from ASCE7-10, Chapter 27, Figure 27.4-1 may be used to distribute the Design Lateral Pressure into positive and negative Unit itself will withstand wind loads imposed by 197.18 psf lateral and 95.41 psf uplift design pressures Z 6 0 we C-4 0 componenets acting on the windward and leeward surfaces, respectively. provided the 16 -age galvanized base rails are properly fastened to a suitable slab, stand, curb, curb adapter,a factory fasteners in 4) CD L) q& 43 a) M CO or other suitable mounting arrangement and all supplied assembly are place. W coV) • CO L/B 86.375/157.75 0.55 for wind on long (157-3/4") side 11 ' ri M ••0 L/B = 157.75/86.375 = 1.83 for wind on short (86-3/8") side EKG - 0- ism Co CL Worst case positive pressure coefficient is 0.8 for windward wall which has a corresponding negative pressure coefficient of For connection of unit base rails to properly designed curb, metal stand, or structural concrete (by 0.5 on the leeward wall. The worst case negative pressure coefficient is 0.7 for the sidewall (side parallel to wind). Since others): the windward and leeward wall pressures act in the same direction, the distibuted pressures are computed as follows: Lateral Wind Area = AL = 157.75(57.375)/12(12) = 62.85 sqft Lateral Design Load = 62.85(197.18) = 12393.5 lbs C Lateral Positive Design Pressure = 197.18 (0.8) / (0.8 + 0.5) = 121.34 lb/ft2 (Worst Case Positve) Overturning Moment = 12393.5(57.375)/2 = 355537 in -lb C Lateral Negative Design Pressure = 197.18 (0.5) / (0.8 + 0.5) = 75.84 lb/ft2 Uplift Wind Area = AU = 157.75(86.375)/12(12) = 94.6 sqft •...... 0.. Sidewall Negative Design Pressure = 197.18 (0.7) / (0.8 + 0.5) = 106.17 lb/ft2 (Worst Case Negative) Uplift Design Load = 94.6(95.41) - 0.6(2248) = 7679.1 lbs . Uplift Moment = 7679.1(76.875)/2 = 295167 in -lb 22, 20, and 18 ga. panels and columns are fastened together and to 16 ga. base rails using -1410 serrated washer head self tapping screws having 0.425" head diameter, 0.19" nominal diameter, and 0.14 minor diameter. These screws are expected For connection of 16 ga. (min) straps, clips, or brackets spaced 32" (min) apart to unit base rails to exhibit the following properties based upon ICC -ES Report ESR -2196: Using 1/4" (#14) self -drilling screws: Pullout Strength in 22 ga. = 306 lbs (ultimate) Pullout Strength in 20 ga. = 351 lbs (ultimate) Pullout Strength in 16 ga. = 573 lbs (ultimate) Pullover Strength of 22 ga. = 828 lbs (ultimate) Pullover Strength of 20 ga. = 993 lbs (ultimate) Shear Strength in 16 ga. = 1389 lbs (ultimate) Shear Strength in 22 ga. = 684 lbs (ultimate) Shear Strength in 20 ga. = 684 lbs (ultimate) Pullout Strength in 18 -a. = 450 lbs (ultimate) Using (3) screws per strap, clip, or bracket, with 5 straps, clips, or brackets each long side: Shear Strength in 16 ga. = 927 lbs (ultimate) Screw Load = (355537 + 295167)/3(5)(86.375) = 502.3 lbs (shear) at base rail outer surface Safety Factor = 1389/502.3 = 2.8 OK for Components and Cladding For Top Panel Assembly (50HE500275 and 50HES00276 joined using 6 screws): For (5) Z -Brackets each long side similar to Micromed design but modified to eliminate hidden 85.0" x 82.5" draw formed 20 ga. assembly anchored at edges and through top to 16 ga. center panel, 18 ga, end panel structural fasteners anchored to 18 ga. (min) curb (by others): Ln assembly, 20 ga. side panels, and 18 ga. control box. This portion is over air handler section and is worst case since ::D 0 B condenser section has three large holes in the top causing internal and external pressure to be equal. Shear Strength in 18 ga. = 1218 lbs (ultimate) B A = 85.0(82.5)/12(12) = 48.70 sqft Screw Load = (355537 + 295167)/3(5)(76.875) = 564.3 lbs (shear) at curb inside surface Load = 48.70 (95.41) = 4646.3 lbs Safety Factor = 1218/564.3 = 2.2 OK for Components and Cladding For 8 (min) screws each 85.0" side into 18 ga. (min) panels and 12 screws each 82.5" side into 20 ga. (min) side panels: Screw Load = 4646.3/2(8 + 12) = 116.2 lbs For brackets 3.25-4.13" wide x 2" x 2-1/2", 16 ga. (min), spaced 32" (min), on -center each long side: en Safety Factor = 684/116.2 = 5.9 OK for Components and Cladding Using (3) screws per bracket, (5) brackets per side: For End Panel Assembly (50HE500719 and 50HE500762 joined together using 7 screws): Anchor Load = (355537 + 295167)/5(87.125) = 1493.8 lbs (tension) 73.0" x 53.5" draw formed 18 ga. panel anchored at edges with 5 screws through top panel into face at top, 5 screws each Anchor Load = 12393.5/10 = 1239.4 lbs (shear) at 3/4" beyond base rail outer surface 0 vertical edge face into 22 ga. (min) comer posts, and 5 screws at 3/8" inch above bottom edge through panel into base rail. SAE Gr. Z 6 For 3/8" 5 bolts with nuts and washers to steel (by others): -0 A = 73.0(53.5)/12(12) = 27.12 sqft Safety Factor = 3720/1493.8 = 2.5 (tension) OK 0 Load = 27.12(106.17) = 2879.5 lbs Safety Factor = 1937/1239.4 = 1.6 (shear) OK 01 Screw Load = 2879.5/2(5+5) = 143.97 lbs 06 Safety Factor = 306/143.97 = 2.1 OK for Components and Cladding For 3/8" Powers Wedge -Bolt + anchors with 2-1/8" (min) embedment into 2000 psi (min) concrete 00 w(by others), 4" (min) thick, 2-3/4" (min) edge distance, and 2-1/2" (min) spacing: Qf For Access Panel ( 50HE500423): Safety Factor = 3000/1493.8 = 2.0 (tension) OK r. �0 0 53.30" x 25.61" draw formed 22 ga. panel anchored with 3 screws through face each vertical side, 2 screws through face Safety Factor = 3100/1239.4 = 2.5 (shear) OK "S 7 U 00 A at bottom edge into 16 ga. base rail, and top edge fits inside top panel (trapped). in C) A A = 53.5(26.4)/12(12) = 9.81 sqft0 Ln Cn 0 1- Load = 9.81(106.17) = 1041.4 lbs Z U Z Screw Load = 1041.4/2(3 + 3) = 86.78 lbs 0 2 Safety Factor = 306/86.78 = 3.5 OK for Components and Cladding 0 U Remaining panels are trivial cases of the above due to greater fastener quantity or having openings that limit negative pressure effects. 8 7 6 5 4 3 2 The Architects Group April 2, 2019 Miami Shores Village 10050 NE 2nd Avenue Miami Shores, Florida 33138 Re: Permit Process (C-11-18-3517) Amaranthine Restaurant 9801/9805 NE 2nd Avenue (Tenant No. 3) Miami Shores, Florida 33138 Response to comments: 1. Specify type of occupancy of adjoining retail space. Provide fire wall separation if required based on use and occupancy. ** Provide 2 hour separation between the restaurant A-2 and the M occupancies as per table 508.4 of FBC, Building. Proposed floor plan. Plan legend, item 5 reflects 1 hour fire rating. Should be 2 hrs. RE: See revised floor plan and note reflecting the 2 hour fire rated demising •...• partition, sheet A1.01 and LS1.01. : ••• •••• Should you have any questions, please contact me at (305) 740-0150 Sincerely, The Architects Group, Inc Pedro P. Ramos RA, Leed AP President 8000 NW 7 Street, Suite 101, Miami, FL 33126 Ph: 305-740-0150 Fax: 305-740-0158 tagdbi(a-tagdbi.com - www.tagmiami.com 1 JC & ASSOCIATES GROUP, INC. CGC 057500 March 12, 2019 RE: Project: Amaranthine Bistro Restaurant Property Address: 9801 NE 2nd Ave Miami Shores, FL 33138 Scope: Interior Tenant Improvement of existing cleared 2,520 SF shell. Project consists of a Restaurant/Bar with full kitchen and two bathrooms, all as per Permit plans # CC -11-18-3517. Labor and materials are included in the line item, unless otherwise noted. METAL FRAMING WALLS L&M $7,800 INTERIOR FINISHES L&M $17,500 HVAC EQUIPMENT $14,800 HVAC DUCTWORK $9,500 HVAC INSTALLATION $10,000 PLUMBING WATER & SANITARY ROUGHING $8,100 PLUMBING FIXTURES & FINISHES $7,300 PLUMBING INSTALLATION $8,900 ELECTRICAL ROUGH WIRING & SYSTEMS $11,600 ELECTRICAL FIXTURES $8,500 ELECTRICAL INSTALLATION $11,900 ELECTRICAL LOW VOLTAGE SYSTEM CCN/TV/DATA $5,900 HOOD EXHAUST SYSTEM $7,200 FIRE SUPPRESSION SYSTEM $6,000 HOOD & FIRE SUPRESSION INSTALLATION $5,800 BUILT-IN APPLIANCES & FIXTURES $14,800 WALK-IN COOLER/FREEZER $9,200 SUB — TOTAL $164,800 Overhead 10% $16,480.00 Profit 10% $16,480.00 TOTAL $197,760.00 10820 SW 2001 Drive Suite: Office Miami, FL 33157 305-253-8225 • 305-252-18 fax • 305-742-3199 cel 16, 1 i -j engineering ii March 19, 2019 City of Miami Shores 10050 NE 2nd Ave, h Re: Amaranthine f 9801 NE 2nd A, Miami Shores, Permit #: CC -1 Attn: Plan Rev Dear Sir or Madam, Please find building c Plumbing: 1. FBC 607 provi see If ou may have fu h S cerely, G, � �l Amarilis Rod gu: P ARPE Engi ering, Inl P:\18-0909 AMARANTHINE AT P 2020 Ponce De Leon Blvd. Suite 1002, Coral Gables, Florida 33134 Ph 305.444.9809 Fax 305.444.9827 Wechanical >Electrical >Plumbing > Fire Protection >C.A. >LEED Certification [-�j E: engineering it March 19, 2019 City of Miami Shores 10050 NE 2nd Ave, ti Re: Amaranthine I 9801 NE 2nd At Miami Shores, Permit #: CC -1 Attn: Plan Rev Dear Sir or Madam, Please find building c Plumbing: 1. FBC 607 provi R: Please -see If yo, may have furth Sincrely, Amarilis Rodrigu , P ARPE Engineeri g, Inl P:\18-0909 AMARANTHINE AT P 2020 Ponce De Leon Blvd. Suite 1002, Coral Gables, Florida 33134 Ph 305.444.9809 Fax 305.444.9827 Wechanical >Electrical >Plumbing > Fire Protection >C.A. >LEED Certification The Architects Group March 18, 2019 Miami Shores Village 10050 NE 2nd Avenue Miami Shores, Florida 33138 Re: Permit Process (C-11-18-3517) Amaranthine Restaurant 9801/9805 NE 2nd Avenue (Tenant No. 3) Miami Shores, Florida 33138 Response to comments: 1. Plumbing approval required. RE: Ok 2. Provide construction type for the existing building based on chapter 6 of 2017, FBC Building. RE: See revised sheetA0.01, Construction Type changed to IIIB. 3. Specify type of occupancy of adjoining retail space. Provide fire wall separation if required based on use and occupancy. RE: See revised A1.01 and LS1.01, both spaces are Mercantile. 4. Wall partitions between units should meet the requirements of 1207.2. RE: See UL Detail U332 and detail in sheet A6.01. To comply with 2HR. fire separation per SFBC-Table 508. 5. Toilet and bathroom should comply with section 1210. RE: See restroom elevations on sheet A4.01 and typ. wall detail on sheet A5.01 showing porcelain the at 48" high at walls. 6. Toilet compartment door should comply with 604.8.2.2 of 2017 FBC, Accessibility. RE: See restroom enlarged plan on sheet A4.01. 7. Public food service establishments should comply with the requirements of chapter 456. RE: Plans comply with FBC Chapter 456 — see note added to sheet A0.01. 8000 NW 7 Street, Suite 101, Miami, FL 33126 Ph: 305-740-0150 Fax: 305-740-0158 tagdbi(q)_tagdbi.com - www.taomiami.com The Architects Group 8. Provide roof -flashing details for all through roof mechanical equipment and ventilation. RE: See roof -flashing details on sheet A6.01. 9. Provide details, itemized job cost estimate for the entire project, including cost of materials, labor, overhead and profit. Make sure to include the cost of all built in appliances. RE: See attached job cost estimate. Should you have any questions, please contact me at (305) 740-0150 Sincerely, The Architects Group, Inc Pedro P. Ramos RA, Leed AP President 8000 NW 7 Street, Suite 101, Miami, FL 33126 Ph: 305-740-0150 Fax: 305-740-0158 tagdbiCcD_tagdbi.com - www.tagmiami.com 2 1� February 05th, 2019 Miami -Dade County Building Department 11805 SW 26 Street Miami, FL 33175 Re: Amaranthine 9801/9805 NE 2nd Avenue (Tenant No. 3) Miami Shores, Florida 33138 To Whom It May Concern: The areas of the above-mentioned project are as follow: 1. Lease area is 2,520 s.f. including all spaces within the restaurant. •'• Break down of areas: ♦ • Kitchen 744 s.f. • Seating Interior 1,050 s.f. • Waiting 89 s.f. • Storage 206 s.f. • 9 reas not included in occupant load, but are part of lease: • 258 s.f. Restrooms and Corridors • 173 s.f. walls and service corridor Total: 2,520 s.f. 2. Exterior seating area is 615 s.f. which is not included in the lease area. Interior seating area is 1,050 s.f. Should you have any questions, please contact me at (305) 740-0150 Sincerely, The Architects Group, Inc Pedro P. Ramos RA, Leed AP President 8000 NW 7 Street, Suite 101, Miami, FL 33126 Ph: 305-740-0150 Fax: 305-74C tagdbi(a)tagdbi.com - www.tagmiami.com 1 4~ 10/7/2018 Florida Building Code, Sixth Edition (20.1,7)'- Energy Conservation EnergyGauge Summit® Fla/Com-2017, Effective Date: Dec 31, 2017 ASHRAE 90.1-2013 - Energy,Cost Budget Option • ElThe full compliance report generated by the software that contains the project summary, compliance summary, certifications and detailed component compliance reports. The compliance report must include the full input report generated by the software as contigous part of the compliance report. Boxes appropriately checked in the Mandatory Section of the complaince report. EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option Page 1 of 24 • • Check List ...... , Applications for compliance with the Florida Building Code, Energy Consediatibrtshall. include: ••0909 This Checklist ElThe full compliance report generated by the software that contains the project summary, compliance summary, certifications and detailed component compliance reports. The compliance report must include the full input report generated by the software as contigous part of the compliance report. Boxes appropriately checked in the Mandatory Section of the complaince report. EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option Page 1 of 24 d r PROJECT SUMMARY Short Desc: AMARANTHINE Description: AMARANTHINE Owner: :0 0' ' Addressl: 9801 NE 2nd AVENUE Cii-.'MrAMI Addressl: State • PLt *13138 ' • Type: Dining: Family Clasc. •$enovati tGjisting building ..•.• Jurisdiction: MIAMI SHORES VILLAGE, MIAMI-DADE COUNTY, FL (232600)"; • •; • .: • • Conditioned Area: 2700 SF Conditioned & UnConditioned Are;. *!700 SF ' "• • * • No of Stories: 1 Area entered from Plans 2200 SF . • • Permit No: 0 Max Ton4ge .1.8 • • If different, ,write in: EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 2 of 24 10/7/2018 Compliance Su Component Gross Energy Cost (in $) LIGHTING CONTROLS EXTERNAL LIGHTING HVAC SYSTEM PLANT WATER HEATING SYSTEMS PIPING SYSTEMS Met all required compliance from Check List? Design Criteria Result 3,309.0 3,391.0 PASSED �•':" PASSES •••• P'ASS)ES TIa FFary ....: No Xt, • • ' No Entry Yes/No/NA IMPORTANT MESSAGE Info 5009 -- -- -- An input report of this design building must be submitted along with this Compliance Report EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option Page 3 of 24 10/7/2018 CERTIFICATIONS EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option Page 4 of 24 I hereby certify that the plans and specifications covered by this calculation are in compliar�e vYi4fLthe • Florida Energy Code " • ...... ...... ' Prep red By: Amarilis Rod iguez, PE Building Official:* • • • • • low% • D Date 0 1 certify that this building is in compliance with the FLorida Energy Efficiency Code :":': • Owner Agent: Datd' • • • • • If Required by Florida law, I hereby certify (*) that the system design is in compliance with the Florida Energy Efficiency Code Architect: Pedro P. Ramos, R.A. Reg No: 14203 Electrical Designer: Amarilis Rodriguez, PE Reg No: 60236 Lighting Designer: Amarilis Rodriguez, PE Reg No: 60236 Mechanical Designer: Amarilis Rodriguez, PE Reg No: 60236 Plumbing Designer: Amarilis Rodriguez, PE Reg No: 60236 (*) Signature is required where Florida Law requires design to be performed by registered design professionals. Typed names and registration numbers may be used where all relevant information is contained on signed/sealed plans. EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option Page 4 of 24 Project: AMARANTHINE 24.80 25.10 Title: At1IARANTHINE 7359 $395 Type: Dining: Family MISC EQUIPIVIT 13.50 13.50 (NVEA File: FL MIAMI OPA LOCKA.tm3) 3956 3956 $215 Building End Uses PUMPS & MISC 0.00 0.00 • 0000% 2 $0 $0 SPACE COOL 129.40 122.70 37929 35937 0000.. 0000.. . $1,951 SPACE HEAT 1)Proposed ••2;aaseline 0000 581 669 0000 0000 $36 VENT FANS 0000 . .. 0000 11194 0000.. • • 0000 $608 207.90 0 " ' • 213.2 000.. 4 0000 Total Credits Applied: None PASSES Passing Criteria = 3391 0.0900 0 Design (including any credits) = 3309 $3,309 ' • • • • • §3,39 • • "' 0000 Baseline cost. This Proposed Building is at 97.6% .. Voo ELECTRICITY(MBtulkWh/$) 207.90 213.2090 �. • 60938 62452 $3,309 $3,391 AREA LIGHTS 24.80 25.10 7276 7359 $395 $400 MISC EQUIPIVIT 13.50 13.50 3956 3956 $215 $215 PUMPS & MISC 0.00 0.00 2 2 $0 $0 SPACE COOL 129.40 122.70 37929 35937 $2,060 $1,951 SPACE HEAT 2.00 2.30 581 669 $32 $36 VENT FANS 38.20 49.60 11194 14529 $608 $789 Credits Applied: None PASSES Passing Criteria = 3391 Design (including any credits) = 3309 Passing requires Proposed Building cost to be at most 100% of Baseline cost. This Proposed Building is at 97.6% EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 5 of 24 r 10/7/2018 Project: AMARANTHINE Title: A]MIARANTHINE Type: Dining: Family (UVEA File: FL MIAMI OPA LOCKA.tm3) External Lighting Compliance Description Category Tradable? Allowance Area or 16engt4 ELPA.0• • • • • CLP (W/Unit) or No. of vils ; 000. (W) . • (W) _ ft (SgoreA)e& :0006• _-• Ext Light 7 Building facades (by linear foot) No 2.50 19Y 265 ` Tradable Surfaces: 0 (W) Allowance for Tradable: 20 (W) ":' rAh%s All External Lighting: 845 (W) ....�� ' Complicance check includes a excess/Base allowance of 600.00(W) Ext Light 7-- 580W from the, excess/Base allowance was applied to this . •. item to comply .. . • •• • ' Project: AMARANTHINE Title: AMARANTHINE Type: Dining: Family (WEA File: FL MIAMI OPA LOCKA.tm3) Lighting Controls Compliance Acronym Ashrae Description Area Design Min Compli- ID (sq -ft) CP CP ance PrOZoISp1 8 Food Service -Leisure Dining 2,700 10 2 PASSES PASSES EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option Page 6 of 24 r 10/7/2018 Project: AMARANTHINE Title: AMARANTHINE Type: Dining: Family (WEA File: FL MIAMI OPA LOCKA.tm3) System Report Compliance Pr0Sy41 RTU#1&2 Constant Volume Packaged ; • �b� of Units System • • ' •2• Component Category Capacity Design Eff L?At;•• IPLV • Comp, Eff Criteria Mq •. Cri:&.ia • liance: * • •••• • Cooling System Air Conditioners Air Cooled 93300 12.20 11.20 ' n..1c: 1%9.0:. PASSF4 65000 to 135000 Btu/h • 0 '' ' Cooling Capacity • • • • Heating System Electric Furnace 26676 1.00 1.00 • . : • • •: • PASSES' • Air Handling Air Handler (Supply) - 3000 0.60 0.82 . •.. • PASUS. System -Supply Constant Volume • • • • • • Air Distribution Not in Check list - 6.00 6.00 N/A System (Sup) Compliance Ignored Air Distribution Not in Check list - 6.00 6.00 N/A System (Ret) Compliance Ignored PrOSy42 RTU#3 Constant Volume Packaged No. of Units System I Component Category Capacity Design Eff Design IPLV Comp- Eff Criteria IPLV Criteria liance Cooling System Air Conditioners Air Cooled 75200 12.20 11.20 12.90 12.90 PASSES 65000 to 135000 Btu/h Cooling Capacity Heating System Electric Furnace 26676 1.00 1.00 PASSES Air Handling Air Handler (Supply) - 2400 0.80 0.82 PASSES System -Supply Constant Volume Air Distribution Not in Check list - 6.00 6.00 N/A System (Sup) Compliance Ignored Air Distribution Not in Check list - 6.00 6.00 N/A System (Ret) Compliance Ignored PASSES EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option Page 7 of 24 r 10/7/2018 Plant Compliance Description Installed Size Design Min Design Min Category No Eff Eff IPLV IPL' Comp fiance • • • ' • ••• Design Min Design Max Comp • •96 None ' • r 10/7/2018 Piping System Compliance Category Pipe Dia Is Operating Ins Cond Ins Req Ins Compliance [inches] Runout? Temp [Btu-in/hr Thick [in] Thick [in] [F] SFYI None EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option Page 8 of 24 Water Heater Compliance •• .".'. Design Min Design Max Comp Description Type Category Eff Eff Loss Loss liance Non—e::�] Piping System Compliance Category Pipe Dia Is Operating Ins Cond Ins Req Ins Compliance [inches] Runout? Temp [Btu-in/hr Thick [in] Thick [in] [F] SFYI None EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option Page 8 of 24 Mandatory Requirements (as applicable) Mandatory requirements compiled by US Department of Energy and Pacific Northwest National Laboratory. Adopted with permission Topic Section Component Description Yes NIP Exempt 1. To bel d%e Insulation 5.8.1.2 Envelope Insulation 5.8.1.2 Envelope Insulation 5.5.3.5 Envelope Insulation 6.4.4.1.5 Envelope Fenestration 5.5.3.6 Envelope SYSTEM—SPECIFIC 6.5.1, 6.5.1.1, Mechanical 6.5.1.3, 6.5.1.4 Mechanical SYSTEM—SPECIFIC 6.5.1, 6.5.1.2, Mechanical 6.5.1.3 SYSTEM—SPECIFIC 6.5.3.1.2 6.5.1.5 Mechanical SYSTEM—SPECIFIC Mechanical 6.5.2.2.1 Mechanical SYSTEM—SPECIFIC SYSTEM—SPECIFIC 6.5.2.2.3 Mechanical SYSTEM—SPECIFIC 6.5.1.6 Mechanical SYSTEM—SPECIFIC 6.5.3.1.1 Mechanical SYSTEM—SPECIFIC 6.5.3.1.2 Mechanical HVAC 6.5.6.1 Mechanical SYSTEM—SPECIFIC 7.4.2 Mechanical SYSTEM—SPECIFIC 7.5.2 Mechanical Insulation 5.8.1.2 Envelope Insulation 5.8.1.2 Envelope Controls 10.4.3 Mechanical SYSTEM—SPECIFIC 6.4.1.1, 6.8.1-7a Mechanical SYSTEM—SPECIFIC 6.4.1.1, 6.8.1-7b Mechanical SYSTEM—SPECIFIC 6.4.1.1, 6.8.1-7c Mechanical jy Designer -or Engineer Below -grade wall insulation installed per • • • • • • +! ' fl �.. , • manufacturerAETMS instructions. 600:06 � � � Slab edge insulation installed per manufacter"o n �—i1 �; • • • ; €TM's instructions. • 0000 • • •• 0000 Slab edge insulation depth/length. 0*:**: n E)-: - 00 00 • 0 �++ 0000 . Bottom surface of floor structures incorpoit*". • • ® 11 1:1• radiant heating insulated to -R-3.5. : 0 • • *00044 U -factor of opaque doors associated with the • • • building thermal envelope meets requireme�ts. : • • ••• • • 0 Air economizers provided where required (and not • t. �.�c� exempted), meet the requirements for design capacity, control signal, ventilation controls, high -limit shut-off, integrated economizer control, and provide a means to relieve excess outside air during operation. Water economizers provided where required, meet the requirements for design capacity, maximum pressure drop and integrated economizer control. Economizer operation will not increase heating F1 energy use during normal operation. Three -pipe hydronic systems using a common ❑ return for hot and chilled water are not used. Hydronic heat pump systems connected to a common water loop meet heat rejection and heat addition requirements. Water economizer specified on hydronic cooling 1:1 © El and humidification systems designed to maintain inside humidity at >35 A°F dewpoint if an economizer is required. HVAC fan systems at design conditions do not exceed allowable fan system motor nameplate hp or fan system bhp. HVAC fan motors not larger than the first available �f� r 1 -M motor size greater than the bhp. Exhaust air energy recovery on systems meeting El D Tables 6.5.6.1-1, and 6.5.6.1-2. Service water heating equipment meets efficiency El El requirements. Service water heating equipment used for space heating complies with the service water heating equipment requirements. Above -grade wall insulation installed per ® El F1 manufacturers€TMs instructions. Floor insulation installed per manufacturer5ETMS instructions. Elevators are designed with the proper lighting, El [3 El ventilation power, and standby mode. Heat Rejection Equipment: Minimum Efficiency ❑ [3 D Requirement Table 6.8.1-7 Heat Rejection Equipment: Minimum Efficiency Requirement Table 6.8.1-7 Heat Rejection Equipment: Minimum Efficiency ❑ ® ❑ RequirementTable 6.8.1-7 EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 9 of 24 SYSTEM–SPECIFIC 6.4.1.1, 6.8.1-7d Mechanical Heat Rejection Equipment: Minimum Efficiency Requirement Table 6.8.1-7 SYSTEM–SPECIFIC 6.5.5.3 Mechanical Centrifugal fan open -circuit cooling towers having combined rated capacity— 1100 gpm meets Plan Review 4.2.2, 6.4.4.2.1, minimum efficiency requirement: Table 6.8.1-7 SYSTEM–SPECIFIC 6.4.1.1, 6.8.1-7e Mechanical Heat Rejection Equipment: Minimum Efficiency Requirement Table 6.8.1-7 SYSTEM–SPECIFIC 6.4.1.1, 6.8.1-7f Mechanical Heat Rejection Equipment: Minimum Efficiency . • • Requirement Table 6.8.1-7 • 0 0 • • SYSTEM–SPECIFIC 6.4.1.1, 6.8.1-7g Mechanical Heat Rejection Equipment: Minimum Effirjepgy,.. Requirement Table 6.8.1-7. • Plan Review 4.2.2, 7.7.1, 10.4.2 00 SYSTEM–SPECIFIC 6.4.1.1, 6.8.1-7h Mechanical Heat Rejection Equipment: Minimum Efficigpgy,. Requirement Table 6.8.1-7 • • and equipment and document where exceptions SYSTEM–SPECIFIC 6.4.1.1, 6.8.1-7i Mechanical Heat Rejection Equipment: Minimum Efrir4gpi;X.. Requirement Table 6.8.1-7 •00 • SYSTEM–SPECIFIC 7.5.3 Mechanical Gas-fired water -heating equipment installs4ip•.. 8.4.1.2, 8.7 new buildings: where a singular piece of : • water -heating equipment — 1,000 kBtu/h serves the entire building, thermal efficiency mul be i _-� • 90 Et. • • • Where multiple pieces of water -heating equipment serve the building with combined rating Plan Review 4.2.2, 9.4.3, 9.7 is — 1,000 kBtu/h, the combined input -capacity -weighted -average thermal efficiency , thermal efficiency must be — 90 Et. Exclude input rating of equipment in individual dwelling units and equipment — 100 kBtu/h. Plan Review 4.2.2, 5.4.3.1.1, 5.7 Envelope Plans and/or specifications provide all information with which compliance can be determined for the building envelope and document where exceptions to the standard are claimed. Plan Review 4.2.2, 6.4.4.2.1, Mechanical Plans, specifications, and/or calculations provide 6.7.2 all information with which compliance can be determined for the mechanical systems and equipment and document where exceptions to the • • standard are claimed. Load calculations per acceptable engineering standards and handbooks. Plan Review 4.2.2, 7.7.1, 10.4.2 Mechanical Plans, specifications, and/or calculations provide all information with which compliance can be determined for the service water heating systems and equipment and document where exceptions to the standard are claimed. Hot water system sized per manufacturer's sizing guide. Plan Review 4.2.2, 8.4.1.1, Project Plans, specifications, and/or calculations provide 8.4.1.2, 8.7 all information with which compliance can be determined for the electrical systems and equipment and document where exceptions are claimed. Feeder connectors sized in accordance with approved plans and branch circuits sized for maximum drop of 3%. Plan Review 4.2.2, 9.4.3, 9.7 Interior Lighting Plans, specifications, and/or calculations provide all information with which compliance can be determined for the interior lighting and electrical systems and equipment and document where exceptions to the standard are claimed. Information provided should include interior lighting power calculations, wattage of bulbs and ballasts, transformers and control devices. Plan Review 9.7 Exterior Lighting Plans, specifications, and/or calculations provide all information with which compliance can be determined for the exterior lighting and electrical systems and equipment and document where exceptions to the standard are claimed. Information provided should include exterior lighting power calculations, wattage of bulbs and ballasts, transformers and control devices. ❑ LJ ❑ • j13•••• • • • F E E K *KWIVE N EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 10 of 24 Insulation 5.8.1.7.3 Envelope Insulation in contact with the ground has <=0.3% water absorption rate per ASTM C272. Air Leakage 5.4.3.4 Envelope Vestibules are installed where building entrances separate conditioned space from the exterior, and meet exterior envelope requirements. Doors have self-closing devices, and are >=7 ft apart (>= 16 ft apart for adjoinging floor area >= 40000 sq.ft.). Vestibule floor area <=7 50 sq.ft. or 2 percent of ; ... ; • the adjoining conditioned floor area. : . • * • • • • ' HVAC 6.4.3.4.4 Mechanical Ventilation fans >0.75 hp have automatic cdhRols • LM • to shut off fan when not required. 000000 • • • • • , HVAC 6.4.3.8 Mechanical Demand control ventilation provided for s(S2H4 • • El C1 [I ' >500 ft2 and >25 people/1000 ft2 occupant• • • • • • • • , density and served by systems with air side. • • • . ; • .. • economizer, auto modulating outside air rJar9W, 0 • • , , ' control, or design airflow >3,000 cfm. • • • • • • • • • HVAC 6.4.4.1.4 Mechanical •• •• Thermally ineffective panel surfaces of sensible ^ ••• u heating panels have insulation >=R-3.5. :00:0: • HVAC 6.5.2.3 Mechanical Dehumidification controls provided to prevent •. • 4D R • reheating, recooling, mixing of hot and cord • airstreams or concurrent heating and coolirfgbf • • • • 000000 • • the same airstream. • • • SYSTEM–SPECIFIC 6.5.3.1.3 Mechanical Fans have efficiency grade (FEG) >= 67. The total El El ❑ efficiency of the fan at the design point of operation — 15% of maximum total efficiency of the fan. SYSTEM–SPECIFIC 6.5.3.5 Mechanical Motors for fans >= 1/12 hp and < 1 hp are electronically -commutated motors or have a minimum motor efficiency of 70%. These motors are also speed adjustable for either balancing or remote control. SYSTEM–SPECIFIC 6.4.3.10 Mechanical DDC system installed and capable of providing ❑ ❑ ❑ control logic including monitoring zone and system demand for fan pressure, pump pressure, heating, and cooling; transferring zone and system demand information from zones to air distribution system controllers and from air distribution systems to heating and cooling plant controllers; automatically detecting and alerting system operator when zones and systems excessively drive the reset logic; allow operator removal of zone(s) from the reset algorithm; AND capable of trending and graphically displaying input and output points. SYSTEM–SPECIFIC 6.5.3.2.3 Mechanical Reset static pressure setpoint for DDC controlled El M ❑ VAV boxes reporting to central controller based on the zones requiring the most pressure. Controls provide: zone damper monitoring or indicator of static pressure need; autodetection, alarm, and operator override of zones excessively triggering reset logic. SYSTEM–SPECIFIC 6.5.3.3 Mechanical Multiple zone VAV systems with DDC of individual zone boxes have static pressure setpoint reset controls. SYSTEM–SPECIFIC 6.5.3.4 Mechanical Multiple zone HVAC systems have supply air ❑ ❑ ❑ temperature reset controls. SYSTEM–SPECIFIC 6.5.4.1 Mechanical System turndown requirement met1hrough ❑ multiple single -input boilers, one or more modulating boilers, or a combination of single -input and modulating boilers. Boiler input between 1.0 MBtu/h and 5 MBtu/h has 3:1 turndown ratio, boiler input between 5.0 MBtu/h and 10 MBtu/h has 4:1 turndown ratio, boiler input > 10.0 MBtu/h has 5:1 turndown ratio. HVAC 6.5.4.2 Mechanical HVAC pumping systems >10 hp designed for variable fluid flow. SYSTEM–SPECIFIC 6.5.4.3, 6.5.4.3.1, Mechanical Fluid flow shutdown in pumping systems to D El ❑ 6.5.4.3.2 multiple chillers or boilers when systems are shut down. EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page I I of 24 SYSTEM—SPECIFIC 6.5.4.4 Mechanical Temperature reset by representative building 0 0 0 loads in pumping systems >10 hp for chiller and boiler systems >300,000 Btu/h. SYSTEM—SPECIFIC 6.5.4.5.2 Mechanical Hydronic heat pumps and water-cooled unitary air r conditioners with pump systems >5 hp have controls or devices to reduce pump motor demand. SYSTEM—SPECIFIC 6.5.4.6 Mechanical Chilled -water and condenser water piping sized M • a 0 according to design flow rate and total annt al • • • • • • SYSTEM—SPECIFIC 6.5.5.2.1 Mechanical hours of operation (Table 6.5.4.6). 0..* • Fan systems with motors >=7.5 hp associatgcj • • with heat rejection equipment to have capibilityto operate at 2/3 of full -speed and auto speed • • ; ... controls to control the leaving fluid temperature o} • ;' ' • condensing temp/pressure of heat rejection* •" • • • • • • • • SYSTEM—SPECIFIC 6.5.5.2.2 Mechanical device. •••••• Multicell heat rejection equipment with •. • • • • �' • fl •••• • • variable -speed fan drives installed that opgrpjp• • • • the maximum number of fans allowed tharcomply • with manufacturers specs and control all fans to . • • •. • • • the same fan speed required for the : �' ' • instantaneous cooling duty. • • • • • • • SYSTEM—SPECIFIC 6.5.5.2.3 Mechanical NA �•0 0 HVAC 6.5.7.1.1 Mechanical Kitchen hoods >5,000 cfm have make up air >=50% of exhaust air volume. HVAC 6.5.7.1.1 Mechanical Kitchen hoods >5,000 cfm have make up air >=50% of exhaust air volume. SYSTEM—SPECIFIC 6.5.7.1.2 Mechanical Conditioned supply air to space with a kitchen hood shall not exceed the greater of a) supply flow required to meet space heating or cooling, or b) hood exhaust flow minus the available air transfer from available spaces. SYSTEM—SPECIFIC 6.5.7.1.3 Mechanical Kitchen hoods with a total exhaust airflow rate El ❑ ❑ >5000 cfm meet replacement air, ventilation system, or energy recovery requirements shown in Table 6.5.7.1.3. SYSTEM—SPECIFIC 6.5.7.1.4 Mechanical Kitchen hoods with a total exhaust airflow rate ❑ 0 El >5000 cfm meet replacement air, ventilation system, or energy recovery requirements. HVAC 6.5.7.2 Mechanical Fume hoods exhaust systems >=5,000 cfm have 0 1:1VAV hood exhaust and supply systems, direct make-up air or heat recovery. HVAC 6.5.8.1 Mechanical Unenclosed spaces that are heated use only D ❑ radiant heat. SYSTEM—SPECIFIC 7.5.1 Mechanical Combined space and water heating system not El allowed unless standby loss less than calculated maximum. AHJ has approved or combined connected load <150 kBtu/h. Controls 8.4.2 Project At least 50% of all 125 volt 15- and 20 -Amp receptacles are controlled by an automatic control device. Other Equipment 10.4.1 Mechanical Electric motors meet requirements where applicable. HVAC 6.4.3.3.2 Mechanical Setback controls allow automatic restart and El El D temporary operation as required for maintenance. SYSTEM—SPECIFIC 6.4.3.3.3 Mechanical Systems with setback controls and DDC include El ❑ ❑ optimum start controls. Optimum start algorithm considers mass radiant slab floor temperature. SYSTEM—SPECIFIC 6.4.3.3.4 Mechanical Zone isolation devices and controls. El ❑ M Wattage 9.4.2 Exterior Lighting Exterior lighting power is consistent with what is shown on the approved lighting plans, demonstrating proposed watts are less than or equal to allowed watts. EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 12 of 24 Insulation 5.8.1.7 Envelope Exterior insulation protected against damage, sunlight, moisture, wind, landscaping and equipment maintenance activities. HVAC 6.4.3.7 Mechanical Freeze protection and snow/ice melting system 1:1 El sensors for future connection to controls. Air Leakage 5.4.3.1 Envelope Continuous air barrier is wrapped, sealed, El caulked, gasketed, and/or taped in an approved manner, except in semiheated spaces in climate : • • •. • • • zones 1-6. • • •••• Air Leakage 5.4.3.2 Envelope Factory -built and site -assembled fenestratio}1 sand • M r • + E • doors are labeled or certified as meeting atr• • : • • • 0000 Fenestration 5.8.2.1, 5.8.2.3, Envelope leakage requirements. 00000* Fenestration products rated (U -factor, SHGG,"d • L �' • • • 5.8.2.4, 5.8.2.5 VT) in accordance with NFRC or energy c8q% • •!J • defaults are used. Fenestration 5.8.2.2 Envelope Fenestration and door products are labeled, CW a signed and dated certificate listing the U-f3dtor,• • • • • • SHGC, VT, and air leakage rate has been• • • • • • • • SYSTEM—SPECIFIC 7.4.4.1 Mechanical provided by the manufacturer. i Temperature controls installed on service Water � � • �' heating systems (<=120A°F to maximum • • • • • SYSTEM—SPECIFIC 7.4.4.2 Mechanical temperature for intended use). Automatic time switches installed to automatically ' • •� ❑ switch off the recirculating hot-water system or heat trace. SYSTEM—SPECIFIC 7.4.6 Mechanical Heat traps installed on non -circulating storage water tanks. HVAC 6.4.1.4, 6.4.1.5 Mechanical HVAC equipment efficiency verified. Non-NAECA HVAC equipment labeled as meeting 90.1. SYSTEM—SPECIFIC 6.4.1.5.2 Mechanical PTAC and PTHP with sleeves 16 in. by 42 in. labeled for replacement only. HVAC 6.4.3.4.1 Mechanical Stair and elevator shaft vents have motorized ❑ ❑ dampers that automatically close. HVAC 6.4.3.4.2, 6.4.3.4.3 Mechanical Outdoor air and exhaust systems have motorized dampers that automatically shut when not in use and meet maximum leakage rates. Check gravity dampers where allowed. HVAC 6.4.3.4.5 Mechanical Enclosed parking garage ventilation has automatic contaminant detection and capacity to stage or modulate fans to 50% or less of design capacity. HVAC 6.5.3.2.1 Mechanical DX cooling systems >= 75 kBtu/h (>= 65 kBtu/h El 0 El effective 1/2016) and chilled -water and evaporative cooling fan motor hp >= A'/. designed to vary indoor fan airflow as a function of load and comply with operational requirements. HVAC 6.4.4.1.1 Mechanical Insulation exposed to weather protected from damage. Insulation outside of the conditioned space and associated with cooling systems is vapor retardant. HVAC 6.4.4.1.2 Mechanical HVAC ducts and plenums insulated. Where ducts or plenums are installed in or under a slab, verification may need to occur during Foundation Inspection. HVAC 6.4.4.1.3 Mechanical HVAC piping insulation thickness. Where piping 1:1 El n is installed in or under a slab, verification may need to occur during Foundation Inspection. HVAC 6.4.4.2.1 Mechanical Ducts and plenums sealed based on static pressure and location. SYSTEM—SPECIFIC 6.4.4.2.2 Mechanical Ductwork operating >3 in. water column requires air leakage testing. SYSTEM—SPECIFIC 6.5.2.1 Mechanical Zone controls can limit simultaneous heating and cooling and sequence heating and cooling to each zone. SYSTEM—SPECIFIC 6.5.2.2.2 Mechanical Two -pipe hydronic systems using a common distribution system have controls to allow a deadband >=15 AIF, allow operation in one mode for at least 4 hrs before changeover, and have rest controls to limit heating and cooling supply temperature to <=30 A°F. EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 13 of 24 HVAC 6.5.2.4.1 Mechanical Humidifiers with airstream mounted preheating 0 0 jackets have preheatauto- shutoff value set to activate when humidification is not required. HVAC 6.5.2.4.2 Mechanical Humidification system dispersion tube hot El 1:1 El surfaces in the airstreams of ducts or air -handling units insulated >= R-0.5. SYSTEM—SPECIFIC 6.5.3.2.2 Mechanical VAV fans have static pressure sensors positioned 4 so setpoint <=1.2 in. w.c. design pressure. "i SYSTEM—SPECIFIC 6.5.4.5.1 Mechanical Two -position automatic valve interlocked to shu► `• •••r•• ET**: ' off water flow when hydronic heat pump witIT • • pumping system >10 hp is off. • • • o • • • • • SYSTEM—SPECIFIC 6.5.6.2 Mechanical Condenser heat recovery system that cansheat%.11 •• water to 85 A°F or provide 60% of peak heq4 • • • • • • • • • rejection is installed for preheating of servlbg P%t• • o • • • water. • • • • • • HVAC 6.5.7.1.5 Mechanical Approved field test used to evaluate design aY • �;"] • flow rates and demonstrate proper capturg And' • Y • • • • • containment of kitchen exhaust systems. o • • o • o • • SYSTEM_ SPECIFIC 6.5.9 Mechanical Hot gas bypass limited to: • • III��111 t • ' t • i • • • • <=240 kBtu/h a€" 15% . • •� • irk >240 kBtu/h 8E" 10% • • • • i i • • • • i HVAC 6.4.3.9 Mechanical Heating for vestibules and air curtains include • • automatic controls that shut off the heating system when outdoor air temperatures > 45F. Vestibule heating systems controlled by a thermostat in the vestibule with setpoint — 60F. Controls 6.5.10 Mechanical Doors separating conditioned space from the outdoors have controls that disable/reset heating and cooling system when open. Controls 9.4.1.1 Interior Lighting Automatic control requirements prescribed in El El ❑ Table 9.6.1, for the appropriate space type, are installed. Mandatory lighting controls (labeled as 'REQ') and optional choice controls (labeled as 'ADD1' and 'ADD2') are implemented. Controls 9.4.1.1 Interior Lighting Independent lighting controls installed per approved lighting plans and all manual controls readily accessible and visible to occupants. Controls 9.4.1.2 Interior Lighting Parking garage lighting is equipped with required lighting controls and daylight transition zone lighting. Controls 9.4.1.1f Interior Lighting Daylight areas under skylights and roof monitors that have more than 150 W combined input power for general lighting are controlled by photocontrols. Controls 9.4.1.4 Exterior Lighting Automatic lighting controls for exterior lighting installed. Controls 9.4.1.3 Interior Lighting Separate lighting control devices for specific uses installed per approved lighting plans. Wattage 9.6.2 Interior Lighting Additional interior lighting power allowed for special functions per the approved lighting plans and is automatically controlled and separated from general lighting.. Wattage 9.6.4 Interior Lighting Where space LPD requirements are adjusted based on room cavity ratios, dimensions are consistent with approved plans. Insulation 5.5.3.1 Envelope Roof R -value. For some ceiling systems, D ❑ ❑ verification may need to occur during Framing Inspection. Insulation 5.8.1.2, 5.8.1.3 Envelope Roof insulation installed per manufacturers€TMs instructions. Blown or poured loose -fill insulation is installed only where the roof slope is <=3 in 12. Insulation 5.8.1.1 Envelope Building envelope insulation is labeled with ❑ ❑ ❑ R -value or insulation certificate has been provided listing R -value and other relevant data. Insulation 5.8.1.9 Envelope Building envelope insulation extends over the full M ❑ area of the component at the proposed rated R or U value. Insulation 5.8.1.4 Envelope Eaves are baffled to deflect air to above the ❑ insulation. Insulation 5.8.1.5 Envelope Insulation is installed in substantial contact with D ❑ ❑ the inside surface separating conditioned space from unconditional space. EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 14 of 24 i Insulation 5.8.1.6 Envelope Recessed equipment installed in building L1 El L1 envelope assemblies does not compress the adjacent insulation. Insulation 5.8.1.7.1 Envelope Attics and mechanical rooms have insulation protected where adjacent to attic or equipment Insulation 5.8.1.7.2 Envelope access. Foundation vents do not interfere with insulation. 4 Insulation 5.8.1.8 Envelope Insulation intended to meet the roof insulaiwn , •"' •' requirements cannot be installed on top of e • :. • suspended ceiling. Mark this requirement • • • • • • • • 0000 compliant if insulation is installed accordirgif.o o s • is L , • • • SYSTEM_ SPECIFIC 6.4.3.1.1 Mechanical Heating and cooling to each zone controII846y a thermostat control. •ty�yr�• • • • HVAC 6.4.3.1.2 Mechanical s..• Thermostatic controls have a 5 A°F dead,,, �..• • � , HVAC 6.4.3.2 Mechanical Temperature controls have setpoint overlap•,,., restrictions. ' ' • least • , HVAC 6.4.3.3.1 Mechanical HVAC systems equipped with at ones s 1 It automatic shutdown control. • ' ' .. SYSTEM SPECIFIC 6.4.3.5 Mechanical Heat pump controls prevent supplemental electric © , fl Ef resistance heat from coming on when not needed. HVAC 6.4.3.6 Mechanical When humidification and dehumidification are provided to a zone, simultaneous operation is prohibited. Humidity control prohibits the use of fossil fuel or electricity to produce RH > 30% in the warmest zone humidified and RH < 60% in the coldest zone dehumidified. HVAC 6.4.3.6 Mechanical When humidification and dehumidification are provided to a zone, simultaneous operation is prohibited. Humidity control prohibits the use of fossil fuel or electricity to produce RH > 30% in the warmest zone humidified and RH < 60% in the coldest zone dehumidified. SYSTEM—SPECIFIC 7.4.4.3 Mechanical Public lavatory faucet water temperature <=110A r °F. SYSTEM—SPECIFIC 7.4.4.4 Mechanical Controls are installed that limit the operation of a El El D recirculation pump installed to maintain temperature of a storage tank. SYSTEM—SPECIFIC 7.4.5.1 Mechanical Pool heaters are equipped with on/off switch and no continuously burning pilot light. SYSTEM—SPECIFIC 7.4.5.2 Mechanical Pool covers are provided for heated pools and El pools heated to >90A°F have a cover >=R-12. SYSTEM—SPECIFIC 7.4.5.3 Mechanical Time switches are installed on all pool heaters and pumps. Wattage 9.2.2.3 Interior Lighting Interior installed lamp and fixture lighting power is El El El consistent with what is shown on the approved lighting plans, demonstrating proposed watts are less than or equal to allowed watts. SYSTEM—SPECIFIC 7.4.3 Mechanical All piping in circulating system insulated El 1:1 El SYSTEM—SPECIFIC 7.4.3 Mechanical First 8 ft of outlet piping is insulated SYSTEM—SPECIFIC 7.4.3 Mechanical All heat traced or externally heated piping insulated 4. To, be checked?by Inspector at Project Completion and Prior to-lssuance of Certificate of O�ccupan_cy _ Plan Review 6.7.2.4 Mechanical Detailed instructions for HVAC systems ❑ commissioning included on the plans or specifications for projects >=50,000 U. Plan Review 6.7.2.4 Mechanical Detailed instructions for HVAC systems commissioning included on the plans or specifications for projects >=50,000 ft2. Post Construction 6.7.2.1 Mechanical Furnished HVAC as -built drawings submitted ❑ 0 ❑ within 90 days of system acceptance. EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 15 of 24 10/7/2018 Post Construction 6.7.2.2 Mechanical Furnished O&M manuals for HVAC systems FJ within 90 days of system acceptance. Post Construction 6.7.2.3 Mechanical An air and/or hydronic system balancing report is r provided for HVAC systems serving zones >5,000 ft2 of conditioned area. HVAC 6.7.2.4 Mechanical HVAC control systems have been tested to • ensure proper operation, calibration and ; .0. • • • • adjustment of controls. • • • • • • Post Construction 8.7.1 Interior Lighting Furnished as -built drawings for electric power• • • 0 • Er 0 El • • • • systems within 30 days of system acce toe�•• •w • • Post Construction 8.7.2 Interior Lighting Furnished O&M instructions for systems anc► • • • n �; • • • equipment to the building owner or designated • • • • • representative. P 000000 • • • • •0000• • • • • • 0000 •• •• • 0000 •000•• • • • • • • • 0000•• EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option Page 16 of 24 Inuut Data Report Lighting No Type Category No. of Watts per Power Control Type No.of Luminaires Luminaire INV] Ctrl pts In Zone: PrOZol In Space: Pr0Zo1Sp1 1 LED General Lighting 66 36 2376 Manual On/Off 10 ❑ EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 17 of 24 Zones 0000.. No Acronym Description Type Area Isf1 0000.. Total Area Is11 I PrOZoI Project Information •• 2700.0 • 2700.0 ❑ 0000.. 0000.. . 0000.. Project Name: AMARANTHINE Project Title: AMARANTHINE 000:0. Spaces 0000 .. Description Address: 9801 NE 2nd AVENUE State: FL 0000 . Z0. ip 331380006. . ISTFL Food Service - Leisure Dining 75.00 36.00 • • 2700.0 • • 0006:0 Owner: 6 Building Type: Dining: Family Building Classification: Renovationo existini0"lzing • • • • 0: • • 0 No.of Stories: 1 GrossArea (SF): 2,700 0 .0. " • • • • 600000 • • Bldg. Rotation: None Lighting No Type Category No. of Watts per Power Control Type No.of Luminaires Luminaire INV] Ctrl pts In Zone: PrOZol In Space: Pr0Zo1Sp1 1 LED General Lighting 66 36 2376 Manual On/Off 10 ❑ EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 17 of 24 Zones No Acronym Description Type Area Isf1 Multi Total Area Is11 I PrOZoI PrOZoI CONDITIONED 2700.0 1 2700.0 ❑ Spaces No Acronym Description Type Depth IN Width IN Height Mult IN Total Area Isfl Total Vol[cf] In Zone: PrOZol I PrOZoISPI ISTFL Food Service - Leisure Dining 75.00 36.00 11.00 1 2700.0 29700.0 ❑ Lighting No Type Category No. of Watts per Power Control Type No.of Luminaires Luminaire INV] Ctrl pts In Zone: PrOZol In Space: Pr0Zo1Sp1 1 LED General Lighting 66 36 2376 Manual On/Off 10 ❑ EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 17 of 24 Walls (Walls will be rotated clockwise by building rotation value) No Description Type Width H (Effec) Multi Area Orient Cond- Heat Dens. R -Value [ft] [ft] plier [sfJ ation uctance Capacity 1.b/cf] [h.sf.F/Btu] . . [BtuOh.sfF 0 [Btu/sfiF] • • • • • • •••••• • • •••••• In Zone: PrOZoI 1 PrOZolWal 5/8" stucco 56.00 11.00 1 616.0 South 0.2(y.7•..5731 . 34,65 /8"CMU/3/4"ISO BTWN24"oc/.5" Gyp ...... � • � 2 PrOZoIWa2 5/8" stucco 43.00 11.00 1 473.0 South 0.227 ' 1731 34.65 /8"CMU/3/4"ISO West ""' • BTWN24"oc/.5" GYP ' : 3 PrOZo I Wa3 5/8" stucco 11.00 12.00 1 132.0 West • •' • • • 0.2067 5.731 • * q� S 14. 4.8 /8"CMU/3/4"ISO BTWN24"oc/.5" Gyp Windows (Windows will be rotated clockwise by building rotation value) No Description Orientation Shaded U SHGC Vis.Tra N'V H (Effec) Multi Total Area [Btu/hr sf F] IN IN plier lsq In Zone: PrOZol In Wall: Pr0Zo1Wa2 3 PrOZOI Wa2Wi3 SouthWest No 1.2500 0.70 0.58 4.10 10.00 10 In Wall: PrOZOIW0 1 PrOZO1 Wa3 Wi I West No 1.2500 0.70 0.58 9.50 10.00 1 Doors 410.0 F1 95.0 F1 No Description Type Shade? Width H (Effec) Multi Area Cond. Dens. Ht Cap. R IN IN plier Isf] [Btu/h.sf.F] [Ib/cf[ [Btu/sE [h.sf.F/ F] Btu] In Zone: Pr0Zo1 1n Wall: PrOZOINVal 1 PrOZOlWalDrl Aluminum door, No 3.40 7.30 1 24.8 0.1919 43.67 0.53 5.21 1.25 in. polystyrene EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 18 of 24 EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 19 of 24 Roofs No Description Type Width H (Effec) Multi Area Tilt Cond. Heat Cap Dens. R -Value [ft] IN plier [sf] [deg] (Btu/h.Sf. F] IBtlk/sf. Ft IIb/c1] • • • [h.sf.F/Btu •••••• • • •••••• • • • • • • In Zone: PrOZol ••..•• :'• '. ' ' 1 PrOzoIRf1 T24W19a 36.00 75.00 1 2700.0 0.00 0.00V" 0.68 ' '6.38 '19.:— *0:00: • • • 00000 •••• ••.•.• Skylights :00 ' ' • No Description Type U SHGC Vis.Trans NV H (Effec) " MJlti- •A fqp• 0 Tota1'Area • [Btu/hr sf F] IN IN plier R ' Isq In Zone: In Roof: Floors No Description Type Width H (Effec) Multi Area Cond. Heat Cap. Dens. R -Value IN IN plier [sfJ [Btu/h.sf.F [Btu/sE F] [Ib/efJ [h.sf.FBtu In Zone: PrOZol 1 Pr0Zo1F11 Concrete floor, carpet 36.00 . 75.00 1 2700.0 0.5987 9.33 140.00 1.67 ❑ and rubber pad EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 19 of 24 Plant Equipment Category Size Inst.NoEff. IPLV Water Heaters W -Heater Description Capacity Cap.Unit I/P Rt. Efficiency Loss EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 20 of 24 Systems :060:0 Pr0Sy41 RTU#1&2 Constant Volume fn agi d No. Of U;;System 090:0 • • • • 2 • • • • • • Component Category Capacity Efficiency • • • • • • IP*'. • _ • • 1 Cooling System 93300.00 12.20.::::. 1.2.90 Q. 2 Heating System 26676.00 1.00 • • • • . • : • • "' .. 3 Air Handling System -Supply 3000.00 0.60 ; ";' ; E4 4 Air Distribution System (Sup) 6.00 � • ...... • • 5 Air Distribution System (Ret) . . 6.00 .. .. - . • ;' ; PrOSy42 RTU#3 Constant Volume Packaged • • •No. Of Units System I Component Category Capacity Efficiency 1PLV 1 Cooling System 75200.00 12.20 12.90 ❑ 2 Heating System 26676.00 1.00 ❑ 3 Air Handling System -Supply 2400.00 0.80 ❑ 4 Air Distribution System (Sup) 6.00 ❑ 5 Air Distribution System (Ret) 6.00 ❑ Plant Equipment Category Size Inst.NoEff. IPLV Water Heaters W -Heater Description Capacity Cap.Unit I/P Rt. Efficiency Loss EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 20 of 24 Ext -Lighting Piping • • . Description Category No. of Watts per Area/Len/No Control Wattage Lumin- Lumin- [sf/ft/No] Type JWJ sires afire • . .••..• � . . Nomonal pipe• Ins."L01h. .••••. • Is •••••• • •••••• ThiMes% ' Runout. 1 Ext Light 7 Building facades (by linear 13 65 106.00 • • • Astronomical Timer( 8V..dO'' • • foot) ... • . • . .. ..•. ::0:::. EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 21 of 24 Piping • • . •. . . • • ..... . Operating Insulation . . Nomonal pipe• Ins."L01h. .••••. • Is No Type Temp Conductivity Diameter ThiMes% ' Runout. [F] [ Btu-in/h.sf.F] [in] [in] Fenestration Used Glass Name Glass Type No. of SHGC VLT Conductance - Panes [Btu/h.sf.F] ASl IULTntAllFr User Defined 1 1.2500 0.7000 0.5800 in EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 21 of 24 r Materials Used Mat No Acronym Description Only R -Value Used RValue [h.sLFBtul Thick IN Cond- activity [Bbuih�ft� Dgnsity.• • • Sp. Heat [Btu/1l Fj •' •••••. • ••.••. 264 Mat1264 ALUMINUM, 1/16 IN No 0.0002 0.0050 *Vldbt 480A 0.10u.2 214 Mat1214 POLYSTYRENE, EXP., No 5.2100 0.1042 • Q•OJrQa V80 • 0.2900 •Q 187 Mat] 187 GYP OR PLAS No 0.4533 0.0417 .Ot1824 :11.60 • • 0.20*. BOARD,1 /21N 000090 • 151 Mat] 151 CONC HW, DRD, 140LB, No 0.4403 0.3333 0.Al 1110.00• 0.20Q(L.b 41N • • 178 Matl l78 CARPET W/RUBBER PAD Yes 1.2300 • • • • 268 Mat1268 0.625" stucco No 0.1302 0.0521 0.4000 00900* 19N 0 0.2000 ❑ 42 Mat142 8 in. Lightweight concrete No 2.0212 0.6670 0.3300 38.00 0.2000 ❑ block 269 Mat1269 .75" ISO BTWN24" oc No 2.2321 0.0625 0.0280 4.19 0.3000 ❑ 420 Mat1420 0.875 in. Stucco No 0.1822 0.0729 0.4000 16.00 0.2000 ❑ 91 Matl91 BUILDING PAPER, Yes 0.0600 ❑ PERMEABLE FELT 407 Mat1407 R-19 Generic Insulation No 19.0000 0.4147 0.0218 0.30 0.2000 ❑ 10/7/2018 EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option Page 22 of 24 c EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 23 of 24 Constructs Used Simple Massless Conductance Heat Cap Density RValue No Name Construct Construct [Btu/h.sf.F] [Btu/sf.F] [lb/cf; • • •[1.sf.FBtu] 1002 Aluminum door, 1.25 in. polystyrene No No 0.19 0.5-1- • 43.67. 5.2 D ••...• . .....• Layer Material Material Thickness .. • • Framing No. IN • • • • Factor 000# ..:00* 1 264 ALUMINUM, 1/16 IN 0.0050 •.' • • • 0.4? • • • • 0* 2 214 POLYSTYRENE, EXP., 1-1/41N, 0.1042 • 0.000 ®� 3 264 ALUMINUM, 1/16 IN 0.0050 : . • • 0.010 : • 4+�.: Simple Massless Conductance Heat Cap Density" * RValue No Dame Construct Construct [Btu/hsf.F] [Btu/sf.F] [Ib/cfJ [hsf.FBtu] 1004 Concrete floor, carpet and rubber No No 0.60 9.33 140.00 1.7 ❑ pad Layer Material Material Thickness Framing No. IN Factor 1 151 CONC HW, DRD, 140LB, 41N 0.3333 0.000 ❑ 2 178 CARPET W/RUBBER PAD 0.000 ❑ Simple Massless Conductance Heat Cap Density RValue No Name Construct Construct [Btu/h.sf.F] [Btu/sf.F] [Ib/cf] [h.sf.FBtu] 1011 5/8" stucco /8"CMU/3/4"ISO No No 0.21 5.73 34.65 4.8 BTWN24"oc/.5" Gyp Layer Material Material Thickness Framing No. [ft] Factor 1 268 0.625" stucco 0.0521 0.000 ❑ 2 42 8 in. Lightweight concrete block 0.6670 0.000 ❑ 3 269 .75" ISO BTWN24" oc 0.0625 0.000 ❑ 4 187 GYP OR PLAS BOARD, 1/21N 0.0417 0.000 ❑ Simple Massless Conductance Heat Cap Density RValue No Name Construct Construct [Btu/hsf.F] [Btu/sf.F] [Ib/cfJ [h.sLFBtu] 1050 T24W 19a No No 0.05 0.68 6.38 19.7 Layer Material Material Thickness Framing No. [ft] Factor 1 420 0.875 in. Stucco 0.0729 0.000 ❑ 2 91 BUILDING PAPER, PERMEABLE FELT 0.000 ❑ 3 407 R-19 Generic Insulation 0.4147 0.000 ❑ 4 187 GYP ORPLASBOARD, 1/2IN 0.0417 0.000 ❑ EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option 10/7/2018 Page 23 of 24 is 10/7/2018 EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option Page 24 of 24 ...... . ...... ...... .... . .. ....• ...... . . ..... . ...... . . . . . . .... % EnergyGauge Summit® Fla/Com-2017. TAM 2017-1.0 Compliant Software. Effective Date: Dec 31, 2017 Florida Building Code, Sixth Edition (2017) - Energy Conservation ASHRAE 90.1-2013 - Energy Cost Budget Option Page 24 of 24 C Air System Sizing Summary for RTU#1&2 Project Name: 18-0909 AMARANTHINE AT MIAMI SHORES pAG10/07/2018 Air System Information Space Name Maximum -Design Time of Peak Air System Name: - RTU#1&2 Space ° ° Air System Type:. ..... ------ —.................... Single Zone CAV , Load Floor Area: .................. *°----1soo.o vqft CFM/sqft _ Location:. °° Miami,F.I8uqj° Load MBH Area °°°°°° ° Sizing Calculation Information °°°*°° Calculation momhx�—'—_-----_--'Aug »oAug RTU#1 &2 Calculation method: �wncunn��xnq Aug 1700 - 1900.0 3.16 ~ ° °° Central CooxngCvmS�in000m *..6 To�|m�|�ad�—_'___----_'--__--1s.o Tons Load occurs °°°°°° ---~ _ To�|m�|mod�--'--'----------___17o� MBH Cmoo/mm: ~- ~~ on��s� F Son�b|enoUwod�--' 134.5 Mo* Entering DB WB: °�0mo F ° Coil airflow: ................ ------------- ----------------------- _----�000 CFM Leaving oB/WB: ----------'�—' 5791/56.6 F Sensible heat muu�_---_-------�---'J47 Cm|AoP�—_--'_------*---°—_—'�-��8°F A�a�rumu�od: --------------------------------------------------------------1osJ xqmTon Bypass° ° ° —'Q� Load per unit area: -'_--'_------ __ BTUKkpoqft) Resm|UngnH: -'_---------_---'__'��-92°Y6 Design supply -- 07.8 F oom,a| Heating Coil Sizing Data Max coil load: ---------__----_---_- 504 MBH Load occurs at: ----....... ---------- ......................... Des Htg Coil airflow: -----------------------�OOO CFM EmDB/LvgD8�—'_----------'---a7.o�4� F LnoU�run�amo: --_-----oV.5 BTUKAr-oqft) Supply Fan Sizing Data Actual max airflow: ----------------------------------- .......................... CFM Fan motor BHP: .----_---'_ ------------------- BHP Standard airflow: CFM Fan motor ---- 1.56 NN Actual max airflow per unit area: ---------_—'310 CFM/sqft Fan static: .--_-----_— -------- 1.20 in*g Outdoor Ventilation Air Data Design airflow: .......................... ----------------------- ................ 1oOO CFM Airflow per person: ..................... --............................ 11.11 CFM/person ' Airflow per unit floor area: -------------------------------------------------- CFM/sqft Space Sizing Data ' Space Name Maximum -Design Time of Peak Maximum Space Space Cooling Airfiow , Load Heating Floor CFM/sqft Sensible CFM. Load MBH Area MBH scift RTU#1 &2 113.7 6006 Aug 1700 30.5 1900.0 3.16 0 Block Load 4.15 Page 1 of 2 it System Input Data Project Name: 18-0909 AMARANTHINE AT MIAMI SHORES (TAG) 10/07/201£ Prepared by: ARPE Engineering, Inc. 05:24PN General Details: Zone Names Air System Name----------------................................. RTU#1&2 :•.•:. Air System Type: ------------------ Single Zone CAV ; .'. • ' •' •; • Number of zones:- F •• . • • •• - -- -- ---- - --------------------------------------------- System Startup-..............................._ .......................... -......1 -......... 6 • • .. • . .. • • .. • • . • .. • Duration of Operation: .................... -........ ._-------------------------24 066609 • • • •••••• - _0000 Central Cooling oil Data: • • • • • Used?--------------------------------------------------------------------------------------YES � � • � • � � � � � � � • • Supply Air Temperature: .................... ... ............... .. 6000.0 F . • . • 006006 •..•. Coil Bypass Factor: ----------------- _ .................... .............. ---0.100 • • • • • .. • • • . Central Heating Coil Data: • • • . • • . . •. •• • • Used?-------------------------------------------------------- ------------------------------YES ...... Supply Temperature:------------------------------------- ..........10.0 F . • . . •.... • . • Supply Fan Data: • • • Configuration: ------------------------------------------------------------- raw-th ru Fan Performance:------------------------------------------------------------ 1.20 in wg Ceiling Return Air Plenum Data: Return Air Via:_ .............. ..._....__.._............ ......Ducted Return Zones Included: Safety Factors: Cooling Sensible Safety Factor: .............. .............. _0 % Cooling Latent Safety Factor:.... ..............................0 % Heating Safety Factor--------------------------------------------------------------0 % Block Load 4.15 Page 1 of 2 Zone Names RTU#1 &2 Thermostats Data: Cooling T -stat: Occ:....... .......................... ---........ - -------75.0 F Cooling T -stat: Unocc:....................---------------..------------------85.0 F Heating T -stat: Occ------------------------------------------------ .......... F Heating T -stat: Unocc:............... ...............__.._......_60.0 F Safety Factors: Cooling Sensible Safety Factor: .............. .............. _0 % Cooling Latent Safety Factor:.... ..............................0 % Heating Safety Factor--------------------------------------------------------------0 % Block Load 4.15 Page 1 of 2 Air System Sizing Summary for RTU#3 Project Name: 18-0909 AMARANTHINE AT MIAMI SHORES (TAG) 10/07/201E Prepared by: ARPE Engineering, Inc. 05:25PU Air System Information Air System Name: ----------------------------------------------------------- RTU#3 Air System Type: ............................. Single Zone CAV Sizing Calculation Information Calculation Months: ---------_---_ ---------- ................... Aug to Aug Central Cooling Coil Sizing Data Total coil load: ................. ............... _ Total coil load: ................................... Sensible coil load ----------------------- Coil airflow-------- ...... -------------------------- Sensible heat ratio--------------------------- Area per unit load----------------------------- Load per unit area: ................... ...-.--....5.6 Tons --------- MBH 53.4 MBH 2400 CFM 0.800 Airflow 116.7 sgft/Ton 102.8 BTU/(hr-sqft) Central Heating Coil Sizing Data Max coil load:................................... ........................ ___ ---------- 8.9 MBH Coil airflow- -- -- ---- ---------- ----........................................ ----------2400 CFM Load per unit area: .-......13.6 BTU/(hr-sqft) Supply Fan Sizing Data Actual max airflow: -------------------------------------------------------------- 400 CFM Standard airflow: ----------------------------------------------------------------- 399 CFM Actual max airflow per unit area: ..................................... 3.69 CFM/sqft Outdoor Ventilation Air Data Design airflow---- --- ----------------------------------------------------------------- .270 CFM Airflow per unit floor area:--.... ------------------------------ ------------- 0.42 CFM/sqft Space Sizing Data Number of zones------------------------------------------------------------:..3 • Design Floor Area: ._ ...--- .. •------- � •-------------- 650.0 sqft "00:0 Location: ----------------------------------------------`-0 Miami, V094 • � Airflow 000.0• • • 0000•• Floor • Sensible 000060 • • • Calculation method: -------------- Transfp4 Fynction 1WOhod :0600: • • • • • .••• • •• 00000 Load occurs at: -----------------------------....__e._....'.-------.At6UQa 000000 • • • �••.•• OA DB / WB----------------...................... • .-. 0 _.._.•_.• ... - - 91'.0177.0 F 0000� • • Entering DB / WB----------------- -----------""" 77.4/6 .0 F • Leaving DB / WB: ..-.........0------------- •-...-.-. 58055.6 F • • . • • • Coil ADP: ----------------------------------- '-----------•----------------• 9T.3 F • • Bypass Factor: ----------------------- .......... .: ' • *00109 :*900: ResultingRH------------------------------------------------------------------- 060 • % Design supply temp: .......... . .. ..-_._ ._...........................96.9 F Load occurs at: ........................... ..............................Des Htg Ent DB / Lvg DB: -------------------------------- _..--------------------- 69.5/72.9 F Fan motor BHP------------- ---------- --- . ----...---------...0.84 BHP Fan motor kW: -- . -- -- ---- ------------------------ -------..........._0.63 kW Fan static:. ................... ----------------------- ---_.--- --- --- -- ... 1.20 in wg Airflow per Space Name Maximum Design Time;of Peak; Maximum Space Space Cooling Airflow Load Heating Floor CFM/sqft Sensible CFM Load MBH Area MBH s ft RTU#3 47.1 2400 Aug 1600 3.0 650.0 3.69 67.50 CFM/person E Block Load 4.15 Page 2 of 2 P w System Input Data Project Name: 18-0909 AMARANTHINE AT MIAMI SHORES (TAG) 10/07/201f Prepared by: ARPE Engineering, Inc. 05:24PN General Details: Zone Names- Air System Name: ............. ................ ............---------- --RTU#3 • • • • • • Air System Type ----------------------------------------Single Zone CAV : • • F �: Number of zones: I •• • • • • ----------- ----------------------------------------------------------- - System Startup: ---- . ---- -- ---- -------------------------------..... - 6 *obese • • • • • • • • •. • •. • Duration of Operation: ------......---- ------------- ----------------------24 906:06 • • • Cooling Latent Safety Factor:. ................................................ 0 % Heating Safety Factor:..............................................0 Central Cooling Coil Data: •��" •��• Used?: ...........................-----------------------------------------------------.YES `*�� • • Supply Air Temperature: ................. .............. -------------- 2400.0 F •••••• • • • • • • • • • • ••••• Coil Bypass Factor: ----------------------------------------------------------- 0.100 • • • • • sees • • • Central Heating Coil Data: • • • • •••.•• Used? --- ------- ------------ - -------------- ----- ---------------_.--- .......YES • • •••••• • • • SupplyTemperature: --------------------------------------- --------------. 110.0 F • • • • • • • • Supply Fan Data: •• • Configuration: --------- ------------------------------------------Draw-thru Fan Performance-------------- ----------------------- --------------------------- 1.20 in wg Ceiling Return Air Plenum Data: Return Air Via: .......------- .------.---------------------- __.Ducted Return Zones Included: Block Load 4.15 Page 2 of 2 Zone Names- RTU#3 Thermostats Data: Cooling T -stat: Occ-------------------------------------------------------------- 75.0 F - Cooling T -stat: Unocc:........................................-------------85.0 F Heating T -stat: Oca............................................. ------------- 72.0 F Heating T -stat: Unocc:......................................_..........---.--60.0 F Safety Factors: Cooling Sensible Safety Factor: ......................................... _0 % Cooling Latent Safety Factor:. ................................................ 0 % Heating Safety Factor:..............................................0 % Block Load 4.15 Page 2 of 2 �` SKO IBES rI� v F<OR1Dp' Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Permlf NO' PLC 10 17 2563 Type; Plumbing Commercial ■ r5 I. er ' L ,WorkClassficatron Addition/Alteration Permit Status APPROVED Expiration:01/27/2019 ' Issue'Date 7/31/2018 rrolectAouress Parcel Number Applicant 9801-9845 NE 2 Avenue 1132060134380 ; ... ; PABX LLC Miami Shores, FL 33138- Block: Lot: • 0000.. 0000.. 0000.. PARK LLC 4141 NE 2 Avenue MIAMI FL 33137- 4141 NE 2 Avenue MIAMI FL 33137- Contractor(s) Phone Cell Phone J.C. & ASSOCIATES GROUP, INC (305)253-8225 (305)742-3199 of Work: PROVIDE SEWER CONNECTION TO NEW CIT of Piping: Amount ional Info: PROVIDE SEWER CONNECTION TO NEW CIT k G'' rxs3 ification: Commercial... U $500.00 j0B kT y1M, $12.00 DBPR Fee $9.00 Fees Due Amount Bond Type - Contractors Bond $500.00 CCF $12.00 DBPR Fee $9.00 DCA Fee $6.00 Education Surcharge $4.00 Permit Fee $600.00 Scanning Fee $9.00 Technology Fee $16.00 Total: $1,156.00 Phone .Cell . 0 0000•• •00• .. 0-- .... 0 00 00000 .000.0 0. 00 . 0000.0 00 :00:6: 0 . • • 0000.0 Valuation:.'. $20,000.00 ;0 Total Sq Feet: IAvailable Insnertinnsc Pay Date Pay Type Amt Paid Amt Due Invoice # PLC -10-17-65479 07/31/2018 Check #: 1044 $ 956.00 $ 200.00 10/27/2017 Check #: 20182 $ 200.00 $ 0.00 Bond #: 3842 Inspection Type: Heater Water Service Final Water Main Lavatory Top Out Re Pipe Main Drain Underground Review Building Review Building Review Building Review Planning Review Plumbing FOR REFERENCE ONLY Applicant Copy For Inspections, Call (305) 762-4949 or Log on at https://bldg.miamishoresviIlage.conVcap/. Requests must be received by 3 pm for following day inspections. NOTICE: In addition to the requirements of this permit, there may be AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER additional restrictions applicable to this property that may be found in GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT the public records of this county. DISTRICTS, STATE AGENCIES, OR FEDERAL AGENCIES. July 31, 2018 2 Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax: (305)756-8972 Peanit NO.PLC-10-17-2563 Pear it Type: Pltjmbing Commercial Work C/ass;f►cation AddltlonlAlteration Issue Date: 7/31/2018 I Expires: 0 112 712 0 1 9 INSPECTION REQUESTS: (305)762-4949 or Log on at haps://bidg.miamishoresvillage.corWcap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. • • Requests must be received by 3 pm for following day inspections. . • : • • • • • • • • • • • Plumbing - Commercial - Parceix:113"069134"Mil Owner's Name: Job Address: ,N``�' Miami Shores FL 431 -$- Bond Number: 3842 w V6` J.C. & ASSOCIATES GROUP, INC W Total S ftwd Feet: see- 0 00:0., Total Jo4 y%t4 'tion: : I2U,000W... WORK IS ALLOWED: • • • ' •"•' MONDAY THROUGH FRIDAY, 8:OOAM - 7 O*OPM. • • SATURDAY 8:00Ai1.40011M. so 0• • • • NO WORK IS ALLOWED ON SUNEYAY•61gT-IOLIDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. FOR REFERENCE ONLY NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANTS RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. P;�*11=1,112ko 777 N.W. 7 d AVENUE SUITE 3026 D MIAMI, FLO IDA 33126 PH: (305) 62-0400 FAX (3051 62-0401 S7_w 9yors & Mappers 'EYORS.COM 2504 DEL PRADO BLVD SOUTH SUITE NO. 202 UNIT 1 CAPE CORAL, FL 33904 PH: (239)540-2660 FA)L(239) 540-2664. ALTA/NSPS Land Tltle Surve I I I gg I ka I ;f I Aw m I N I EF OPAPMC.SCAL.E I m10 10 20 40 50 I /A'7) f /NCH= 20 FEET I I I I I m I o I x� I I � I I I I I I I I I I I I I I I I I I I I' NE 2nd AVENUE (SHORE WAY) AO'TOTAL RGH WAY ' APUNICLYDmIGIID RX#LTOF WAY tM'ASRW.T V �� .® ABBASENAIR7NS AYATVPDRTAMPI ,aews,nvc rfAv+flz swreY MwE avTnasvrrarao Arora >K�w.awAetE N844AYIL TOf6tINCE' >8 II.EBIMEYK SlR9ABv1S NHlEYAGEMALA'.AUV.tf IMI/RE 1nWANANYE LIBrAACEA�O.OSWER£O(.TlF�YBILA.S(xYEY3 �A �.wAa�Lns/Wsofcan,a�ueaamorK�,mALnLflmsLAfo TflusLarvErx-Lw Aft,][NAG fG IROx9l�PROC£IXAi-S MSIMNLKTA]R1Y.G1mAaElXM7FSNVEI' PGA.mM�9. 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IAELAAOAIFAO� nE8L8ECTFN099AYrSM roTK tfRN08'IXWffTBI �� oo�aN�Y ISmfXMllAI P_ C_ I �� nYe o in ACE o M�eaavaABe w agninc _ rii11RIe '/Te o e.• o axl .ols�wo �f G) ,YOEMIPPIXIM.V¢V11i SM(XSAKDMJINRIEDIG,m/GtR^® rNwalG s°Ar s' ov mF scs.tr; r°Na=svry MIAMI SHORES VILLAGE +a aev fAysAg roAwtaa�ecKw racfu n.ma HEVA/1DVAC0/gTOFKGYJ2 GFfaPII ,rte APPROVED BY DATE 1f.)IEPM!ffiUHIIDIHGWANOTIBFSULC65Yl'NSAAD A.f8A31'SME a+nrsm rowsraYflesueFer,uo ffus¢aemaTeAseFac frxEw,m A YXa1a / ZONING �N,/� _ °°: "A1I"f`41Z nrlmeaEV TnvaEe.�faNN•mlvsraaF°L�r. LAuns.w�rw IS TrrNa�rfwMaram�IusAvt7cwlnawG�zxmAi�r KfiVnIL� f�n�LeaAO rl�ecns�rvm�G°aa�+r6wfM.A»fne SIRIICNRAI Nuec NA¢Aw•canGmTA,7mvaeArt.•mnrAamAr¢ fa nIG:Fs,vO Ylr•�GGSGeroscKSTz:La'eASA�WAsrz aro, suvansw7AKrtAAo�a� BFCTRIGL ' PLUMBING MECNANIGL _ BLDG. rcxe LLIGBI• SUBWECT 10 COM WAM 1M01 ALL R )ERAl 1� Y. STATE AND COlRM RULES AND REGULATION: `. °0 • �' N"'� 9801 PARK, LLC, A FLORIDA LIMITED LIABILITY COMPANY 9801 NE 2nd AVE MIAMI SHORES, FL. 33138 S,SWUPONTNLEWMMNIAENTAG IRSRJ:N0.216-IM O NGAENIBIICWEIMMTNIFNSUMNISAT ANY BEARNG AN EFFECTIVE DATE OF JUNE 26, 2513 AT 11110 PM - SURVEYO WS CERTIFICATION - -G01IW IdN6.aEGD01i, Ofw-ARO•AC090N1RMA HOgAA00. WOO,rA,aLOIER®1oMMgWLTM1FfSNN10EfdP.WYN•!UI 11 10A0 Llim 07/13,2016 /M7TYAlO NTIMX/rrlE�lfL1r0REAAfO fNEDmDMu • • • • • • • •••••• • • • • • • LEGAL DESCRP770N• • • • ruIRMNL:T„El4Y«.4MELAIPANY, A(;6VI5 F1Mi M>1D XJIE]R GNAT ff]DFY A� fANaDntz2 a.AAAam�ATATaAa•vvAa�.a �cIKN>,Aacer®Ao ro ffEwArfrAGaxw.As�xaAT soot ra °weem aETIArn.•�cr�so�Alwsa4eaxN7r, RG�4 LEGAL MOMS YOACCOIWANYSA167MY FSSURVEY: .)1 ff RRiASE O� IKe' 9NlEY6 NAYceNIYAM!#NAa1GAAD9�OYA0AOTE!® FO'4 Ct:aq')AGCn W FTIwR4aT •1HSSTxY£YISSURKlroa®uITAas tAVTAlA1/Su I�S'IIBC))L1Y8 A> �TX.WSOQ6159¢3vJS P�AEd'�. 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CF,IEAIxlCISta�SOF..•.fi.De ,>sA•AN�T�Wr ArA�n LYRBP/HA1xC rosew.lae°malfTleprvo° M.RIHANA4.ffoaP[I®[CY�N, IA6.NQ4 ,[/CLdBttf LIGLW faA2 MGEJN!! a 1rEnstcrssasas LxAaaealae COLNIY, Rd®l fISA•LW�ETFASBB'rT II EASB6YIAN1�'TNFAY990�I)E/WaSMRflS MwGe roeesiflAerT•.e�rr•_..__..._ LnI MY, fTL1aM BINEIK aN 5'llxltl: 777 N. W. 72nd AVENUE SUnF-V26 MIAMI, FLORIDA 33126 TELEPHONE : (306) 262.0/00 FAX (305) 262-0101 •(30 }a8tnm Juk�n Jhttrrtt Anti Assur.,+Jnr. LAND SURVEYORS NO. am STATE OF SEAL N.E. 98TH. STREET PROPOSED SITE PLAN WALL 11 11A >�z xo37a - PT3TNBING Q E)OSRNG4' SANITARY LINE FOR RETAIL SPACE OWING 4'GEASE WASTE LINE FOR RETAIL SPACE ® EIOSTNG 4'SAIBTARY LIE FOR F30SRNG POST OFTTQ SPACE TIE- IN TD DO G. QDOSRNG RAIN WATER LLADEIt TO REMAIN. ® COSTING CATCH BASINTO REMAIN. Q OOSNIG WATER METERS ILD REMAIN. m EMSIING LOW PRESSUREUFT STATKM (INSTALLED BY MIAMI SNORES VILLAGEL PS �98-1385A ® OOSDNG Y LOW PRESSURE TO SANITARY FORCE MAIN. ® E)OSRNG RAIN WATER LEADER OFFSET TO CLEAR PROPOSED DOOR. 7E-)aS"lNG /41 WATER SEANCE VERIFY LOCATION. O 3/4' WATER S.TMCES INTO A 1 1/2' WATER UNE 2 *T VALVE/4' WATER SEANCE PROVIDE NEW SHUT-OFF VALVE VEflffY BBB CONNECTED TO FROSTING WATER UNE ROIF. ALL DOSING SANITARY SITE WORK PERIITED UNDER A SEPARATE CDN --ON NOTER Q GREASE TRAP SAMPLING PORT SHALL HE ACCESSIBLE AT ALL ]WAT-ER IWTHOUT HAVING M REMOVE ANY VENICIES AND WITHOUT STAON GROUND SC6ACE NRI A MIIMUM OF 36 INCHES HORIZONCLEARANCE FROM ANY WALL, PARKED VESICLES GREASE TRAN A PARKING NEA (RE0.5ENTOWTOR SHALL BE ACCESSBE AT ALL TIMES SOALLOWFOR MAINTENANCE AND CLEANING NIHOUT NPEDIMUM FOR REFERENCIE-ONLY Im! DBLEWIS-ARCHITECT mm BSCAYNE BLvc. SITEf2M.. LWAI, FL 12,N " T30&46&725b • • 011,11"ll"w.'K9 cam mMwdmew.mm • 'EE P N,q'•• • QpF y� E 5•F i7'9 ��i NO 3859 •�`y E OF • 10.ONA 64 (tIkNS MIPAI VOVES MIMO - C@%TRE PRQIECT417709 9807 NE2NDAVE MIAMI SETOFFS. FL 33133 OWNER STRUCTURAL IN M EN ER 4977 S.W. 74 COW WAR, FL 33155 T. 305M2131 CTV N SOI LENGINEER' LANDSCAPE ARCHITECT: REVISIONS DATE DEIN REVIEW 02-22-18 1 COMMENT QBLDG. DEPT. 03-23-18 REVISION QDEMI REVISION 04-28-18 ab ISSUEDATE NOV8.2017 OWN M APPRV RPJ_ PROPOSED SITE PLAN saA : AS INDICATED ON PLANS CONSTRUCTION DOCUMENTS Sheet Number: P-1.00 m 4 m JOB NO. 77-094 RPJ, Inc. R rz s n m w IaemmA rc b hues) • 49n s.w. Tau couWT wANI. FT_ atx O ee4-a3I rAc f>os) ees-mr E�(� nfeo)^•n� O U DBLEWIS-ARCHITECT mm BSCAYNE BLvc. SITEf2M.. LWAI, FL 12,N " T30&46&725b • • 011,11"ll"w.'K9 cam mMwdmew.mm • 'EE P N,q'•• • QpF y� E 5•F i7'9 ��i NO 3859 •�`y E OF • 10.ONA 64 (tIkNS MIPAI VOVES MIMO - C@%TRE PRQIECT417709 9807 NE2NDAVE MIAMI SETOFFS. FL 33133 OWNER STRUCTURAL IN M EN ER 4977 S.W. 74 COW WAR, FL 33155 T. 305M2131 CTV N SOI LENGINEER' LANDSCAPE ARCHITECT: REVISIONS DATE DEIN REVIEW 02-22-18 1 COMMENT QBLDG. DEPT. 03-23-18 REVISION QDEMI REVISION 04-28-18 ab ISSUEDATE NOV8.2017 OWN M APPRV RPJ_ PROPOSED SITE PLAN saA : AS INDICATED ON PLANS CONSTRUCTION DOCUMENTS Sheet Number: P-1.00 SANITARY/GREASE WASTE PIPING ISOMETRIC - NTS 7 L E= NG •SANTARY i MANHOLE DISIINC 4' (2D FU)7 DMING COOG ® (2 WAIS) EROS N6 4- (10 FU) ING LOW PRESSURE STATWN DUSTING Y FORCE 1 DO C 4 !i LOG (2 WAY$) DOSING COOL (2 WAYS) FU)') ®C ' s ,APPRDEROVED RER-M (s b FOR REFERENCE ONLY JOB NO. 17-094 RPJ, Inc. a s n m w Iaoamn vc En 0ee� 1 1 sen S.K. I- —I 1 .AML R 33756 -NaA (1 VY•4mn fAR (]m) Y!-OI.T I 1 DBLEWIS-ARCHITECT .3DI8L�q�� MrAF� ei - - 420r r3os4sa �9s9:urn= F .mm . 151E:MMrtlIl0ltl.frvn pu PEE F• �L N � • �' N� • �: sA OF•.; �, FS�OR1:•�a`�• { 10 4L`7rt`p�Wltd • MIAMI.SHORES MIME•0411RE PROJECT #1708 H•01 HE 2ND AVE a.Ald SHORES. FL 33133 OWNER STR MEP * N WEER 4877 S.W. 74 COURT MLAML FL 33155 T. 3059582131 CIVIL SOIL ENGINEER: LANDSCAPE ARCHTTECr: REVISIONS DATE 1 DERM REVISION D4-28-18 ISSUE DATE NOV 5.2017 DWN MA APPRV RPJ Ileal SANITARY/GREASE WASTE PIPING ISOMETRIC w: AS INDICATED ON PLANS Mce CONSTRUCTION DOCUMENTS Me N P-2.01 CAP FOR FUTURE USE DWONG 4' (108 DOSING 3' (8 FU) DOSING 4' (10 FU) DOSING 4' (88 FU) DOSINGDOSDNG COOG GREASE NIEACEPIOR /1 (100 GPM) (2 WAYS) 4DOOM 4- (20 FU) DOSING ® EXEING 4' (SO FU) (22 WAYS)® CCOOGOOG ING EXISTING 4' (20 N) F]OSTNG 4' GREASE WAS1E oa(�N EUSINIG OOG COOL DOSING (2 WAYS) 4' (20 N) CAPPED FOR FUTURE USE DOSING EOSINC SAMPLING PORT IA' (22WWAYS) (TTY.) ®® DOSING OWNS C SANITARY UNE ,(2 CGC WAYS) CAPPED FOR FUTURE USE (TyP-) DaSMG GREASE NTEACEPIOR DMI NG /2 (100 GPM) DUSTING 4' (20 N) COG (2 WAIS) GH/ EIaSING DOSING 4' GREASE WASTE y -COOL CAPPED FOR FUTURE USE (2 WAYS) SANITARY/GREASE WASTE PIPING ISOMETRIC - NTS 7 L E= NG •SANTARY i MANHOLE DISIINC 4' (2D FU)7 DMING COOG ® (2 WAIS) EROS N6 4- (10 FU) ING LOW PRESSURE STATWN DUSTING Y FORCE 1 DO C 4 !i LOG (2 WAY$) DOSING COOL (2 WAYS) FU)') ®C ' s ,APPRDEROVED RER-M (s b FOR REFERENCE ONLY JOB NO. 17-094 RPJ, Inc. a s n m w Iaoamn vc En 0ee� 1 1 sen S.K. I- —I 1 .AML R 33756 -NaA (1 VY•4mn fAR (]m) Y!-OI.T I 1 DBLEWIS-ARCHITECT .3DI8L�q�� MrAF� ei - - 420r r3os4sa �9s9:urn= F .mm . 151E:MMrtlIl0ltl.frvn pu PEE F• �L N � • �' N� • �: sA OF•.; �, FS�OR1:•�a`�• { 10 4L`7rt`p�Wltd • MIAMI.SHORES MIME•0411RE PROJECT #1708 H•01 HE 2ND AVE a.Ald SHORES. FL 33133 OWNER STR MEP * N WEER 4877 S.W. 74 COURT MLAML FL 33155 T. 3059582131 CIVIL SOIL ENGINEER: LANDSCAPE ARCHTTECr: REVISIONS DATE 1 DERM REVISION D4-28-18 ISSUE DATE NOV 5.2017 DWN MA APPRV RPJ Ileal SANITARY/GREASE WASTE PIPING ISOMETRIC w: AS INDICATED ON PLANS Mce CONSTRUCTION DOCUMENTS Me N P-2.01 BALL COD WATER TRENCH DRAIN REFER TO FLOOR PLAN FOR SITE AND TYPE (TYPICAL) SOLENOID VALVE CONTROLLED W/IWER -1/2-CW TRAP R6MER SOUX CHEF •PRWE PERFECT' OR APPROVED EQUAL DISTRIBUTOR 1141' SIOUX CHIEF SPUTTER OR EQUAL (2-4 OPENING Ofr AS REQUIRED.) 1/2' TYPE 'K7 SOT COPPER PPWC TO, FLOM DRAINS. FINISHED FLOOR `1/2' TYPE 'K' COPPER BURIED WASTE RRNG, RFSEA TO FLOOR PLAN F'Oi TIPICAL SSS 1/2' TRAP PRMER--� CONNECTOR ON TAILPIECE (TYPICAL) TRAP PRIMER INSTALLATION DETAIL SCALE: SPECIRCATIONI 1 1 Sclt 40. Vice, End (WHhhb) 2. Mm BDwrale:IODGPM ,I LkNd Cgoodly. DSGdon 4. Abe Veow tvpodfY.lA]6 hs. 1147.4 Go -1 5. Mm aidshe6nnm copotlly LOS Gd.x 6. UWwdyd wweArvdW. ,epa�vear�iple3oDtNunie B. ttldrvoY RRated e..er. I6.00D W. coTpod1Y Idnind.d) 9. s.ardea rnhoded polyetlrybrelorYc 2. factory nsldbd NNin Flow Gonad. 1 fa p.Aly trdnoaeaPPkcoN.s ordy. oP rot use fm Iresshre cPpkcanmL 4. $emotes eemiryry payeltrylern tank S Ud wlN lsdt4na Is bup N4"d bu�ldt .AtldW.d beNalonle lar tlaeper k Corer poeementd5-hAldceestobR fdr.op.mdl.mce.ps _ A. VNmwv foply�lpnj,tMdtws ce _ itv..hdcwn dmwvys 9, epaaad iiet mhtl dn+Eot call -me noble to kepect/dean ppkq. 10, 712 M.M�elrbsarabsubdrpn PpraicuSapslhmbhpnf. .,qUri tsl•ped with, DERrLOWT�Y elRuenl knb Mo pvNu flat ulim the fatal vahria dB,..tartptre.pelyBkMd .D1Aen Br .lNee uMtMmdn- an. wt0w1 dsitrbkC to wmikhg IJnau Wed. a sediment IDY BAN lnie.d tl'nN// JF0-in int lap d mo,ouna tlet 9h otvws genua ddY Non wOWs Has ad tla.ty eW_ the boN.n ofiM dulNt dNeeralows any aFAront wfich k lose d Mtle lid �cuMh p�m'tltlatl�b�ems,��PWaglonW s. r3NCW1®1 TION GLADE p ns,me�re MmoedW C$250 ehdl e�In,fuastcAedpts.eaLMa.1 ssbe.mNldrinntd m4D.lednm cbwe. baa- km.6nhan. W.-Plor db be uNiedlo ASW A112143 RYPe Cl mad CSA IM81.1. MN Edd adny-Ana dlersydem.to"Bo-oritoLtal#h Nd and H.ee aPtlet smdEaM`CN IODP /wder=d mtl thine nrrdrean LOm hs.loPO Capocty. -RBrM.a cad tddolIn Cwer. 31.0mead 00b,xpaffyycily Ald�e Nreadmtoble , 1. aweerhalnO wares to Wad. clamp.he m. m MC UPC DEE awC 20.1"-v...6'6t.:�3:�,.•��,w�o v� . DLM� FACE OF WALL CLEAN-0Ui Tt3= CHROME F1AlT:D BRONZE WALL PLATE BOIL OR WASTE WALL E7(TIEFDOR TWO-WAY CLEANOUT TYPICAL CLEANOUT DETAILS NT8 CLEANNT PLUG M1��=� `GLEAIAUT .CAP 4'W �> 6 INCH UgOBSTRUCTMED DEPTH 4'0 1-MININUPM Pqy 2A47 (�NDRIZON AL CLEARANCE FROM ANY WALL FIXED EQUIPMENT CAP OR STORED MA6IALS EWIPMENTI 2 -MINIMUM 48' f1ERBCA� CLEARANCCiE FROM ANY Flh:) QUIPMENIT OR STORED MAIEfdALE GREASE SAMPLING PORT -DETAIL N.T.S TOP VIEW P112 IS)Mtixlf- VItw SECTION "A -A" NILE( END VIEW )EL NUMBEL, G8-250 1 1 SPEGFICATI.ONS S :RI►ROM Scheer hold f500 iad Road 100 GPM POLYETHYLENE GREASE INTERCEPTOR Edw•der•a, u utT1 (250 GAL LIQUID, 1071 POUNDS GREASE CAPACITY 141 SO -W -91t,4 ww eY: IDAM I REV: I ECO: Made In Bw LISA 1. A ALL WOR( WILL BE DONE In acmdma with the Florida Building Code (2014) and aHh d applmN. rVA.H t B DRAWNGS Ref. to all dm.nge for coordination of the pombng eek GMRANW AND PAY W all r- n pem" Dwacti>R oM had. Obtain the nalded e.Uf-t. and preent to Owe. D. GUARANRE Th. completed nNdoU. aha be Ally guarmteed Aphid defecliie m.twia. and/. krprww aarnnaMdp for a mhknum d ms p. b motiew .d lobar. E ALL HORIZONTAL SANITARY PIPING Y and I&W did M p d 1/8 not per fad bf.^ Wm noted oUvabA W foot min""' un!"' noted othsnle . M pping Y And ander cd dopa d 1/4'kM per foot mNmun. 2 SHOP DRAVA CS: Cmtmctor aha abmf for appr..L dtlhh 30 days of .ignhg -bot A mnnam of RAN oapia. of hey dee.0ptln IH.abrA Ydudng bid not NMKW I. Piping. fido- e gram, htiaoapt.a No work dhd proud tD.A 8M AM. of thew eAmIttols. 1 PLUMBING FlXIRES nsMm and b._!. epedMd and Nal 4q.,___ _ fonddnd ad nttded-%VVtracta ,W.tuiq-fi,df M compete .Ith trent, rtrgta'^WMR'a Hid i&yY7 =Vaaoiy ' "'W"d 4. MATERNS A PRN. A. Svdt.ry, grove, idate ab rant, o d at--. Eanflory Plpe, ScNednM 40(-w ad No loon crt�aaicl�^ h Darnel'.: aoter. Ccppw viae m W ASIY BBB A L .fth saint .i oghtooppw.11ttngd! Two 411'1i11ivif' Swint V.- M accaptabla bdate PWng flan --to haddhq mnjterid. R„Y33 . lr e. Cmdmsate darn: DBC PVL, a.cept � DYX) fmow,ype coot Ringo h a/c dopte,,.,y<.r .0." d DvnMlc nl'. guppy omaihbly CTmm. mYh tWing dN aye ahbt oN wlw S PIPING MEET AND OSINf�._..-�'�_.__. A IV amN.y coot dvnedkrwd.'e0I11Y tedtl W led hef.e pb9w b . mmeetd te aWlprt,ml coot punting %ivaa B. Gm eyatwn aid be teetad at Per FBC Fid Cm 2014 S.D. IDS and NFPA-54 Chapter B rewbammh G 01*faotlm: M d.nealie rate AWN and be dbinlect d by Inhodschg o W.tbn of cd'i" hypodd.R. of SO paer M to plbn of dand m daride Per AWWA Skadonic 6. VALMS Domedic eater s,ih- olid be of br- body, .ad and. aid 'led bee. 7. CON7fUCTOR SHALL CDORONAIE •a¢t W.U. of amHory, item .it d--Uc rola Pang before dating my a.k. Notly ArddUet/taglneer of any dedoUaa hen design dma*ga 8. (IFANOUTS: A Wd: .baam SBBOD-PLG B FnNhd Fla. J- 57000--X-SO 9. HOSE Bar. Shall be 3/4lick rough b-consWc6on rKh dal off W. and mann breaker. 10. CONTRACTOR to fl'e pMmt anti eed dl herd p d pipe paanahullone ttw M1s Med idle and comp. Yat.ride and proNode d m Mhg "I be appmwd by the local duct Gonad opnwl deporbnmt ad and W U.L rated 11. FWYBNC CONTRACTOR SHAl1 rain ahuebrd dneinga Prior to bidding to fully fomaorhe hkmWf of pmpd 12 NBBDIG CONTRACTOR SHALL dMaih ono .gorge I. dl P viphn la PLUMBING SYMBOL LEGEND SYMBOL DESCRIPTION -GW- GREASE WASTE LINE -GW- DIETING GREASE WASTE LINE Bar, SMI Bar, DeOmtnsm, Snarl Bar, Ice team Pada, Cafeteria (no food prep), SANITARY UNE Frmen Yoryrt, Hotel Breekfart Bar, Japenme, Fut Food, Drive -IM Greek, Indian, DIEBNG SANITARY LIE - VENT LINE - DIEBNG VENT UNE OA451baJme.1. 0.006510sJmnP .': Offi!t/mail• 40325 NsJmal' COD WATER LINE . _. _._._.. METING COLD WATER UNE -F- FILTERS) WATER LINE 'Ux SoAlor Grsea ly.neptman mndHw Green "Abdel GPM s HOT WATER LIE abort. ; EDSIINC LOT WATER LINE -� -� INDIRECT AND SAFE WASTE UNE -TW- TEMPERED WATER LK (110• F) - CD- CONDENSATE UNE - CD- DaSTNG CONDENSATE LLE -DP- DRAIN PAN LIE ... -G- GAS LINE -G- DOSING GAS LIE GIS 9RR-CAFE VALIE B APPLIANCE REGULATOR SOLDIM VALVE INTERLOCKED W/ HDCO - SLRPRESWIN SYSTEM. - 4YO GATE VALVE -� FLOOR PENETRATION n WATER RAWER ARRESTOR IV DECK VALVE - }- H.B. Has: BBB W/vAONY VAEMIER it SHUT -OT VALVE TE -11 TO DOSING PIPE ® SAMPLE PORT ® TWO WAYS CLEANOUT IFP BALwLOW PREwRTOR (E) DOSTING TO REMAIN MOD WALL CLEANOUT YAR VENT IMO ROOF CDOG CLEANWT ON GRADE ` CO CLEAN OUT DRAIN SCHEDULE SYMBOL DESCRIPTION MFR. h MODEL TO FLWR MAIN JDSAM 32100-81 W/SEMENT BUCKET AND TRAP PRrER Tenant #1 Restaurant (107 seats) Flow calculation u011zini maximum flow Capacity of pipe (Standard PDI -G 101 Chapter 8.3.1) Pipe diameter. 4" Maximum flow 1/4' slope :125.77 gpm Interceptor size. m Proposed Uderceptorgpflow capacity : 100 gpm • • 1 •• 1 • 1 • • 1 • l • • 1 •• l Pump -Out Cycle Production Values by Meal Type '- Production 'Mtdlum Greaee Prodoctlon "High Grease Pmductlm Sandwich Whop, Conomenn Y- Fresh, Coffea Houu, Plan, Grocery Yee (ro hyar) Cafeceda, Family Rutaim,M Innen, Steak Bar, SMI Bar, DeOmtnsm, Snarl Bar, Ice team Pada, Cafeteria (no food prep), Mame. Bakery/DahuL Shop, rhlnesa, game{, Frmen Yoryrt, Hotel Breekfart Bar, Japenme, Fut Food, Drive -IM Greek, Indian, Medan, 5ealmd, Frkd CBirken, GraoFy Raidemlid' Low Gmase Output FSE(w//rnrr Stre(w/hyert, Mora-' •(A) No I'l.-n: '(11I WIN FMtwan:. '(C) NO Flannn:� .... "III WIN FUtrmrc '(EI NO FIaonn: 'IF)1NNn FIeNvan: OA451baJme.1. 0.006510sJmnP .': Offi!t/mail• 40325 NsJmal' 0.0351he./mut' 40AS5Iba./mnP n torts. v«perp* a (Bat) Par Meal i,Pump-Oon CVcie • Needed In ux' SIS O.D45S NI 730 'Ux SoAlor Grsea ly.neptman mndHw Green "Abdel GPM s QrwetlaY lnerupta Gnanry. abort. ; In Us. ASAMEAsakssbted ASMEA11214A GrrIRW'.'� 66350 IW lA 3016 Tenant #3 Restaurant (116 seats) .Flow,c9lcNlatloil Liidlizinmaximum flow capacity of pipe (Standard PDI -6 101' Cher 8.3. 1) Pipe diameter. 4' _ Maximum flow 1/4' slope :125.77 gpm Interceptor sizes gpm Proposed Interceptor flow capacity :100 gpm Pump -Out Cycle Production Values by Meal Type 'low Grua P,oductim 'Medium Gmase PmductMn 'HIIh Gmase Prodmtlon Sandwich "IPCmnMroce Yon, Fs W, Coffee, No- Pbv, Gno Ston (no hyer) Cadamma, Family Remacera , Italian. Steak Bv,SMIB.r. Dellotesaen, Snck Bar, kz Cream Parlor, Cafeterl. I- fond ..p), Hous,Bakery/Donut Shop, Chinese, BHmeU Fmsan yogom ttlotel enakfert Bar. Japanne, Fart Faod, DM -in, Greek, Indian, Medan, Sedaod, Fd.d Odc"m, Gmcnry RmMnter Law Grease Output FSE (w/hyerf' Score (wlhyer), Barbecoe' '(A) No natware: '(B) with FL.-.: 'Ili No natwww: -(D) with F4.- •(E) No Fl- '(F1 MRN Rade: ORDS Ibs./mnl' 0.0065 ftn4med' 4DS IIWA-r DA3261ba./r-r o's le./meal• oA455•t/mW .-a.- Oar r 0bt1 MMed a Rap Mrt Cyde • ..ad.d in Lbs.' SAO OAM155 30 792 un seder Gn.n kde nn capacity n ., NOTES, DETAILS SCHEDULES AND LEGENDS -PLUMBING FOR 0115 FOG 1.5 A:'PROVED RE -DERM i JOB NO. 17-094 aranmrtsh. Gr.ue Madd 6PM IWnrdNY ""Gr"'.a" RPJ, Inc. laldatd aboaw. In Ibc Alsv sa a ['atlflad' 06250 TDO SL 107E a v n m •n (aaaasn» Pc ,w (soca 497E SW. 7401 COURT MIAMI. FL W1t F w,aNc(Pel•+rH+,a, rax (am7 ere -mal E 0 N Ly DBLEWIS-ARCHITECT 6301 BISCIYNE MVD. ST)r%201 dblTSQ . 1P • u X9832 • y• •c�� L VELA "'i y FP 4, � '. • Noal6 C 1, ?* c :4,�: • to $AFAEL PENIA at, (law •••••• MIAMI SHORES MIU = CNTRE •• • PROJECT AM709 9801 HE 2ND AVE MMA9 SHORES. R 33133 OWNER N I MEP + F ENGINEER RPJ LILTING EN 49773 .74ODURT MIAMI, FL 33155 T. 305.6662131 UVIL -- SOIL ENGINEER: LANDSCAPE ARCHITECT: REVISIONS DATE ISSUE DATE NCA/8.2D17 DUAN MA APPRV RPJ bard : NOTES, DETAILS, SCHEDULES AND LEGENDS -PLUMBING S-6: AS INDICATED ON PLANS Ph-: CONSTRUCTION DOCUMENTS 7Stmt NumOar: A -: RAID M ro yi n RAID M . WASD NEW CUSTOMER DMSION i .... 0000 .. . • 0000 . . • • • • • Raviawadby ' in lNal II ),M Da6a-��.,�p 466649 • • • . t••..• 00.00• 1 • Not RegULad • .1.. • • • ORD- LE77ER 8 95 • • • • a ... • • 466,4• Required R • . • • • i cool - I i I _ 1 - I i III i WL .' FINAL APPROVAL D!O' RONMF.NTAL I!, t S' NA(:1liMLN'f S D I FOR REFERENCE ONLY c MIAMI.QADE - o MIAMI—DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Miami Tech, Inc. 3611 NW 74 Street Miami, FL 33147 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami—Dade County RER— Product Control Section to be used in Miami—Dade County and other areas where allowed by the Authority Having Jurisdiction (AW). This NOA shall not be valid after the expiration date stated below. The Miami—Dade Co" groduct Control Section (In Miami—Dade County) and/or the AHJ (in areas other than Miami-Oade CoLnty) reserv8. • •; • the right to have this product or material tested for quality assurance purposes. Ifs&is produ*U or, Laterial fails to perform in the accepted manner, the manufacturer will incur the expense of:jj4* jesting and the AHJ • may immediately revoke, modify, or suspend the use of such product or material ,4y bin their jurldictiorl • • • • RER reserves the right to revoke this acceptance, if it is determined by Miami".-Aatle CoSLnty.Produet • • • • Control Section that this product or material fails to meet the requirements of the apoicQble building Bode...:..' This product is approved as described herein, and has been designed to comply•witll•tte FlA"A Milding•.... ...... • Code, including the High Velocity Hurricane Zone. � � • . . . . ...... DESCRIPTION: Aluminum A/C Stand • • • • • • APPROVAL DOCUMENT: Drawing No. 15-2476, titled "Aluminum A/C Stand ;-IVHZ Compliant'' •: sheets 1 through 10 of 10, dated 01/10/2007, and last revised on 05/07/2016, prepared by -Engineering Express, signed and sealed by Frank L. Bernardo, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number & expiration date by Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami—Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami—Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA# 15-0902.05 and consists of this page 1 and evidence pages E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Jorge M. Plasencia, P.E. �j NOA No. 16-0601.01 MIAMI-DADE COUNTY / Expiration Date: January 15, 2019 V J��?A 4 Approval Date: July 14, 2016 0 Page 1 Miami Tech, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. 15-2476, titled "Aluminum A/C Stand HVHZ Compliant', sheets 1 through 10 of 10, dated 01/10/2007, and last revised on 05/07/2016, prepared by Engineering Express, signed 1` and sealed by Frank L. Bennardo, P.E. B. TESTS 1. Load Testing of Aluminum A/C Stand Post to Welded Baseplate, prepared by QC Metallurgical, Inc., QCM Job No. 15KM-958, dated 11/13/15, signed by Jerry Iaciofano (!Voluntary Testing) (Submitted under NOA No. 15-0902.05) ' C. CALCULATIONS 0 :006:00 1. Engineering design calculations, prepared by Engineering Express, dated'0;/25/16 and last .' revised on 06/23/16, signed and sealed by Frank L. Bernardo, P.E. *a*:** SSSS.. • • • • • • _ 2. Engineering design calculations, prepared by Engineering Express, date Y69/21/15�a$d, signed... and sealed by Frank L. Bernardo P.E. • SSSS .• SSSS. (Submitted under NOA No. 15-0902.05)�.�..� ��•�• . . SSSS. .. .. . Soso .. - D. QUALITY ASSURANCE •. 1. Miami Dade Department of Regulatory and Economic Resources (RF.R). ; • • • • • . SSSS.. E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letters dated 08/24/2015 indicating compliance to FBC 2014 (5th Edition) prepared by Engineering Express signed & sealed by Frank L. Bernardo, P.E. (Submitted under NOA No. 15-0902.05) G. OTHER 1. Notice of Acceptance No. 15-0902.05, issued to Miami Tech, Inc., for their Aluminum A/C Stand, approved on 03/10/2016 and expiring on 01/15/2019. Jorge M. Plasencia, P.E. roduct Control Unit Supervisor NOA No. 16-0601.01 Expiration Date: January 15, 2019 Approval Date: July 14, 2016 E-1 ALUMINUM STANDS FOR MECHANICAL UNITS)) c SUPPORT ANGLE UTILIZED FOR UNIT S DEPTHS THAT ARE LESS THAN STAND DEPTHS. r s SEE DETAILS 1A AND 1B d ON SHEET 1D FOR CONFIGURATION — ��- A/C UNIT DEPTH SUPPORT ANGLE — (SHALL BE GREATER THAN OR UTILIZED FOR UNITS EQUAL TO MEAN UNIT HEIGHT) DEPTHS THAT ARE LESS * PROVIDE 2" MIN EMBEDMENT OF 1 — — — — SQUARE TUBING INTO C5QUARE TUB G I- .. a ON SHEET 10 FOR ! t CENTER 10" LONG,SQUARE a = A/C UNIT c7 0 I u Z TUBING ABOUT AD] CENTC I (SEE DESIGN SCHEDULES �`vn SQUARE TUBING ENDS 0000• ! FOR A/C UNIT SIZES) ! M w ZQU 36" OR 42" ADJUSTABLE SPREAD I Li 0 STAND DEPTH 20" OR 30" ADJUSTABLE SPREAD ! LC 0 STAND DEPTH w (SEE DESIGN SCHEDULE) `"o I II- z i m E W U ry v yLL� o W J % �am o U h TOP OF ROOF - ° FINISH (1) 5/16-18 THRUBOLT TO INTERLOCK SQUARE TUBING* OOF HOST STRUCTURE ... F m ZUj(A L7 ZwT math mwv 4 ANCHORS -T SUPPORT ANGLE — m PER PLATE UTILIZED FOR UNITS (SESCHEDUOLE 1 DEPTHS THAT ARE LESS EQUAL TO MEAN UNIT HEIGHT) THAN STAND DEPTHS. Ln SEE DETAILS 1A AND 1B I- .. a ON SHEET 10 FOR T CONFIGURATION ... F m ZUj(A L7 ZwT math mwv 4 ANCHORS -T ioJ BASE PLATE 3" ASSUM EDU m PER PLATE (ISTD" ASSEMBLYROOFING (SESCHEDUOLE 1 ELEVATION THICKNESS EQUAL TO MEAN UNIT HEIGHT) 36"D x 40"W x 54"H A/C UNIT FOR ANCHOR SCALE: V=1`-0" END ELEVATION SPECS) U µ Y �- 36 OR 40" A/C UNIT DEPTH -4 IR W U N N ZZQ LL .1 14am i TOP OF U l' - ROOF ROOF - FINISH / '(1) 5/16-18 THRUBOLT TO INTERLOCK SQUARE TUBING* ROOF HOST STRUCTURE- -W TRI ICTUR F TOP OF ROOF FINISH A/C UNIT DEPTH \_(6) PLATE "HD" ASSEMBLY ® rr l--- 10 TYP.t (SHALL BE GREATER THAN OR (1) 5116-18 THRUBOLT TO INTERLOCK SQUARE U H EQUAL TO MEAN UNIT HEIGHT) 36"D x 40"W x 54"H A/C UNIT = _ SCALE: 1'=1'-0" END ELEVATION (SEE "CUSTOM ASSEMBLY" U µ y DESIGN SCHEDULE, ON SHEET a = W 8, FOR CONFIGURATION (SEE DESIGN SCHEDULES I LIMITATIONS) �`vn H t 0000• I IR W U N N ZZQ LL .1 14am i TOP OF U l' - ROOF ROOF - FINISH / '(1) 5/16-18 THRUBOLT TO INTERLOCK SQUARE TUBING* ROOF HOST STRUCTURE- -W TRI ICTUR F TOP OF ROOF FINISH A/C UNIT DEPTH \_(6) PLATE "HD" ASSEMBLY ® rr l--- 10 TYP.t (SHALL BE GREATER THAN OR (1) 5116-18 THRUBOLT TO INTERLOCK SQUARE U H EQUAL TO MEAN UNIT HEIGHT) & APPLICABLE FEDERAL STATE, AND LOCAL CODES, PROVIDE (5) PITCHES MIN PAST THREAD PLANE. I J\10 SCALE: 1'=1'-0" END ELEVATION BUILDING CODE FIFTH EDITION (2014). to y RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE A/C UNITUjH W = (SEE DESIGN SCHEDULES I LU Z FOR A/C UNIT SIZES)LU H t 0000• I I ZQU 36" OR 42" ADJUSTABLE SPREAD I Li 0 STAND DEPTH RESPONSIBLE FOR THE INTEGRITY OF ALL SUPPORTING SURFACES TO w (SEE DESIGN SCHEDULE) THIS DESIGN WHICH SHALL BE COORDINATED BY THE PERMITTING o • CONTRACTOR. Q }—I8" MAX C m y N U m vNiZ \_(6) PLATE "HD" ASSEMBLY ® rr l--- 10 TYP.t LL &_ w LU m (1) 5116-18 THRUBOLT TO INTERLOCK SQUARE U H TUBING EACH SIDE* & APPLICABLE FEDERAL STATE, AND LOCAL CODES, PROVIDE (5) PITCHES MIN PAST THREAD PLANE. I J\10 'ERONOF HOST STRUCTURE MAXIMUM ALLOWABLE DESIGN PRESSURES: AS NOTED IN DESIGN SCHEDULES DESIGN NOTES: •, b., £�itti FltlFtt(t`1, ♦ it , i RANK LINA # PE004654� ' w �1y'•f VALID FO (1 DESIGN PRESSURES CALCULATED FOR USE WITH THIS SYSTEM SHALL BE DETERMINED SEPARATELY ON A JOB -SPECIFIC BASIS IN ACCORDANCE WITH THE GOVERNING CODE USING ASD METHODOLOGY. SITE-SPECIFIC PRESSURE REQUIREMENTS AS DETERMINED IN ACCORDANCE WITH ASCE 7-10 AND CHAPTER 16 OF THE FLORIDA BUILDING CODE FIFTH EDITION (2014) SHALL BE LESS THAN OR EQUAL TO THE LATERAL AND UPLIFT DESIGN PRESSURE CAPACITY VALUES LISTED HEREIN FOR ANY ASSEMBLY AS SHOWN. GENERAL NOTES 4 ANCHORSBASE PER PLATE \_(6) PLATE "HD" ASSEMBLY 1, THIS SYSTEM HAS BEEN DESIGNED AND SHALL BE FABRICATED IN NOTED OTHERWISE, CADMIUM PLATED OR OTHERWISE CORROSION RESISTANT MATERIAL AND SHALL COMPLY WITH 3.3.4, SPECIFICATIONS FOR ALUM. STRUCTURES -SECTION 1, THE ALUMINUM ASSOCIATION,INC., (SEE ANCHORTHICKNESS SCHEDULE ELEVATION ACCORDANCE WITH THE STRUCTURAL PROVISIONS OF THE FLORIDA & APPLICABLE FEDERAL STATE, AND LOCAL CODES, PROVIDE (5) PITCHES MIN PAST THREAD PLANE. FOR ANCHORi SPECS) 1 SCALE: 1'=1'-0" END ELEVATION BUILDING CODE FIFTH EDITION (2014). to y RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE 2. MAXIMUM DIMENSIONS AND WEIGHT OF A/C UNIT SHALL CONFORM W 0000•• • • TO SPECIFICATIONS STATED HEREIN, MINIMUM 75LB OR MAXIMUM AS M m W AS SHOWN ONLY. USE OF THIS SPECIFICATION BY CONTRACTOR, et, al. LISTED HEREIN. H t 0000• 3. THE ARCHITECT/ENGINEER OF RECORD FOR THE PROJECT _ �, y MATERIAL FABRICATION, SYSTEM ERECTION, CONSTRUCTION PRACTICES SUPERSTRUCTURE WITH WHICH THIS DESIGN IS USED SHALL BE G W RESPONSIBLE FOR THE INTEGRITY OF ALL SUPPORTING SURFACES TO z = 0000•• THIS DESIGN WHICH SHALL BE COORDINATED BY THE PERMITTING 0 v • CONTRACTOR. N of - PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS 4. REACTION FORCES LISTED FOR USE WITH HOST STRUCTURE a VERIFICATION ARE CALCULATED USING ASD METHODOLOGY. DESIGN = PROFESSIONAL OF RECORD TO VERIFY APPLICABILITY AND/OR ADDITIONAL FACTORS FOR USE WITH HOST STRUCTURE VERIFICATION. 5. ALL FASTENERS TO BE #10 OR GREATER SAE GRADE 5, UNLESS 4 ANCHORSBASE PER PLATE \_(6) PLATE "HD" ASSEMBLY A 13" ASSUM L ROOFING NOTED OTHERWISE, CADMIUM PLATED OR OTHERWISE CORROSION RESISTANT MATERIAL AND SHALL COMPLY WITH 3.3.4, SPECIFICATIONS FOR ALUM. STRUCTURES -SECTION 1, THE ALUMINUM ASSOCIATION,INC., (SEE ANCHORTHICKNESS SCHEDULE ELEVATION ! & APPLICABLE FEDERAL STATE, AND LOCAL CODES, PROVIDE (5) PITCHES MIN PAST THREAD PLANE. FOR ANCHORi SPECS) 1 SCALE: 1'=1'-0" END ELEVATION SPECS) 6. 6005-TS.LEXRUDED MEMBERS SHALL BE ALUMINUM ALLOY TYPE 6061-T6 UTILIZE NEXT -HIGHEST STAND HEIGHT FOR LARGER ROOF THICKNESS, FOR ROOFING WITHOUT INSULATION OMIT 3" THICKNESS AND UTILIZE NEXT -SMALLEST STAND DEPTH FOR VALUES IN BETWEEN EXISTING TABLES 5# MIN./450 * MAX UNIT WEIGHT AS VERIFIED BY OTHERS,TYP. PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0601.01 expirati�uct t01/45/2079 LU By = CO Mi mi - Fat 0 Mu z 5 O W Z = to < n - of W a 3" ASSUMED® ROOFING // THICKNESS 4 ANCHORS-2---- -CPJ BASE PLATE PER '"CUSTOM" ASSEMBLY (SEE R ANCSCHEDULE 3 ELEVATION ! 11. ELECTRICAL GROUND, WHEN REQUIRED, TO BE DESIGNED & FOR ANCHOR 1SCALE: 1"=1'-0" END ELEVATION SPECS) SPACE, TONNAGE, ETC.) SHALL BE AS PER MANUFACTURER A/C UNIT DEPTH—, to 2 F Z U REF. - ` CONFIGURATION DETAILS STAND WIDTH v� J & LEG SPACING PER CONFIGURATION \ DETAILS 7. ALL 22GA DEFORMED STEEL STRAPS USED FOR UNIT TIE -DOWNS SHALL BE ASTM A36 MIN. STEEL FABRICATION OF STEEL STRAPS SHALL BE BY STRAP MANUFACTURER ONLY. B. ALL EXISTING CONCRETE SUBSTRATE SHALL HAVE MINIMUM P[ COMPRESSIVE STRENGTH OF 3000 PSI AS VERIFIED BY OTHERS. 4. ALUMINUM WELDING SHALL BE PERFORMED IN ACCORDANCE WITH FBC SECTION 2003.8.1.4 WITH WELD FILLER ALLOYS MEETING ANSI/AWS A/C UNIT WIDTH A5,30 STANDARDS TO ACHIEVE ULTIMATE DESIGN STRENGTH IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL, TABLE 3.2.1. SUGGESTED WELD FILLER: 5356 ELECTRODES. ALL ALUMINUM CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE TOLERANCES, QUALITY AND METHODS OF CONSTRUCTION AS SET FORTH IN FBC SECTION 2003.2 AND THE AMERICAN WELDING SOCIETY S STRUCTURAL { WELDING CODE -ALUMINUM (D1.1). MINIMUM WELD IS Ya" THROAT FULL fv, PERIMETER FILLET WELD UNLESS OTHERWISE NOTED. I 1D. THE CONTRACTOR IS RESPONSIBLE TO INSULATE MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. ! 11. ELECTRICAL GROUND, WHEN REQUIRED, TO BE DESIGNED & I INSTALLED BY OTHERS. ALL MECHANICAL SPECIFICATIONS (CLEAR SPACE, TONNAGE, ETC.) SHALL BE AS PER MANUFACTURER y RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE 1 CONTRACTOR. 0000•• • • 12. ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL DESIGN K rVr, m f- ef AS SHOWN ONLY. USE OF THIS SPECIFICATION BY CONTRACTOR, et, al. •{Wif INDEMNIFIES & SAVES HARMLESS THIS ENGINEER FOR ALL COST & 0000• DAMAGES INCLUDING LEGAL FEES & APPELLATE FEES RESULTING FROM i i MATERIAL FABRICATION, SYSTEM ERECTION, CONSTRUCTION PRACTICES 1 1 BEYOND THAT WHICH IS CALLED FOR BY LOCAL, STATE, & FEDERAL IMILAR CODES & FROM DEVIATIONS OF THIS PLAN. 0000•• 13. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT • r • �p • • • PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS • • DIFFERENT FROM THE CONDITIONS DETAILED HEREIN, A LICENSED = ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CONJUNCTION WITH THIS DOCUMENT. z 14. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. 15. AC STANDS SHALL LABELED PER MIA MI-DADE REQUIREMENTS FOR NOW PRODUCT APPROVALS IN ACCORDANCE WITH THE X14 FLORIDA BUILDING CODE. fv, a:WM "�rtl5,��pp t.1� 1; Li 1 000000 OU LLA • 6 ()LL w a KQWGWW40Wo 0000•• • • •,,,, m ro„z„Z atet., •�E5'lb~: 0000•• • • ,,•ff11,, K rVr, m f- ef •{Wif 0,..�...i � 0000• . . d ilo • � (0 xw 0000•• p W w • r • �p • • • • • 0000•• •0060• • • Ln N r. to U M z °' UD i--1 Ln p `n az U = M u `a LU tt e`* ¢2: n o t3 3 $ r� Z N 1--I 2 Q el Qko C)¢ M to M P__q til G Z O S a aamaa�ao pis J tGCi U U V U d f U LL� Z v O Y Y fes- U U�� SUe to w tY o w 1�ja � Lu ti > o CO > U �?�E�� pywiiT ENGINEERNO D PMS 15-2476 SCALP: NTS - PAGE DESCRIPTION: COVERSHEET STAND COMPONENTS 2.484"-- 2.000"--t 0.094"7- 0.094" " 0.125 o � R o � 0 0.125" o CROSSMEMBER CROSSMEMBER 0. OUTER TUBINGINNER TUBING "=1'-0" 6 �o.1so" 6"=1' a" 1 RAIL (I -BEAM) Z a 0 0 P 0 zz 6" TYP.�"'''� . sc� 4 1/2" TYP, :3 : - 11� 419 0.750" . 1/4"45° TYP.o (SEE SCHED)THICK;TYP.3/4-2Dx" SS BdLTo �r' REFUSAL TOQ� o. s^ 3.00• EeOEreu�is/10 ..... io �lJfft##t#tet iti 0.156" L - 1.900 o,iae s.00 saa nE revs sgno Q 0.250" -� POST LL •L O O 4 0.156 i 4' 6„=1'-0” 0.250" 1.500" 0.250" (SEE SCHED)-4 •d t�2.000"—t 3/4" TYP 3/4" TYP. TUBE AT SUPPORT BASEPLATE CENTER OF •Q_�C-CHANNEL ANGLE PLATE (SEE 2 5 NTS DETAIL 3/10) 6'=1-0" MEAN UNIT HEIGHT & MAX FACE AREA CALCULATION DIRECTIVE. MHAXIMUMEFACEAREAOVE SHALLFANYMULTIPLE USED TOEUNITTCONFIGURATIONLCULATE THE MEAN �HEIGHT& EXAMPLE CONFIGURATIONS: 2 UNITS:2 FRAME CONFIGURATION -WI- �--- w2 � AC UNIT UNIT T (HlxWl)�AHW2C2T 450# 6' MAX RAIL MAX SPAN 3 UNITS:3 FRAME CONFIGURATION W2 W1Wl-� FAC W3---t AC UNITAC UNIT(H2xW2) UNIT M _ (H1xW1) (H3xW3) _ 450# MAX 6' MAX RAIL SPAN 4 UNITSA FRAME CONFIGURATION t-- W i -t t- W 2 -Ji W 3 W4 —t AC UNIT _ (H1xW1} i AC UNIT H3xW3) z AC UNIT (H2xW2) (H4xW4) 16" MAX H EIGHT DIFFERENCE* NJ T HEI HT ------- AC UNF; i (H1xWl) I C Uf.i i (�i2xYi2) ... __......6"MAIC RAIL..__ ...s. �- SPAN 16" MAX 16" MAX HEIGHT HEIGHT DIFFERENCE* DIFFERENCE* MEAN HEIGHT _ - IACUNIT: , AC UNITT (!'12x1:><2)° AC UNIT f: 6' MAX RAIL SPAN 16" MAX 16" MAX 16" MAX HEIGHT HEIGHT HEIGHT DIFFERENCE* I DIFFERENCE* DIFFERENCE* MEAN�IN1T -- - - - - -J- ------ REIGH� - - - ht1xNJ1}! A:- UNT ArUN1T F C1-IP3iT f (1;2>;W2) t �' I (H xW4) tY ;a._._....._._...._._ . _ AJI. 450# 6' MAX RAIL 6' MAX RAIL MAX SPAN SPAN NOTE: THE NUMBER OF UNITS PER STAND CONFIGURATION MAY BE *MAXIMUM ALLOWABLE HEIGHT UNLIMITED PROVIDED THAT MULTIPLE UNITS CONFORM TO THE DIFFERENCE BETWEEN ANY UNITS IN A MEAN UNIT HEIGHT & MAXIMUM UNIT FACE AREA RESTRICTIONS MULTIPLE UNIT CONFIGURATION IS UTILIZED IN THE DESIGN SCHEDULES. RESTRICTED TO 16" MAX. FORMULAS USED FOR DETERMINING MEAN UNIT HEIGHT & MAXIMUM UNIT 1. CALCULATE THE MEAN UNIT HEIGHT BY THE FOLLOWING EQUATION: • TWO UNITS: 1+1-12 2 PRODUCT REVISED +H2+H3 as complying with the Florida • THREE UNITS: 3 Building Code LuM�ux Irl NOA-No. 16-0601.01 • FOUR UNITS: 1+H2+ + Expiration Date 01115/2019 • "n" UNITS: H13+...Hn By W 146 < Mia i -D roduct Control 2. CALCULATE THE MAXIMUM UNIT FACE AREA BY THE FOLLOWING EQUATION: • TWO UNITS: (HlxWl)+(H2xW2) • THREE UNITS: (H1xW1)+(H2xW2)+(H3xW3) • FOUR UNITS: (H1xW1)+(H2xW2)+(H3xW3)+(H4xW4) • "n" UNITS: (Hlxwl)+...(Hnxwn) r EXAMPLE SCENARIO: 1 CONSIDER A FOUR UNIT CONFIGURATION WITH THE DIMENSIONS AS SHOWN BELOW. I 2. CALCULATE THE MEAN UNIT HEIGHT. • FOUR UNIT'S: ill+ 2+ 3+ 4 = 20"+29"422"+25" =1 24" MEAN UNIT HEIGHT I I 3. CALCULATE THE MAXIMUM FACE AREA. i I FOUR UNITS: (HixW1)+(H2xW2)+(H3xW3)+(H4xW4) _ (20"x21")+(29"x25")+(22"x22")+(25"x27") 2364 int I I I TOTAL FACE II f AREA= 2304 int 21" 1— 25" — }— 22" f -- 27" — 24" MEAN I IE GHT �� — — I — — f UNIT HEIGHT _ UNIT UNIT U NF q,jUNIT . [20',x 2 1'I i II 1 a I :t I - - - - - - - - - - -� ---------------------------------- i P Y U acIr a`�a� a Ir 7 0 CCFYMW ENGINEERING EX 15-2476 COVER SHEET PH 9@ LuM�ux Irl ui r�xr LL u. • ,'�,,�� OW yz'� • • W 146 < ••.••. 8 www d¢m$zz� aL •9(9 ...•.. • • NUMHLu U�„1 ••••• �rz, • • =W • ow ujo • • H •••••• •.•••• ...III U acIr a`�a� a Ir 7 0 CCFYMW ENGINEERING EX 15-2476 COVER SHEET PH 9@ g 0 20" MINIMUM STAND DEPTH: MAX FACE AREA (2880in2 - 88201n2), FRAME OUANTITY (5-8 FRAMES) ULES & STAND DIRECTIVE EXAMPLE LOAD TRANSFER INFORMATION FOR USE WITH STRUCTURE VERIFICATION ONLY nr- - enre AOrA i -/7n Al -.2 _ 7rLRA.-%'k FCALA{R n{IAW"YV rA-7 FBAMFCA LOAD TRANSFER INFORMATION FOR USE WITH HOST STRUCTURE VERIFICATION ONLY MAX - 104.0 PSF (FROM TABLE ABOVE) MAX FACE AREA: 8 FRAMES 1 DETERMINE THE MEAN UNIT HEIGHT FOR THE GIVEN CONFIGURATION MAX FACE AREA: 7 FRAMES UNIT TO FRAME RATIO MAX FACE AREA: 6 FRAMES 2 DETERMINE THE MAXIMUM FACE AREA FOR THE GIVEN CONFIGURATION MAX FACE AREA: 5 FRAMES 3 LOCATE DESIGN SCHEDULE THAT APPLIES TO THE GIVEN CONFIGURATION SEE SHEET 3 FOR THE 20" STAND DEPTH WITH A MAXIMUM FACE AREA OF 2304 int. • V) to STAND I4AX MEAN MAX FACE ANCHOR TYPE: I OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 2 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 MAX. BASE MAX. BASE MAX. BASE MAX. BASE CLEAR HEIGHT UNIT HEIGHT AREA MAX ALLOWABLE LATERAL LAAO MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MOMENT (M) SHEAR (V) UPLIFT (T) GRAVITY (C) IB " 200-0 PSF 1D0.0 PSF 200.0 PSF 100.D PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSf 100.0 PSF 193.8 PSF 96.9 PSF 191.1 PSF 95.5 PSF 364.90 LB -FT 387.5 LB 1450.6 LS 1298.0 LB 24 - 24 " 2880 In- 200.0 PSF 100.0 PSF 200.0 PSF 10D.D PSF 190,5 PSF 95.2 PSF 190.5 PSF 95.2 PSF 163.3 PSF 8L6 PSF 163.3 PSF 81.6 PSF 136,1 PSF 68.0 PSF 136.1 PSF 68.0 PSF 327.80 LB -FT 2722 LB 1181.6 LB 1114.9 LB 30-167.0 PSF 83.5 PSF 167.0 PSF 83.5 PSF 146.1 PSF 73.0 PSF 146.1 PSF 73.0 PSF 125.3 PSF 62.6 PSF 125.3 PSF 62.6 PSF 104.4 PSF 52_2 PSF 104.4 PS 52.2 PSF 305.60 LB -FT 208.8 LB 1030.2 LB 1012.1 LB 28- 149.7 PSF 74.8 PSF 149.7 PSF 74.8 PSF 249.7 PSF 742 PSF 149.7 PSF 74.8 PSF 148.8 PSF 74.4 PSF 143.2 PSF 71.6 PSF 124.0 PSF 62.0 PSF 11 . PSF S9.7 PSF 364.90 LB -FT 387,6 LB 15707 LB 1414.3 LB 24" 3D " 4500 Ln- 139.3 PSF 69.6 PSF 139.3 PSF 69,6 PSF 121.9 PSF 60.9 PSF 121.9 PSF 60.9 PSF 1D4.5 PSF 52.2 PSF 104.5 PSF 52.2 PSF 67.1 PSF 43.5 PSF 87.1 PSF 43.5 PSF 327.80 LB -F7 272.2 LB 12653 LB 1196.6 LB 30 " 106.9 PSF 53.4 PSF 106.9 PSF 53.4 PSF 93.S PSF 46.7 PSF 93.5 PSF 46.7 PSF 80.2 PSF 40.1 PSF 60.2 PSF 40.1 PSF 66.8 PSF 33.4 PSF 66.8 PSF 33.4 PSF 305.60 LB -FT 208.8 LB 1092.8 LB 1074.8 LB 16 " 94.1 114.8 PSF 57.4 PSF 94.1 114.8 F 57.4 PSF 94,1 114.8 PSF 57.4 P5F 94.] 113.2 PSF 56.6 PSF 94.1 103.3 PSF 51.6 PSF 94.1 97,1 PSF 46.5 PSF 86,1 PSF 43.0 PSF 81.0 PSF 40.5 PSF 364.90 LB -FT 387.5 LB 1687.0 LB 1530.6 LB 24" 36- 6480 in% 94.1 96.7 F 48.3 PSF 94.1 96.7 PSF 48.3 PSF 84.6 PSF 42.3 PSF 84.6 PSF 42.3 PSF 72.5 PSF 36.2 PSF 72.5 PSF 36.2 PSF 60.4 PSF 30.2 PSF 60.4 PSF 301 PSF 327.80 LB -FT 272.2 LS 1346.9 LB 12782 LB 30 " 74.2 PSF 37,2 PSF 74.2 PSF 37.1 PSF 64.9 PSF 32.4 PSF 64,9 PSF 32.4 PSF 55.6 PSF 27.8 PSF 55.6 PSF 27.8 PSF 46.4 PSF 23.2 PSF 46,4 PSF 23.2 PSF 305.60 LB -FT 208.8 LB 1155.5 LB 11 7.5 LB 3 1B " 63.1 82.3 IF 41.2 PSF 63.1 82.3 PSF 41.1 PSF 63.1 82.3 PSF 41.1 PSF 6 1. F 40.6 PSF 63.1 75.9 PSF 37.9 PSF 63,1 69-7 PSF 34.8 PSF 63.1 63.2 PSF 31.6 PSF S8.1 PSF 29.0 PSF 364.90 LB -FT 387.6 lB 1803.3 LB 1646.9 LB 24" 42 " 8820 En' 63.] 71.1 PSF 355 PSF 63.1 71.1 PSF 35.5 PSF 62.2 FSF 31,1 PSF 62.2 PSF 31.1 PSF 53.3 PSF 26.6 PSF S3.3 PSF 26.6 PSF 44.4 PSF 22.2 PSF 44.4 PSF 222 PSF 327.80 LB -FT 272.2 LB 1429.6 LB 1359.9 LB 30 " 54.5 PSF 272 PSF 54.5 PSF 27.2 PSF 47.7 PSF 23,8 PSF 47.7 PSF 23.6 PSF 40.9 FSF 20.4 PSF 40.9 PSF 20.4 PSF 34.0 PSF 17.0 PSF 34.0 PSF 17.0 PSF 305.60 L8 -F7 208.8 LB 1218.1 LB 1200.1 LB nr- - enre AOrA i -/7n Al -.2 _ 7rLRA.-%'k FCALA{R n{IAW"YV rA-7 FBAMFCA LOAD TRANSFER INFORMATION FOR USE WITH HOST STRUCTURE VERIFICATION ONLY STAND EXAMPLE (THE FOLLOWING EXAMPLE ILLUSTRATES THE PROCEDURE USED TO DETERMINE THE MAXIMUM ALLOWABLE WIND PRESSURE & UPLIFT FOR ANY GIVEN MECHANICAL UNIT CONFIGURATION THAT CONFORMS TO THE DIMENSION RESTRICTIONS LISTED HEREIN. SEE SHEET 2 FOR MEAN UNIT HEIGHT & MAXIMUM FACE AREA CALCULATION DIRECTIVE. SEE SHUT 2 FOR COMPONENT SCHEDULE. SEE SHEET 9 FOR ANCHOR SCHEDULES.) MECHANICAL UNIT/STAND CRITERIA : CONSIDER THE INSTALLATION OF (4) MECHANICAL UNITS, (1)-20" TALL X 24" DEEP X 21" WIDE, (1)-29" TALL x 24" DEEP x 25" WIDE,(I)-22" TALL x 24" DEEP X 22" WIDE, (1)-25" TALL x 27" DEEP x 27" WIDE,(350 LB MAX WEIGHT] INSTALLED WITH THE FOLLOWING CRITERIA: NUMBER OF LEG FRAMES= (4) FRAMES STAND HEIGHT- 30" HEIGHT STAND DEPTH= 20" STAND DEPTH SPREAD HOST STRUCTURE TYPE- 3,000 PSI CONCRETE (AS VERIFIED BY OTHERS). (ANIT EidIT L1NIT (2>"x25"j UIJL-T L T _. X27 (2C",.� ILII .zL"x27_"j it i PROCEDURE: MAX - 104.0 PSF (FROM TABLE ABOVE) MAX FACE AREA : 7 FRAMES 1 DETERMINE THE MEAN UNIT HEIGHT FOR THE GIVEN CONFIGURATION MAX FACE AREA: 6 FRAMES UNIT TO FRAME RATIO MAX FACE AREA! 5 FRAMES 2 DETERMINE THE MAXIMUM FACE AREA FOR THE GIVEN CONFIGURATION MAX FACE AREA : 4 FRAMES 3 LOCATE DESIGN SCHEDULE THAT APPLIES TO THE GIVEN CONFIGURATION SEE SHEET 3 FOR THE 20" STAND DEPTH WITH A MAXIMUM FACE AREA OF 2304 int. • V) to STAND MEAN MAX FACE ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: I OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE 2 OR 3 MAX. BASE MAX. BASE MAX. BASE MAX. BASE CLEAR HEIGHT UNIT HEIGHT AREA BL MAX ALLOWAE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL. MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MOMENT (M) SHEAR (V) UPLIFT (T) GRAVITY (C) 18 " 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 193.8 PSF 96. 9 PSF 191.1 PSF 95.5 PSF 364.90 _B -FT L 387.6 LB 1450.6 LB 1298.0 LB 24 " 24 " 2304 ins 200.0 PSF SOtl.O PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 170.1 PSF 85.0 PSF 170.1 PSF 85.0 PSF 136.1 PSF S 68.0 PSF 36 P_CF 1 ,1 -. 68.0 PSF L8 327 80 -FT 272.2 LB 1179.7 LB 1114.9 LB 30 " 182.7 PSF 91.3 PSF 182.7 PSP 91.3 PSF 1 155.6 PSF 78,3 PSF 156.6 PSF 78.3 PSF 130.5 PSF 65.2 PSF 130.5 PSF 65.2 PSF 104.4 PSF 52.2 PSF 1D4.4 PSF 52.2 PSF 305.60 LB -FT 208.8 LB 1031.4 LB 1012.1 LB 18 " 149.7 PSF 74.8 PSF 149.7 PSF 74.8 PSF 149.7 PSF 74.8 PSF 149.7 PSF 74.8 PSF 149.7 PSF 74.8 PSF 149.1 PSF 74.5 PSF 124.0 PSF 62.0 PSF 119.4 PSF 59.7 PSF 364.90 LB -FT 387.6 L8 1567,0 LB 14143 LB 24 " 301, 3600 Eng 149.7 PSF 74.8 PSF 149.7 PSF 74.8 PSF 230.6 PSF 65.3 PSF 130.6 PSF 65.3 PSF 108.8 PSF 54.4 PSF 108.6 PSF 54.4 PSF 67,1 PSF 43.5 PSF 87.1 PSF 43.5 PSF 327.80 LB -FT 272.2 LB 1264.3 L B 1196,5 LB 301, 116.9 PSF 58.4 PSF 116.9 PSF 58.4 PSF 100.2 PSF Stl.l PSF 1DO.2 PSF SDA PSF 83.5 PSF 41.7 PSF 83.5 PSF 41.7 PSF 66.8 PSF 33.4 PSF 66.8 PSF 33.4 PSF 305.60 LB -FT 208.8 LB 1094.0 LB 1074.8 LB 18 ^ 94.1 114.8 PSF 57.4 PSF 9a.3 114,8 PSF 7 5 .4 PSF 94.2 114.8 PSF 57.4 PS F 94.1 114.8 PSF 57.4 PSF 94.1 207. PSF 53.8 PSF 0 PSF 50.5 PS F 1 F 86. PS 43.0 PSF 5 81.0 PSF 40.5 PSF 364.90 LB -FT 387.6 LB 1687.8 LS 1530.6 LS 24- 36 " 51841n- 94.1 f105.8) PSF 52-9 PSF 94.1 (105.8) PSF 52.9 PSF 90.7 PSF 45.3 PSF 90.7 PSF 45.3 PSF 7S.6 PSF 37.8 PSF 75.6 PSF 37.8 PSF 60,4 PSF 30.2 PSF 6D.4 PSF 302 PSF 327.80 LB -FT 272.2 LB 1349.1 LB 1278,2 LS 30- 81.2 PSF 40.6 PSF 81.2 PSF 40.6 PSF 69.6 PSF 34.8 PSF 69.6 PSF 34.0 PSF 58,0 PSF 29,0 PSF 58.0 PSF 29.0 PSF 46.4 PSF 23.2 PSF 46.4 PSF 23.2 PSF 305.60 LB -FT 208.8 LB 1156.7 LS 1137.5 LB 18" F 41,1 PSF 63.1 82.3 PSF 41.1 PSF 11 8 411 PSF 63.1 82-3 PSF 41.1 PSF 63.1 79.1 PSF 39.5 PSF 63.1 72.6 PSF 36.3 PSF 63.1 63.2 PSF 31.6 PSF 50.1 PSF 29.0 PSF 364.90 LB -FT 387.6 LB 1804.1 LB 1646.9LB 24" 42" 7056 int 63.1 .7 PSF 38.8 PSF 63.1 77.7 PSF 38.8 PSF 63.1 66.6 PIF 33.3 PSF 63.1 66,6 p5F 33.3 PSF 55.5 PSF 27.7 PSF 55.5 PSF 27.7 PSF 44.4 PSF 22.2 PSF 44.4 PSF 22.2 PSF 321,80 LB -FT 272.2 LB 1429.8 LB 1359.9 LB 30 " 59.6 PSF 29.8 PSF 59.6 PSF 29.8 PSF "A PSF 25.5 PSF 51.1 PSF 25.5 PSF 42.6 PSF 21.3 PSF 42.6 PSF 21.3 PSF 34.0 PSF 17.0 PSF 34.0 PSF 17.0 PSF 305.60 L13 • 208.6 LB 1219.3 LB 12DO.1 LB STAND EXAMPLE (THE FOLLOWING EXAMPLE ILLUSTRATES THE PROCEDURE USED TO DETERMINE THE MAXIMUM ALLOWABLE WIND PRESSURE & UPLIFT FOR ANY GIVEN MECHANICAL UNIT CONFIGURATION THAT CONFORMS TO THE DIMENSION RESTRICTIONS LISTED HEREIN. SEE SHEET 2 FOR MEAN UNIT HEIGHT & MAXIMUM FACE AREA CALCULATION DIRECTIVE. SEE SHUT 2 FOR COMPONENT SCHEDULE. SEE SHEET 9 FOR ANCHOR SCHEDULES.) MECHANICAL UNIT/STAND CRITERIA : CONSIDER THE INSTALLATION OF (4) MECHANICAL UNITS, (1)-20" TALL X 24" DEEP X 21" WIDE, (1)-29" TALL x 24" DEEP x 25" WIDE,(I)-22" TALL x 24" DEEP X 22" WIDE, (1)-25" TALL x 27" DEEP x 27" WIDE,(350 LB MAX WEIGHT] INSTALLED WITH THE FOLLOWING CRITERIA: NUMBER OF LEG FRAMES= (4) FRAMES STAND HEIGHT- 30" HEIGHT STAND DEPTH= 20" STAND DEPTH SPREAD HOST STRUCTURE TYPE- 3,000 PSI CONCRETE (AS VERIFIED BY OTHERS). (ANIT EidIT L1NIT (2>"x25"j UIJL-T L T _. X27 (2C",.� ILII .zL"x27_"j it i PROCEDURE: RESULT: - 104.0 PSF (FROM TABLE ABOVE) SEE SHEET 2, CALCULATION DIRECTIVE STEP #3 FOR METHOD OF CALCULATING THE MEAN UNIT HEIGHT. FOR CLARIFICATION, THIS 1 DETERMINE THE MEAN UNIT HEIGHT FOR THE GIVEN CONFIGURATION CONFIGURATION HAS BEEN WORKED OUT IN THE EXAMPLE SCENARIO. (MEAN UNIT HEIGHT - 24 In) SEE SHEET 2, CALCULATION DIRECTIVE STEP #2 FOR METHOD OF CALCULATING THE MAXIMUM TOTAL UNIT FACE AREA. FOR CLARIFICATION, THIS COMPARE VALUES FROM STEP #6 TO THE SEPARATE SITE SPECIFIC REQUIRED DESIGN WIND PRESSURE PROVIDED BYA LICENSED -�-' 2 DETERMINE THE MAXIMUM FACE AREA FOR THE GIVEN CONFIGURATION CONFIGURATION HAS SEEN WORKED OUT IN THE EXAMPLE SCENARIO. (MA)IMUM UNIT FACE AREA = 2304 int) 3 LOCATE DESIGN SCHEDULE THAT APPLIES TO THE GIVEN CONFIGURATION SEE SHEET 3 FOR THE 20" STAND DEPTH WITH A MAXIMUM FACE AREA OF 2304 int. • V) to FOR A 2304 )n2 MAX TOTAL UNIT FACE AREA ON A 30" STAND HEIGHT WITH (4) SUPPORTING FRAMES, THE ALLOWABLE WIND LOADS ARE AS FOLLOWS 4 DETERMINE THE MAXIMUM ALLOWABLE LATERAL & UPLIFT WIND LOADS + ALLOWABLE LATERAL WIND LOAD: 104.0 PSF (FROM TABLE ABOVE) • ALLOWABLE UPLIFT WIND LOAD: 52.2 PSF UTILIZE ANCHOR TYPES FROM DESIGN SCHEDULE ASSOCIATED WITH THE ALLOWABLE WIND VALUES DETERMINED IN STEP 4. FOR THETABLE 5INSTALL STAND PER PERMISSIBLE ANCHOR TYPES AND VERIFY HOST STRUCTURE TYPE LISTING, ANCHOR TYPES 2 & 3 MAY BE APPLIED. FOR THIS EXAMPLE UTILIZE ANCHOR TYPE 2 FOR CONCRETE HOST STRUCTURE TYPE. INSTALL STANDS PER ANCHOR SCHEDULE AND DETAILS AS ILLUSTRATED ON SHEET 9. 6 MAXIMUM ALLOWABLE LATERAL DESIGN PRESSURE= - 104.0 PSF (FROM TABLE ABOVE) MAXIMUM ALLOWABLE UPLIFT DESIGN PRESSURE= 52.2 PSF N O11 � COMPARE VALUES FROM STEP #6 TO THE SEPARATE SITE SPECIFIC REQUIRED DESIGN WIND PRESSURE PROVIDED BYA LICENSED 7 COMPARE TO SITE SPECIFIC DESIGN CONDITIONS ENGINEER OR REGISTERED ARCHITECT; NOT INCLUDED IN THIS CERTIFICATION. SITE-SPECIFIC PRESSURE REQUIREMENTS SHALL BE U1 o ff Tel LESS THAN OR EQUAL TO THE LATERAL AND UPLIFT DESIGN PRESSURE ALLOWABLE CAPACITY VALUES LISTED. DESIGN SCHEDULE NOTES: 1. MAXIMUM CALCULATED FACE AREA SHALL BE EQUAL TO OR LESS THAN THE MAXIMUM ALLOWABLE FACE AREA FOR EACH CONFIGURATION. 2. REFERENCE ANCHOR SCHEDULE FOR ANCHOR TYPES LISTED HEREIN. 3. DESIGN VALUES IN PARENTHESIS REPRESENT CAPACITIES WHEN TIE -DOWN STRAPS ARE USED. SEE DETAIL 5 ON SHEET 9 FOR STRAP DETAILS. TABLE LEGEND: C= -DENOTES EXAMPLE VALUE FOR USE WITH COVER PAGE DIRECTIVE PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16-0609.01 Expiration Date 01/15/2019 BY Miami -Dodd Product Control ' t -A tt 6549 NAROO,LB s �,. F f61s7 ' ONL WI RI fOks AL t. V _k N N to LD U ' M H Ln O n v Q M LUM:rn Ua f ^ Ln 2 O O U M +Z -I = 'i <rn M Ln CD cH v G w z O x Q_ Wa ir» LL a F COPYRIQYTENGINEERING IXPRES6 15-2476 COVERSHEET I ZLA �Y"e N O11 � rz10 �KI W cc Q; •aLu,L,me'z~ U1 o ff Tel EElyyy u • V) to p W w W C3 • N N to LD U ' M H Ln O n v Q M LUM:rn Ua f ^ Ln 2 O O U M +Z -I = 'i <rn M Ln CD cH v G w z O x Q_ Wa ir» LL a F COPYRIQYTENGINEERING IXPRES6 15-2476 COVERSHEET W I "STD" STAND DESIGN SCHEDULE CONTINUED 2n" MINIMUM STAND DEPTH: MAX FACE AREA (17281n2 - 529210), FRAME QUANTITY (3-6 FRAMES) LOAD TRANSFER INFORMATION FOR USE WITH HOST STRUCTURE VERIFICATION ONLY 20" MINIMUM STAND DEPTH: MAX FACE AREA 11152inz - 3528W) FRAME QUANTITY (2-5 FRAMES fLAK-L.BENNARDO, P.op '• -;' - 54 � i MAX l l MAX FACE AREA. 6 FRAMES r;- fn ® MAX FACE AREA : 5 FRAMES UNIT TO FRAME RATIO MAX FACE AREA: 4 FRAMES 4 40 V; nC Ulm "''Xto 0000•• MAX FACE AREA; 3 FRAMES IL LLI • • • v�_l�yq • 0000•• STAND MEAN MAX FACE ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE- 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE 2 OR 3 MAY -BASE MAX. BASE MAX. BASE MAX. BASE CLEAR HEIGHT UNIT HEIGHT AREA MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERALLOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MOMENT(M) SHEAR (V) UPLIFT (T) GRAVITY (C) 1$ " MAX ALLOWABLE ALLOWABLE 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200,8 PSF 100.0 PSF 200.0 PSF 100.0 PSF ZOO.D PSF 100.D PSF 200.0 PSF 100.0 PSF 193.8 PSF 96.9 PSF 191.1 PSF 95.5 PSP 364,90 LB -FT 387.6 LS 1450.6 LB 129B.0 LB 24 " 24 " 1728 In- 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 181.4 PSF 90.7 PSF 181.4 PSF 90.7 PSF 136.1 PSF 68.0 PSF 136.1 PSF 68.0 PSF 327.80 LB -FT 272.2 LB -1180. 8 LB 1114.9 LB 301, 100.0 PSF 200.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 10010 PSF 174.0 PSF 87.0 PSF 174.0 PSF 87.0 PSF 139.2 PSF 69.6 PSF 139.2 PSF 69.6 PSF 104.4 PSF 52.2 PSF 104.4 PSF 52.2 PSF 305.60 LB -FT 208.8 LB 1030.7 LB 1012.1 LB 18 " 200.0 LB 988.7 LB 149.7 PSF 74,8 PSF 149.7 PSF 74.8 PSF 149.7 PSF 74.8 PSF 149.7 PSF 74.8 PSF 149.7 PSF 74.8 PSF 149.7 PSF 74.8 PSF 124.0 PSF 62,0 PSF 119.4 PSF 59.7 PSF 364.90 LB -FT 387.6 LB 1567.0 LB 1414,3 LB 24" Sol, 2700 in' 149.7 PSF 74.8 PSF 149.7 PSF 74.8 PSF 145.1 PSF 72.5 PSF 145.1 P5F 72.5 PSF 116.1 PSF 580 PSF 116.1 PSF 58.0 PSF 67.1 PSF 43.5 PSF 87.1 PSF 43.5 PSF 327.80 LS -FT 272.2 LB 1265.8 LB 1196.6 LB 301. 133.6 PSF 66.6 PSF 133.6 PSF 66.8 PSF 211.3 PSF 55.6 PSF 11L3 PST 55.6 PSF 89.1 PSF 44.5 PSF 89.1 PSF 44.5 PSF 66.8 PSF 33.4 PSF 66,8 PSF 33.4 PSF 305.60 - LB -FT 2 08 8 LB 9 LB 10 S.6 07 B LB 1 4. 18 - 57.4 PSF 944 (114,S) PSF 57.4 PSF 94.1 114.8 PSF 57.4 PSF 94.1 114.8 PSF 57.4 PSF 94.1 114.8 PSF 57.4 PSF 94,1 114.8 PSF 57.4 PSF 94.1 107.9 PSF 53.9 PSF 86.1 PSF 43.0 PSF 8110 PSF 40.5 PSF 364.90 LB -FT 387.6 LB 1688.9 LB 1530.6 LB 24 " 31- 3888 ins 94,1 14.8 PSF 57.4 PSF 94.1 114.8 PSF 57.4 PSF 94.1 100.6 PSF 50.4 PSF 94.1 00.8 SF 50.4 PSF 80,6 PSF 40.3 PSF 80.6 PSF 40.3 PSF 60.4 PSF 30-2 PSF 60.4 PSF 30.2 PSF 327.80 LB -FT 272.2 LB 1347.5 LB 1278.2 lB 30 " 63.1 82.3 PSF 41.1 PSF 92.8 PSF 46.4 PSF 92.8 PSF 46.4 PSF 77.3 PSF 38,6 PSF 77.3 PSF 38.6 PSF 61.8 PSF 30.9 PSF 61.8 PSF 30.9 PSF 46.4 PSF 23-2 PSF 46.4 PSF 23.2 PSF 305.60 LB -FT 208,8 LB 1158.3 LB 1137.5 LB is., 63.1 82.3 PSF 41.1 PSF 63.1 82.3 PSF 41,1 PSF 63.1 82.3 PSF 41.1 PSF 63.1 82.3 PSF 41.1 FSF 63.1 82_3 PSF 41.1 PSF 63.1 77.4 PSF 38.7 PSF 63.1 63.2 PSF 31.6 PSF 58.1 PSF 29,0 PSF 364.90 LB -FT 387.6 LB 1799.6 LB 1646.9 LB 24 " 42" 5292 ins 63.1 82.3 PSF 41.1 PSF 63.1 82.3 PSF 41.1 PSF 63.1 4 PSF 37.0 PSF 63.1 74 PSF 37.0 PSF 59.2 PSF 29.6 PSF 59.2 PSF 29.6 PSF 44.4 PSF Z2.2 PSF 44.4 PSF 22.2 PSF 327.80 LB -FT 272.2 LB 1429.1 LB 1359.9 1.8 30 " 63.1 68.1 PSF 34.0 PSF 63.1 68.1 PSF 34.0 PSF 56.B PSF 28.4 PSF 56.8 PSF 28.4 PSF 45.4 PSF 22.7 PSF 45.4 PSF 22.7 PSF 34.0 PSF 17,0 PSF 34.0 PSF 17.0 PSF 305.50 LB -FT 208.8 LB 1221.0 LB 1200.1 18 20" MINIMUM STAND DEPTH: MAX FACE AREA 11152inz - 3528W) FRAME QUANTITY (2-5 FRAMES fLAK-L.BENNARDO, P.op '• -;' - 54 � i MAX l l F r;- fn ® UI M Ls f �fM.4-U.nly UNIT TO FRAME RATIO I • WUD 4 40 V; nC Ulm "''Xto 0000•• • FI*� W IL LLI • • • v�_l�yq • 0000•• • 4 LL�X W �QWZR90O Zz • • 7 • 131 gLY) o � 22 O u a oc N 0000•• • •Y - •••0• ANCHOR TYPE 1 OR 4 ANCHORS TYPE: 2 OR 3 MAX. BASE • 3:)�' :S�li 0000• LOAD TRANSFER INFORMATION FOR USE WITH HOSE • • U) 14' =•W • • • • • • • STRUCTURE VERIFICATION ONLY ' o • b PRODUCT REVISED t as complying with the Florida Building Code v NCIA-Na. 16-0601.01 o Expiration Date 01/15/2019 o Miami-DzP40product control u� LOAD TRANSFER INFORMATION FDR USE WITH HOST 7,n" MTNTMIIM cTeNn nFDT'L4• MeY FACE ARTA (S75inA _ 77LSdinll_ FDAMF 1111ANTITY f2-3 FRAMES) STRUCTURE VERIFICATION ONLY MAX • • • MAX FACE AREA : 5 FRAMES r;- fn UNIT TO FRAME RATIO MAX FACE AREA : 4 FRAMES UNIT TO FRAME RATIO I MAX FACE AREA: 3 FRAMES Z�D MAX FACE AREA : 2 FRAMES } d Ln p MAX ��T.m QZ STAND MEAN MAX FACE ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE 1 OR 4 ANCHORS TYPE: 2 OR 3 MAX. BASE MAX. BASE MAX. BASE MAX BASE CLEAR HEIGHT UNIT HEIGHT AREA MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD -3 MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LtlAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MOMENT (M) SHEAR (V) UPLIFT' (T) GRAVITY (C) 18 " MAX ALLOWABLE ALLOWABLE 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100-0 PSF 200.0 PSF 100.0 PSF 200-0 PSF 100.0 PSF 200.0 PSF 100,0 PSF 193.8 PSF 96.9 PSF 191.1 PSF 95.5 PSF 364.90 LB -FT 387.6 LB 1450.6 LB 1298.0!1- 298.0LB24" 14" 24 " 11521nz 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF ZOO.O PSF 100.0 PSF 200.0 PSR 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100,0 PSF 136,1 PSF 68,0 PSF 136,1 PSF 68.0 PSF 327.80 LB -PT 272.2 LB 1175.2 LB 1114.9 LB 30" 100.0 PSF 200.0 PSF 200,0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100,0 PSF 156.6 PSF 78.3 PSF 156.6 PSF 78.3 PSF 104.4 PSF 52.2 PSF 104.4 PSF 52.2 PSF 305.60 LB -FT 208.8 LB 1029.2 LB 1012.2 LB 18 " 200.0 LB 988.7 LB 149.7 PSF 74.6 PSF 149.7 P5F 74.8 PSF 149.7 PSF 74.8 PSF 149.7 PSF 74.6 PSF 149.7 PSF 74.8 PSF 149.7 PSF 74.B PSF 124.0 PSF 62.0 PSF 119.4 PSF 59,7 PSF 364,90 LB -FT 387.6 LB 1567.0 LB 1414.3 LB 24 " 30 " 1800 ins 149.7 PSF 74.8 PSF 149.7 PSF 74.8 PSF 149.7 PSF 74,8 PSF 149.7 PSF 74.8 PSF 130.6 PSF 65.3 PSF 130.6 PSF 65.3 PSF 87.1 PSF 43.5 PSF 87.1 PSF 433 PSF 327.80 LB -FT 2712 LB 2264.3 LB 1196.6 LS 30 " 149.7 PSF 74.8 PSF 149.7 PSF 74.8 PSF 133.6 PSF 66.8 PSF 133.6 PSF 66.8 PSF 100.2 PSF 50.1 PSF 190.2 PSF 50-1 PSF 66.8 PSF 33.4 PSF 66.8 PSF 33.4 PSF 305.60 UB -FT 208.8 LB 1095.6 LB 1074.8 lB 11.1 57.4 PSF 94.1 114.8 PSF 57,4 PSF 94.1 114.8 PSF 57.4 PSF 94.1 114.8 PSF 57.4 PSF 94.1 114.8 PSF 57.4 PSF 94,1 114.8 PSF $7.4 PSF 94.1 114.8 PSF 57.4 PSF 86.1 PSF 43.0 PSF 81.0 PSF 405 PSF 364.90 LB -FT 387.6 LB 1683.3 LB 1530.6 LB 24" 36" 2592 inz 94.1 114.8 P F 57.4 PSF 94.1 14.8 PSF 57.4 PSF 94,1 114.8 PSF 57.4 PSF 94.1 114.8 PSF 57.4 PSF 90,7 PSF 45.3 PSF 90.7 PSF 45.3 PSF 60.4 PSF 302 PSF 60.4 PSF 30.2 PSF 327.80 LB -FT 272,2 LB 1346.01.8 127B,2 LB 31. 63.1 82.3 PSF 41.1 PSF 94.1 114.8 PSF 57.4 PSF 4.1 14.8 PSF 57.4 PSF 92.8 PSF 46.4 PSF 92.8 PSF 46.4 ASF 69.6 PSF 34.8 PSF 69.6 PSF 34.8 PSF 46.4 PSF 23.2 PSF 46.4 PSF 23.2 PSF 305.60 LB -FT 208.8 LB 1158-3 LB*1137.SLB63.1 1221.0 LB 1232.6 LB 82.3 PSF 41.1 PSF 63.1 B2.3 PSF 41.1 PSF 63.1 82.3 PSF 41.1 PSF 53.1 82.3 PSF 41.1 PSF 63.1 82.3 PSF 411 PSF 63.1 82.3 PSF 41,1 PSF 1 6 2 F 31.6 PSF 58.1 PSF 29.064.90 LB -FT 387.6 LB 1799.6 LB24" 1227.9 LB 24" 42 " 3528 m� 63.1 82.3 PSF 41.1 PSF 63.1 82.3 PSF 41.1 PSF 63.1 82.3 PSF 41.1 PSF 63.1 82. 41.1 PSF 6 33,3 PSF 63.1 66.6 PSF 33.9 PSF 44.4 PSF 22.2 PSF 44.4 PSF 22.2 PSF 327.80 LB-FT272.2 LB 1427.5 LB3D" 1005.1 LB 30 " 63.1 82.3 PSF 41.1 PSF 63.1 82.3 PSF 41.1 PSF 63,1 68.1 PSF 34.0 PSF 63.1 68.1 PSF 34.0 PSF 51.3 PSF 25.5 PSF 51.1 PSf 25,5 PSF 34.0 PSF 17.0 PSF 340 PSF 17.0 PSF 305.60 LB -FT 20B.8 LB 1221.0 LB 883.0 LB b PRODUCT REVISED t as complying with the Florida Building Code v NCIA-Na. 16-0601.01 o Expiration Date 01/15/2019 o Miami-DzP40product control u� LOAD TRANSFER INFORMATION FDR USE WITH HOST 7,n" MTNTMIIM cTeNn nFDT'L4• MeY FACE ARTA (S75inA _ 77LSdinll_ FDAMF 1111ANTITY f2-3 FRAMES) STRUCTURE VERIFICATION ONLY w r16oA1-f _ oo'1AIw 11 CDAMC AIIAK1-rrrV rC_4 CDAMCCN W . 0 W • • H Q • • • • 0000•• 0000•• • • • Ln N r;- fn UNIT TO FRAME RATIO 1-1 ID U rn UNIT TO FRAME RATIO to Z�D MAX FACE AREA:FRAMES } d Ln p MAX ��T.m QZ MAX FACE AREA : 3 FRAMES MEAN SCHEDULE NOTES. MAX FACE AREA : 2 FRAMES u u- a a- 1. MAXIMUM CALCULATED FACE AREA ANCHOR TYPE: 1 OR 4 ANCHORS TYPE 2 OR 3 STAND MEAN MAX FACE ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 3 MAX, BASE MAX. BASE MAX BASE MAX BASE CLEAR CLEARUNIT 2. REFERENCE ANCHOR SCHEDULE FOR AREA MAX ALLOWABLE LATERAL LOAD MAX ANCHOR TYPES LISTED HEREIN. MAX X ALLOWABLE LATERAL LOAD MAX MAX ALLOWABLE LATERAL LOAD MAX MOMENT(M) SHEAR(V) UPLIFT(T) GRAVITY (C) HEIGHT HEIGHT 18 " MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE ALLOWABLE 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100,0 PSF 200.0 PSF LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT 24 " 2880 int 200.0 PSF 100.0 PSF 18 " SDD.O PSF 200.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 11X1.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 188.20 LB -FT 200.0 LB 748.7 LB 667.5 LB 24 " 24- 576 Irv2 21X).0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 240.90 LB -FT 200.0 LB 868.7 LB 787.5 LB 30" 136.0 PSF 68.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF I 200.0 PSF 100.0 PSF 200,0 PSF 100.0 PSF 292,60 LB -FT 200.0 LB 988.7 LB 907.5 LB Is- 181.5 PSF 90.7 PSF 149.7 PSF 74.8 PSF 149.7 PSF 74.8 PSF 149.7 PSF 74.8 PSF 149.7 PSF 74.8 PSF 220.30 LB -FT 234.0 LB 948.3 LB 839.8 LB 14" 30 " 900 in- 149.7 PSF 74.8 PSF 149.7 PSF 74.8 PSF 149.7 PSF 1 74.8 PSF 149.7 PSF 74.8 PSF 281.90 LB -FT 234.0 LB 2088.7 LB 980.2 LB 149.7 PSF 74.8 PSF 149.7 PSF 74.8 PSF 133.6 PSF 66.8 PSF 133,6 PSF 66.8 PSF 305.60 U3 -F7 208.8 LB 1095.6 LB 1007.3 LB 30- is,, 58.0 PSF 116.0 PSF 94.I (114,R) PSF 57.4 PSF 94.1 114.8 PSF 57.4 PSF 94.1 14.8 PSF 57.4 PSF 94.1 114.8 PSF 57.4 P5F 243.30 LB -P -r 258.4 LB 1126.6 LB 998.0 LB 24 " 36 " 1296 In' 94.1 114.6 PSF 57.4 PSF 94.1 114.8 PSF 57.4 PSF 94.1 114.8 PSF S7.4 PSF 94.1 114.8 PSF 57.4 PSF 311.30 LB -FT 258.4 LB 1281.1 US 1153.1 LB 30 " 116.2 116. PSF 58.2 PSF 94.1 (114.8) PSF 57.4 PSF - 94.1 (114.8) PSF 57.4 PSF 92.8 PSF 46.4 PSF 92.8 PSF 46.4 PSF 305.60 LB -FT 208.8 LS 1158.3 LB 1070.0 LB 18" 106.6 PSF S3.3 PSF 63.1 82.3 PSF 41.1 PSF 63.1 82.3 PSF 41,1 PSF 63.1 M2.311 PSF 41.3 PSF 63.1 82.3 PSF 41.1 PSF 237.20 LB -FT 252.0 LB !173.3 LB 1050.5 LB 24 " 42 " 1764 Int 63.1 82-3 PSF 41.1 PSF 63.1 82.3 PSF 41.1 PSF 63.1 82.3 PSF 41.1 PSF 63.1 82.3 PSF 41.1 PSF 303.fi0 LB -FT 2520 LB 1324.6 LB 1201.7 LB 30 " 35.2 PSF 50.4 PSF 63.1 82.3 PSF 41.1 PSF 63.1 82.3 PSF 41.1 PSF 63.1 68.1 PSF 34.0 PSF 63.1 68.1 PSF 34.0 PSF 305.60 LB -FT 208.8 LB 1221.0 LB 1232.6 LB w r16oA1-f _ oo'1AIw 11 CDAMC AIIAK1-rrrV rC_4 CDAMCCN W . 0 W • • H Q • • • • 0000•• 0000•• • • • Ln N r;- fn 2 1-1 ID U rn UNIT TO FRAME RATIO to Z�D MAX FACE AREA:FRAMES } d Ln p ��T.m QZ MEAN SCHEDULE NOTES. z u u- a a- 1. 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BASE CLEASTAND HEIGHT EIGH LIMIT HEIGHT AREA MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX Al i nWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT X 1LLLOWABLE LATERAL LOAD MAX N l OWABLE UPLIFT X ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX ALLOWABLE UPLIFT MAX ALLOWABLE LATERAL LOAD MAX TOWABLE UPLIFT MOMENT (M) SHEAR (V) UPLIFT (T) GRAVITY (C) 18 " 200.0 PSF 100,0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100,0 PSF 200.0 PSF 100,0 PSF 20D.0 PSF 100,0 PSF 40LSO LB -FT 400,0 LB 1057.5 LB 095.0 LB 24 " 24 " 2880 int 200.0 PSF 100.0 PSF 200.0 PSF SDD.O PSF 200.0 PSF 100.0 PSF 200.0 PSF 300.0 PSF 180.D PSF 90.0 PSF 180.D PSF 90.0 PSF 350.0 PSF 75.0 PSF IS0.0 PSF 75.0 PSF 383.50 LB -FT 300.0 LB 911.3 LS 825.0 LB 301, 181.3 PSF 90.6 PSF 161.3 PSF 90.6 P5F 158.6 PSF 79.3 PSF 158,6 PSF 793 PSF 136.0 PSF 68.0 PSF 136.0 PSF 68.0 PSF 113,3 PSF 56.6 PSF 113.3 PSF 56.6 PSF 350.10 LEI -FT 226.6 LB 779.2 LB 747.0 LB 181, 181.5 PSF 90.7 PSF 181.5 PSF 90.7 PSF 181.5 PSF 90.7 PSF 179.1 PSF 89,5 PSF 167.8 PSF 83.9 PSF 153.6 PSF 76.8 PSF 139.8 PSF 69.9 PSF 128.1 PSF 64.0 PSF 439.20 LB -FT 437.1 LB 1249.0 LB 1053.0 LS 24 " 30" 4500 Int 153.6 PSF 76.8 PSF 1516 PSF 76.8 PSF 134.4 PSF 67.2 PSF 134.4 PSF 67.2 PSF 115.2 PSF 57.6 PSF 1 115.2 PSF 57.6 PSF 96.0 PSF 48.0 PSF 1 96.0 PSF 48.0 PSF 383.50 LS -FT 300.0 LB 976.0 LB 885.1 LB -- B30" 30.1 116.0 PSF 58.0 PSF 116.0 PSF 58.0 PSF 101.5 PSF 50.7 PSF 101.5 PSF 50.7 PSF 87.0 PSF 43.5 PSF 87.0 PSF 43.5 PSF 72.5 PSF 36.2 PSF 72.5 PSF 36.2 PSF 350.10 LB -FT 226.6 LB 824.6 LB 792.3 LB is" 116.2155.4 PSF 77.7 PSF 116.2 139.7 PSF 69PSF .8 116.2 136 PSF 68.0 PSF 116.2 122.3 PSF 61.1 PSF 116.2 116. PSF 58.2 PSF 104.9 PSF 52.4 PSF 97.1 PSF 48.5 PSF 87.5 PSF 43.7 PSF 43920 LB -FT 437.1 LB 1341.1 LB 1140.4 LB 7A " 31" 6480 Ln2 106.6 PSF S3.3 PSF 106.6 PSF 53.3 PSF 93.3 PSF 46.6 PSF 933 PSF 45.6 PSF 60.0 PSF 40.0 PSF 80.0 PSF 40.0 PSF 66.6 PSF 33.3 PSF 66.6 PSF 33.3 P5F 383.50 LB -FT 300.0 LB 1036.0 LB 945.1 LB 30" 60.5 PSF 40.2 PSF B05 PSF 40.2 PSF 70.5 PSF 35.2 PSF 70.5 PSF 35.2 PSF 50.4 PSF 30.2 PSF 60.4 PSF 30.2 PSF 50.3 PSF 25.1 PSF 50.3 PSF 25,1 PSF 350.10 LB -FT 226.6 LB 669.9 LB 637.6 LB 18 " 79.1 114.1 PSF 57.0 PSF 79,1 I01 PSF 50,5 PSF 79.1 99.9 PSF 49.9 PSF 79.1 88.4 PSF 442 PSF 79.1 85.6 PS 42.8 PSF --- 75.8 PSF 37,9 PSF 71.3 PSF 35.6 PSF 63.2 PSF 31.6 PSF 439.20 LB -FT 437.1 LB 1428.5 LB 1227.9 LB 24" 42 ^ 8820 in' 78,3 PSF 39.1 PSF 78.3 PSF 39.1 PSF 68.5 PSF 34.2 PSF 685 PSF 34.2 PSF SB.7 PSF 29.3 PSF 58.7 PSF 29,3 PSF 48.9 PSF 24,4 PSF 48.9 PSF 24,4 PSP 383.50 La -pr 300.0 LB 1096.0 LB 1005.1 LB 30 " 59.2 PSF 29.6 PSF 59.2 PSF 29.6 PSF 512 PSF 25-9 PSF 51.2 PSF 25.9 PSF 44.4 PSF 22.2 PSF 44.4 PSF 22.2 PSF 37.0 PSF 18.5 PSF 37.0 PSF 18S PSF 350.10 LS -FT 226,6 LB 915.2 LB 883.0 LB U Ei COPYRIGHT ENGINEERING E)OZESS 15-2476 SCALE: NTS - PAGE DESCRIPTION: COVERSHEET ��i,=tr�tu serirrrr�. ..aia!!ili... •��• • • • •��• • •��• • • •��• • •��• •��• • • • •��• • •��• `�«ifLtiiatff fT!(/ "HD" STAND DESIGN SCHEDULE CONTINUED>tR LOAD TRANSFER INFORMATION FOR USE WITH HOST '1(r r'�`• ^r ^ REA 112- 1 - 3528• 2 FRAME QUANTITY (2-1$ FRAMES 5TRUCTUREVERIFICATION ONLY91 - d m 42 MINIMUM UNIT DEPTH STAND DEPTH. MAX FACE A ( 5 Ln Tn (2) UNITS TO (3) FRAMES ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 3 ANCHOR TYPE: 1 OR ANCHOR TYPE: 2 OR 3 AA y'+7•cD ttt®yyVffhJJJ�� w o f Ln it t vJ LL is" 82.3 PSF _Ln • O- avuaiLqgx 82.3 PSF 41.2 PSF Uj LU Lf v' at•5 FAC as • Gj d.Q�W$zSQo o •• �� itN CP y� V jj1- O -0 7�, 24 " 82.3 PSF r •i'i • U "' Its 3 82.3 PSF 450# i 62.5 PSF 31,3 PSF ? UNIT TO FRAME RATIO MAX 30" 71.0 PSF 3 71.0 PSF 35.5 PSF w 27.3 PSF AX MA X 27.3 PSF 18 " 75.5 PSF 37.8 PSF z W MAX FACE ARE ES 2 UNITS:3 FRAME CONFIGURATION 36.5 PSF MAX FA ARE ; 3 FRAMES 36.5 PSF 40 " MAX FACE AREA: 2 FRAMES 54 " 24 " 75.5 PSF 37.8 PSF 75.5 PSF STAND MAX MEAN MAX FACE ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHORS TYPE: 2 OR 3 ANCHOR TYPE: 1 CA 4 ANCHORS TYFE: 2 OR 3 MAX. BASE MAX. BASE MAX. BASE MAX. BASE CLEAR UNIT AREA MAX MAX MAX MAX MAX MAX MAX MOMENT (M) SHEAR (V) UPLIFT (T) GRAVITY (C) HEIGHT HEIGHT MAX ALLOWABLE MAX ALLOWABLE MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE ALLOWABLEALLOWABLE MAXALL.OWABLE MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE LATERAL LOAD ALLOWABLE MAX ALLOWABLE LATERAL LOAD ALLOWABLE LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT UPLIFT UPLIFT is" 200.0 PSF 10010 PSF 200.0 PSF 100.0 PST. 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 1.00.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 40590 LB -FT 400.0 LB 806.0 LB 6435 LB 24 " 24 " 1152 int 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSP 200.D PSF 100.0 PSF 177.7 PSF 88.8 PSF 177.7 PSF 88.8 PSF 458.80 LB -FT 355.5 LE 815.5 LE 688.5 LB 30 " 200.0 PSF IGO.D PSF 200.0 PSF 100.0 PSF 200.0 PSF 10D.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 135.3 PSF 67.6 PSF 135.3 PSF 57.6 PSF 421.90 LB -FT 270.7 LB 693.0 LB 633.9 LB 18 " 181.5 PSF 90.7 PSF 161.5 PSF 90.7 PSF 181.5 PSF 90.7 PSF I 181.5 PSF 90.7 PSF 181.5 PSF 90.7 PSF 181.5 PSF 90.7 PSF 144.6 PSF 72.3 PSF 135.4 PSF 67.7 P5F 458.80 LB -FT 452.1 1-8 978.5 LB 774.4 LB 24" 30 " 1600 int 181,5 PSF 181.5 PSF 90.7 PSF 90.7 PSF I81.5 PSF 181.5 PSF 90.7 PSF 1 9D.7 PSF 181.5 PSF 173-2 PSF 90.7 PSF 86.6 PSF IB 1.5 PSF 173.2 PSF 90.7 PSF 86.6 PSF 170.6 PSF 129.9 PSF 65.3 P5F 64.9 PSF 170.6 PSF 129.9 PSF 85.3 PSF 64.9 PSF 113.7 PSF 86.6 PSF 56.8 PSF 43.3 PSF 113.7 PSF 86.6 PSF 56.8 PSF 43.3 PSF LB- 458.80 FT 421.90 LB -FT 355.5 LB 270.7 LB 673.8 LB 743.0 LB 739.4 LB 672.6 LB 30 " 18 " 126(200)PSF 100.0 PSF 126 200 PSF 100.0 PSF 126 200 PSF 100.0 PSF 126 185.2 PSF 92.6 PSF 126 150.7 PSF 75.3 PSF 126 139 PSF 69.5 PSF 10D.4 PSF 50.2 PSF 92-8 P5F 46.4 PSF 458.80 LB -FT 452.1 LB 3050.6 LB 63&9 LB 24- 36 " 2592 Ln� 126 197.5 PSF 126 150.4 PSF 98.7 PSF 75.2 PSF 126 (197.51 PSF 126 (150.41 PSF 98.7 PSF 75.2 PSF 126(158)PSF 120.3 PSF 79.0 PSF 60.1 PSF 126 SBI PSF 120.3 PSF 79.0 PSF 60.1 PSF 118.5 PSF 90.2 PSF 59.2 PSF 45-I PSF 118.5 PSF 90-2 PSF 59.2 PSF 45.1 PSF 79.0 PSF 60.1 PSF 39,5 PSF 30.0 PSF 79.0 PSF 60.1 PSF 39.5 PSF 30.0 PSF 458.80 LB -FT 421.90 L8 -FT 355.5 LB 270.7 LB 930.6 L.0 783.9 L8 790,2 LB 711.3 LB 30 " 1B " 3528 Ins 92.6 (174.51 PSF 92.6 145.1 PSF 92.6 110. PSF 92.2 PSF 72.5 PSF 55.2 PSF 92.6 167.9 PSF 92.b 145.1 PSF 92.6 110. PSF 83.9 PSF 72.5 PSF 55.2 PSF 92.6 147.6 PSF 2.6 16 PSF 88.4 PSF 73.8 PSF 58.0 PSF 44.2 PSF 92.6 [134.41 PSF 92,6 116 PSF 88.4 PSF 67.2 PSF 58.0 PSF 44.2 PSF 92.6 110.7 PSF 67.0 PSF 66.3 PSF 553 PSF 43.5 PSF 33.1 PSF 92.6 100. PSF 87.0 PSF 6b_3 PSF 50.4 PSF 43.5 FSF 33.1 PSF 73.8 PSF 58.0 PSF 44.2 PSF 36.9 PSF 29.0 PSF 22.1 PSF 67.3 PSF 58.0 PSF 44.2 PSF 33.6 PSF 29.0 PSF 22.1 PSF 458.80 LB -FT 458.80 LB -FT 421.90 LB -FT 452.1 LB 355.5 LB 270.7 LB 1121.2 LB 981.4 LB 822.6 LB 903.5 LB 840.9 LB 750.0 LB 30 " • • w Oi G Sys • LOAD TRANSFER INFORMATION FOR USE WITH HOST 42" MINIMUM STAND DEPTH: MAX FACE AREA (576in2 - 1764inz), FRAME QUANTITY (2-3 FRAME5 STRUCNREVERIFICATION ONLY • O 114 w •s 1 p • � UNIT TO FRAME RATIO • .-1 MAX FACE AREA : 3 FFLAMES MAX FACE AREA : 2 FRAMES • • • • 20 STAND CLEAR MEAN MAX FACE ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 3 MAX. BASE MAX. BASE MAX. BASE MAX. BASE • • UNIT AREA MAX MAX MAX MAX MOMENT (M) SHEAR (V) UPLIFT (T) GRAVITY (C) DESIGN PRODUCT REVISED HEIGHT HEIGHT MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE ALLOWABLE • •• • •• • ^ LATERALALLO LOAD LITERAL LOAD LATERAL LOAD LATERAL LOAD N as complying with the Florida UPLIFT UPLIFT UPLIFT UPLIFT SCHEDULE NOTES:• • Building Code Ia., 200.0 PSF 100.0 PSF 200.0 PSF 300.0 PSF 200.0 PSF 100.0 PSF 200.0 FSF 100.0 PSF 202.90 LB -FT 200.0 LB 403.0 LB 321.7 LB • • • NOA-No. 16-0601.01 24" 24 " 5761n� 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 258.10 LB FT 200.0 LB 460.1 LB 378.9 LB 1. MAXIMUM CALCULATED FACE AREA N 0 30 " 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 311.70 LB -FT 200.0 LB 517.3 LB 43&0 LB SHALL BE EQUAL TO LESS THAN fV Expirati Da 1/15/2019 1B " 181-5 PSF 90.7 PSF 181.5 PSF 90.7 PSF 181-5 PSF 90.7 PSF 18 1. 5 PSF 90.7 PSF 287.80 LB -FT 2B3.6 LB 615.8 LB 468.6 LB THE MAXIMUM ALLOWABLE FACE w 24 " 30 " 90D Int 181.5 PSF 90.7 PSF 1 181.5 PSF 90.7 PSF 181.5 PSF 90.7 PSF 181.5 PSF 90.7 PSF 366.00 LB -FT 283.6 LB 697.8 LB 549.7 LB AREA FOR EACH CONFIGURATION. V M BY L 301, 181.5 PSF 90.7 PSF 181,5 PSF 90.7 PSF 173.2 PSF 86.6 PSF 173.2 PSF 86.6 PSF 421.90 LB -FT 770.7 LB 743.0 LB 605.1 LB 2. REFERENCE ANCHOR SCHEDULE FOR z °' Miani de Product Control 11.1 126(200)PSF 100.0 PSF 126 200 PSP 100.0 PSF 126 00 PSF SOO.O PSF 126 1.85.2 PSF 92.6 PSF 456.70 LB -FT 450.0 LE 1049.4 LB 768.2 LB 1 ANCHOR TYPES LISTED HEREIN. F^-1 t O A 24 " 36 " 1296 In- 126(200)PSF 100.0 PSF 26 200 PSF 100.0 PSF 126 158 PSF 79.0 PSF 26 158 PSF 79.0 PSF 458.80 LB -FT 355.5 LB 928.3 LB 722.7 LB LLJ O Z m 30 " 125 180. PSF 90.2 PSF 126 180. PSF 90.2 PSF 120.3 PSF 60.1 PSF 120.3 PSF 60.1 PSF 421.90 LB"FT 270.7 LB 705.4 LB 643.8 Le c' v 18 " 92.6 174.5 PSF 1DO.O PSF rY ~ 92.6 174.5 PSF 100.0 PSF 2.6 147.6 PSF 73.8 PSF 92.6 134.4 PSF 672 PSF 458.80 LB -FT 452.1 LB 1119-0 LB 836.0 LB .L.� M Q to 42 " 1764 In- 92.6 174.1 PSF 87.0 PSF 92,6 17 .1. IF 87.0 PSF 92.6 116 PSF SILO PSF 6 6 PSF 58.0 PSF 458.80 L8 -FT 355.5 1-8 982-9 LB 773.4 LB 4../ r+1 LL U a Q30 " 92.b 132.8 PSF 66.3 PSF 92.6 132.6 PSF 66.3 PSF 86.4 PSF 44.2 PSF 88.4 PSF 44.2 PSF 421.90 LB -FT 270.7 1-8 824.1 LB 682.5 LB - _ _ W � O O E "CUSTOM ASSEMBLY" DESIGN SCHEDULE ,~.., z Q � to � z B CUSTOM ASSEMBLY ALLOWABLE Q a CONFIG v U 0Z m O 0 1 UNIT5:2 FRAME CON1fIGwRA-rTr'1 "' � za . , UNIT DEPTH UNIT HEIGHT STAND CLEAR HEIGHT u (2) UNITS TO (3) FRAMES ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 3 ANCHOR TYPE: 1 OR ANCHOR TYPE: 2 OR 3 AA y'+7•cD ttt®yyVffhJJJ�� w o f Ln it t vJ LL is" 82.3 PSF _Ln • O- avuaiLqgx 82.3 PSF 41.2 PSF Uj LU Lf v' at•5 FAC as • Gj d.Q�W$zSQo o •• �� itN CP y� V jj1- O -0 7�, 24 " 82.3 PSF r •i'i • U "' Its 3 82.3 PSF • • w Oi G Sys • LOAD TRANSFER INFORMATION FOR USE WITH HOST 42" MINIMUM STAND DEPTH: MAX FACE AREA (576in2 - 1764inz), FRAME QUANTITY (2-3 FRAME5 STRUCNREVERIFICATION ONLY • O 114 w •s 1 p • � UNIT TO FRAME RATIO • .-1 MAX FACE AREA : 3 FFLAMES MAX FACE AREA : 2 FRAMES • • • • 20 STAND CLEAR MEAN MAX FACE ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 3 ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 3 MAX. BASE MAX. BASE MAX. BASE MAX. BASE • • UNIT AREA MAX MAX MAX MAX MOMENT (M) SHEAR (V) UPLIFT (T) GRAVITY (C) DESIGN PRODUCT REVISED HEIGHT HEIGHT MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE ALLOWABLE MAX ALLOWABLE ALLOWABLE • •• • •• • ^ LATERALALLO LOAD LITERAL LOAD LATERAL LOAD LATERAL LOAD N as complying with the Florida UPLIFT UPLIFT UPLIFT UPLIFT SCHEDULE NOTES:• • Building Code Ia., 200.0 PSF 100.0 PSF 200.0 PSF 300.0 PSF 200.0 PSF 100.0 PSF 200.0 FSF 100.0 PSF 202.90 LB -FT 200.0 LB 403.0 LB 321.7 LB • • • NOA-No. 16-0601.01 24" 24 " 5761n� 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 258.10 LB FT 200.0 LB 460.1 LB 378.9 LB 1. MAXIMUM CALCULATED FACE AREA N 0 30 " 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 200.0 PSF 100.0 PSF 311.70 LB -FT 200.0 LB 517.3 LB 43&0 LB SHALL BE EQUAL TO LESS THAN fV Expirati Da 1/15/2019 1B " 181-5 PSF 90.7 PSF 181.5 PSF 90.7 PSF 181-5 PSF 90.7 PSF 18 1. 5 PSF 90.7 PSF 287.80 LB -FT 2B3.6 LB 615.8 LB 468.6 LB THE MAXIMUM ALLOWABLE FACE w 24 " 30 " 90D Int 181.5 PSF 90.7 PSF 1 181.5 PSF 90.7 PSF 181.5 PSF 90.7 PSF 181.5 PSF 90.7 PSF 366.00 LB -FT 283.6 LB 697.8 LB 549.7 LB AREA FOR EACH CONFIGURATION. V M BY L 301, 181.5 PSF 90.7 PSF 181,5 PSF 90.7 PSF 173.2 PSF 86.6 PSF 173.2 PSF 86.6 PSF 421.90 LB -FT 770.7 LB 743.0 LB 605.1 LB 2. REFERENCE ANCHOR SCHEDULE FOR z °' Miani de Product Control 11.1 126(200)PSF 100.0 PSF 126 200 PSP 100.0 PSF 126 00 PSF SOO.O PSF 126 1.85.2 PSF 92.6 PSF 456.70 LB -FT 450.0 LE 1049.4 LB 768.2 LB 1 ANCHOR TYPES LISTED HEREIN. F^-1 t O A 24 " 36 " 1296 In- 126(200)PSF 100.0 PSF 26 200 PSF 100.0 PSF 126 158 PSF 79.0 PSF 26 158 PSF 79.0 PSF 458.80 LB -FT 355.5 LB 928.3 LB 722.7 LB LLJ O Z m 30 " 125 180. PSF 90.2 PSF 126 180. PSF 90.2 PSF 120.3 PSF 60.1 PSF 120.3 PSF 60.1 PSF 421.90 LB"FT 270.7 LB 705.4 LB 643.8 Le c' v 18 " 92.6 174.5 PSF 1DO.O PSF rY ~ 92.6 174.5 PSF 100.0 PSF 2.6 147.6 PSF 73.8 PSF 92.6 134.4 PSF 672 PSF 458.80 LB -FT 452.1 LB 1119-0 LB 836.0 LB .L.� M Q to 42 " 1764 In- 92.6 174.1 PSF 87.0 PSF 92,6 17 .1. IF 87.0 PSF 92.6 116 PSF SILO PSF 6 6 PSF 58.0 PSF 458.80 L8 -FT 355.5 1-8 982-9 LB 773.4 LB 4../ r+1 LL U a Q30 " 92.b 132.8 PSF 66.3 PSF 92.6 132.6 PSF 66.3 PSF 86.4 PSF 44.2 PSF 88.4 PSF 44.2 PSF 421.90 LB -FT 270.7 1-8 824.1 LB 682.5 LB - _ _ W � O O E "CUSTOM ASSEMBLY" DESIGN SCHEDULE ,~.., z Q � to � z B CUSTOM ASSEMBLY ALLOWABLE Q a CONFIG v U 0Z m O 0 1 UNIT5:2 FRAME CON1fIGwRA-rTr'1 "' � za . , UNIT WIDTH UNIT DEPTH UNIT HEIGHT STAND CLEAR HEIGHT (1) UNITS TO (2) FRAMES (2) UNITS TO (3) FRAMES ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 3 ANCHOR TYPE: 1 OR ANCHOR TYPE: 2 OR 3 -4 MAX MAX MAX MAX MAX MAX MAX MAX ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT is" 82.3 PSF 41.2 PSF 82.3 PSF 41.2 PSF 82.3 PSF FAC 82.3 PSF 41.2 PSF o 36 " 54 " 24 " 82.3 PSF a 82.3 PSF 450# i 62.5 PSF 31,3 PSF ? 31.3 PSF MAX 30" 71.0 PSF 3 71.0 PSF 35.5 PSF w 27.3 PSF AX MA X 27.3 PSF 18 " 75.5 PSF 37.8 PSF z W 37.8 PSF 2 UNITS:3 FRAME CONFIGURATION 36.5 PSF 73.0 PSF UNIT WIDTH UNIT DEPTH UNIT HEIGHT STAND CLEAR HEIGHT (1) UNITS TO (2) FRAMES (2) UNITS TO (3) FRAMES ANCHOR TYPE: 1 OR 4 ANCHOR TYPE: 2 OR 3 ANCHOR TYPE: 1 OR ANCHOR TYPE: 2 OR 3 -4 MAX MAX MAX MAX MAX MAX MAX MAX ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT LATERAL LOAD UPLIFT is" 82.3 PSF 41.2 PSF 82.3 PSF 41.2 PSF 82.3 PSF 41.2 PSF 82.3 PSF 41.2 PSF 36 " 36 " 54 " 24 " 82.3 PSF 41.2 PSF 82.3 PSF 41.2 PSF 62.5 PSF 31,3 PSF 62.5 PSF 31.3 PSF 30" 71.0 PSF 35.5 PSF 71.0 PSF 35.5 PSF 54.5 PSF 27.3 PSF 54.5 PSF 27.3 PSF 18 " 75.5 PSF 37.8 PSF 75.5 PSF 37.8 PSF 73.0 PSF 36.5 PSF 73.0 PSF 36.5 PSF 40 " 40 " 54 " 24 " 75.5 PSF 37.8 PSF 75.5 PSF 37.8 PSF 57.5 P$F 28.8 PSF 57.5 PSF 28.8 PSF 30 " 63.1 PSF 31.6 PSF 63.1 PSF 1 31.6 PSF 47.6 PSF 23.8 PSF 47.6 PSF 23.8 PSF ap N n m Qooaam�on� Y U U U d m m U N $$ L J 0 U7 t7 N J -''lab U 1.-H ti gai g m J J 7 ZZ 3 IC J J y N fA �i > oYxrcic>lr o_ �fgt xg C t-wl- �wl-t DESIGN 9 P; Qw" SCHEDULE NOTES: � AC UNIT .4 AC UNIT 1, MAXIMUM UNIT DIMENSIONS SHALL _ {H1xW1) _ (HIXW1) �ti 9 H > CONFORM TO THE DIMENSIONS ILLUSTRATED ABOVE FOR EACH COPYR4HTENGWEERINGEXPRE56 CONFIGURATION. 15-2476 W= PAGE 2. REFERENCE ANCHOR SCHEDULE FOR _ ANCHOR TYPES LISTED HEREIN. SCALE: NTS m I MAXI MAX I COVER SHEET DESCRXPTION: T-- MAX T MAX -T E NOTE: FORTH "CUSTOM ASSEMBLY" STANDS THE HUMBER OF UNITS PER STAND IS RESTRICIT-ED o10 IN TO THE CONFIGURATIONS ILLUSTRATED ABOVE. o SEE DESIGN SCHEDULE FOR MORE INFORMATION. 0 0 n O m tg i 1 FRAME ASSEMBLY & UNIT TIE -DOWN DETAILS: "C" CHANNEL BEAM CHANNEL TO TUBE W/ FULL PERIMETER WELD* PROVIDE FILLET WELD FOR FULL VISIBLE PERIMETER OF PIECE D TO PIECE CK 3.0" MAXI I \,74-20xh" SS BOLT TIGHTEN TO REFUSAL - SQUARE TUBING ®, ' 1r a ROUND TUBING z FRAME ASSEMBLY DETAIL Q t� 3" = 1'-0" DETAIL *C -CHANNEL TO POST WELD NOTE: IN AREAS WHERE Y4" WELD DIAMETER CANNOT BE ACHIEVED, CONTINUE WELD AROUND FULL PERIMETER OF POST TO PREVENT WATER INFILTRATION. WELD DIAMETER WILL DECREASE TO 0.05" ALONG C -CHANNEL EDGE, SEE DETAIL BELOW. UNDERSIDE OF 0.05" C -CHANNEL N POST FILLET WELD 22 GA (0.0299" $�' (2) 1" WIDE x 14GA (0.070") OR x 12GA (0.105") ASTM A-653 Fu=90KSI GALV STEEL ANGLE (CUTD-1 BY MIAMI TECH). UTILIZE (2) MIN. PER CORNER. FOR RHEEM UNIT INSTALLATIONS, SEE SEPARATE STEEL TIE -DOWN CLIP NOA (ROOF MOUNTED) FOR TIEDOWN CUP REQUIREMENTS, MIN.) STEEL A/C _ HOUSING UNIT .' O 6 FASTEN CLIP VERTICAL LEG TO 22 GA (0.0299" ; MIN.) STEEL HOUSING WITH #30 SAE GRADE 2 i r (5) MIN. SHEET METAL SCREWS PER CLIP. FASTEN CLIP HORIZONTAL LEG TO I -BEAM RAIL WITH (1) KV MAX SAE GRADE 2 MIN. THRU BOLT CENTERED ABOUT LEG. I -BEAM ISOLATOR PADS BEYOND (BY OTHERS). MIN. 4 PER UNIT 2 A/C UNIT TIE -DOWN DETAIL (3 SCALE. 3'-V-0" A/C UNIT HOUSING 22GA (0.031") MIN STEEL ISOLATOR PADS BEYOND. J MIN. 4 PER UNIT I -BEAM At i iot tit, 1"x 22ga CONTINUOUS GALV. ASTM A36 STEEL STRAP SHALL PASS OVER UNIT TO I -BEAM ON OPPOSITE SIDE AT 3' O.C. MAX. UNITS LESS THAN T WIDE SHALL HAVE (1) STRAP AT CENTER OF UNIT. STRAPS SHALL BE SECURELY TIGHTENED SNUG AGAINST UNIT (2) #14 SMS AT EACH STRAP END TO UNDERSIDE OF I -BEAM ALT. A/C UNIT TIE -DOWN DETAIL 9 SCALE: 3"=1'-0` NOTE: UNIT 71EDOWN DETAILS MAY ALSO BE USED TO ANCHOR THE UNIT TO THE SUPPORT ANGLE SHOWN ON SHEET 10. (I.E. I -BEAM CAN BE SUBSTITUTED WITH ANGLE SUPPORT AS BASE MATERIAL) 22 GA (0.0299" 1"x 22 GAGE, A36 MIN. "—A/C UNIT HOUSING MIN.) STEEL A/C HOUSING UNIT GALVANIZED STRAP W-900 o z TWIST 8 PER UNIT. i EACH 00 TO 450 0 SIDE OF EACH CORNER. MAX. N FASTEN W/ (3)#14 SAE /Kwip Is GRADE 2 MIN. SMS TO A/C UNIT, (3)#14 SAE GRADE 0 2 MIN. SMS TO I -BEAM ISOLATOR PADS BEYOND I -BEAM Q1 (BY OTHERS) MIN. 4 PER J UNIT g 3 ALT. A/C UNIT TIE -DOWN DETAIL c� SCALE: 3"=V-0" TWO K"O S.S. THRU BOLTS WHERE A\C UNIT FRAMING IS ACCESSIBLE. FASTEN A/C FRAMING DIRECTLY TO I -BEAM W/ (2)'/4"0 BOLTS W/ 5/8" WASHER AND NUT @ EACH CORNER. I -BEAM ISOLATOR PADS BEYOND. MIN. 4 PER UNIT 4 ALT. A/C UNIT TIE -DOWN DETAIL PRODUCT REVISED 9 SCALE: 3"=1'-0" aS complying With the Florida Building Code NOA-No. 16.0601.01 Expiration Date 01/15/2019 By -- _ Mia i- Product Control It 0 N IJJMnpf F Cib 94004 IB Ill w o ¢ j C4 �<ui IL9rz o (0L W N .d � Na Wb 0 W w W • wl • • Ln ry w U A z T-� L ^ M ra M U=^�u� U LU ki tom' a o �— n '. o � U F --i Z en2 = > U3 Q0 4 M 1--i w z O E COPYRIGHT ENGINEERING EXPRE' 15-2476 SCALE: NTS — PAGE DESCRIPTION: COVER SHEET qq oU� g SUPPORT ANGLE 5 UNIT i A DEPTH<STAND A DEPTH A _ (4) #14 SAE GRADE 2 ; 3 SHEET METAL SCREWS I WITH Ie"O MIN' -------1 ----- WASHER PER SUPPORT ANGLE END, TYP. I\ m I o STAND DEPTH ROUND TUBING N s SUPPORT ANGLE ZA ATTACHMENT DETAIL a3" - 1'-0" f A LU PROVIDE (2) #14 SMS SUPPORT ANGLE z THRU I BEAM FLANGE (PROVIDE 1"x2" NOTCH) E INTO SUPPORT ANGLE a PROVIDE (2) #14 - -- S SMS THRU I -BEAM PROVIDE 2"xl'A" S WEB INTO CLIP ANGLE 2" LONG W/ FILLET WELD AS SHOWN ROUND TUBING 4 n SUPPORT ANGLE 1B ATTACHMENT DETAIL � 10 .I SUPPORT ANGLE 6}1 :1 SECTION A -A (SIDE -VIEW I -BEAM MUST BE l i PARALLEL TO TRUSSES is U FOR THIS DETAIL ADJACENT POST W ASSEMBLY, TYP. �- ... �_.• STAND DEPTH PER i3 1" DESIGN SCHEDULE TYP. EDGE ; I � ROUND ® � 0 BASE PLATE 6 I f I - V2 ... JX__ .... .,,yl... I / . ' � moi"✓ ' •'�Iti f' ll s SEE ANCHOR CONNECTION a '' (4) /B"0 SAE GRADE 5 THREADED RODS WITH A -A THIS DETAIL %"0 MIN. WASHER AND I PROVIDE 2" MIN LAG SCREW Z LOCKING NUTS, TYP, ry TIP TO TIP SPACING & 3/4" MIN. I WOOD EDGE DISTANCE. (< l` UTILIZE LOCKING NUT � !" e EACH SIDE OF ALUMINUM SEE ANCHOR CONNECTION ANGLE TYP B -B THIS DETAIL I I I s s HOST - Q (2) 3"x3"x%" 6061-T6 STRUCTURE 3 CONTINUOUS ALUMINUM I 3/8"0 SAE GRADE 5 SHEET METAL SCREWS WITH ANGLE TO MATCH BASE STEEL - PLATE FOOTPRINT MEMBERS Ow MIN HOST THICKNESS) ABOVE. UTILIZE (1) ~' a ANGLE EACH SIDE OF CONCRETE _ ANCHOR ROW, SEE SIDE VIEW FOR MORE EXISTING WOOD TRUSS r DETAILS. MEMBERS (G=0.55 MIN.) OR I/e" A36 MIN STEEL (INTEGRITY BY OTHERS), TYP. (ON SHEET 2) FOR TYPICAL ANCHOR SPACING. C WOOD" 'SEE DETAIL 4110 OR SITE SPECIFIC ENGINEERING IS ENGINEER OF RECORD TO VERIFY THAT THE HOST STRUCTURE CAN SUPPORTTHE REACTIONS SHOWN IN DESIGN SCHEDULES FASTEN ANGLE VERTICAL LEG TO 22 GA (0.0299" MIN.) STEEL HOUSING WITH (4) #14 SAE GRADE 2 MIN. SHEET METAL SCREWS AT EACH UNIT CORNER ROUND TUBING(9) r p HOST STRUCTURE -C L__Z_1/�___...!. 2 BASE PLATE REACTIONS 1 V 3" = 1'-0" I ANCHOR SCHEDULE ANCHOR HOST ANCHOR DESCRIPTION TYPE STRUCTURE 3/8"0 SAE GRADE 5 SHEET METAL SCREWS WITH Q STEEL 1"0 MIN. WASHER, TO STRUCTURAL A36 STEEL MEMBERS Ow MIN HOST THICKNESS) 318"0 POWERS CARBON STEEL WEDGE -BOLT CONCRETE [2� CONCRETE ANCHOR WITH 1"0 MIN. WASHER, 2-1/2" EMBEDMENT&6" MIN EDGE DISTANCE, SEE BASE PLATE COMPONENT #6 (ON SHEET 2) FOR TYPICAL ANCHOR SPACING. C WOOD" 'SEE DETAIL 4110 OR SITE SPECIFIC ENGINEERING IS REQUIRED 318"0 SAE GRADE S THRUEIOLT WITH 1"0 MIN. C STEEL WASHER & NUT, TO STRUCTURAL A30 STEEL MEMBERS 3/8" MIN HOST THICKNESS 1" ) .-ROUND TUBING 4) 4 ANCHORS PER PLATE (SEE ANCHOR SCHEDULE) � " 0.185" FILLET WELD BASE PLATE 6 ! I FULL POST CIRCUMFERENCE • -.TO -BASE PLATE HOST STRUCTURE PERP ANCHOR SCHEDULE STANDARD BASE PLATE 3 ATTACHMENT DETAIL 10 SCALE: 3"=1'-D" 1" TYP Er$rr_f___i ANCHOR A -A (WOOD MEMBER) ADD (4) %"0 LAG SCREW, %'0 MIN. WASHER, 3Y2" MIN. EMBED, 3/a" MIN. EDGE DISTANCE. UTILIZE (2) TOP AND (2) BOTTOM, TYP. ANCHOR B -B (STEEL MEMBER) ADD (4) 3/"0 THRUBOLT,3/4"O MIN. WASHER AND LOCKING NUT. UTILIZE (2) TOP AND (2) BOTTOM, TYP. ALTERNATE BASE PLATE ATTACHMENT 4 AT WOOD/STEEL TRUSS MEMBERS 10 j SCALE: 3-=1'--W DETAIL BASE PLATE PRODUCT REVISED as complying with the Florida Building Code NOA-No. 16.0601.01 Expiration Date 01/15/2019 By �---� Mia i-D,pa roduct Control ANCHOR NOTES: 1. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. 2. ENSURE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE FOR EACH ANCHOR. 3. WOOD HOST STRUCTURE SHALL BE "SOUTHERN PINE" G=0.55 OR GREATER DENSITY. ALL CONCRETE SUBSTRATE SHALL BE UN -CRACKED CONCRETE AND SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 300D PSI. CONCRETE SUBSTRATE THICKNESS SHALL BE GREATER THAN OR EQUAL TO 1.5xANCHOR EMBEDMENT, INSTALL CONCRETE ANCHORS TO UN -CRACKED CONCRETE ONLY, 4. MINIMUM EMBEDMENT SHALL BE AS NOTED IN ANCHOR SCHEDULE. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDES ROOFING FINISHES. S. WHERE EXISTING STRUCTURE IS WOOD TRUSSES, EXISTING CONDITIONS MAY VARY. FIELD VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD TRUSS MEMBERS, NOT INTO PLYWOOD. UND TUBING (4) %"0 SAE GRADE 5 THREADED RODS WITH 3/4"O MIN. WASHER AND j LOCKING NUTS, TYP. UTILIZE LOCKING NUT v EACH SIDE OF ALUMINUM in ANGLE, TYP. 3" SECTION B -B (SIDE -VIEW) EXISTING TRUSS MEMBER (2) 3"x3"x%" 6061-T6 ALUMINUM ANGLE TO MATCH BASE PLATE FOOTPRINT ABOVE, ,S�`�polidlddy, ARftj iFORfI 61. OLLI i a,D p Ln iD U ID I� r, 9 in LLJ ,� M z � a Z X 17,- U�m� �� nLU LnE = u n Q o Q H v LLI z 0 x a COFMOHT ENGINEERING EXPRESS 15-2476 SCALE: NTS - PAGE DESCRIPTION: COVER SHEET WN MIAMIDDAD AIIADII-DADECOUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) i�,ir v.miamidade.eov/ecouomy Thybar Corporation 913 South Kay Avenue Addison, IL 60101 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ)• This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reser&tbAsight to have this product or material tested for quality assurance purposes. If this product or material fails to perform in• • the accepted mariner, the manufacturer will incur the expense of such testing and tjij*.41 l may, ttnmediately. revoke, modify, or suspend the use of such product or material within their jurisdiction.. J=;eserves the right tQ • revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product 61' material fails to meet the requirements of the applicable building code. *0000 • • • • • • • • ...... . . ..... This product is approved as described herein, and has been designed to comply with theagli Velocity"unicane...... Zone of the Florida Building Code. :00:0: • DESCRIPTION: TC -5 Style Steel Roof -Curb for Carrier Rooftop Units:... % APPROVAL DOCUMENT: Drawing No. RC07653, titled "Roof curb by Thybar Col{JOrliOn ", slwats 1 through 5 of 5, prepared by Paul Selman, P.E., dated October 07, 2009, last revision #4 dated May I�r 011, signed and scaled by Paul Selman, P.E., bearing the Miami -Dade County Product Control Renewal starnp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each roof -curb shall bear a permanent label with the manufacturer's name or logo, Addison IL, Akron OH, Louisville KY, Dallas TX, or Reno NV and the following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been fled and there has been no . change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety - INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official.. This NOA renews NOA # 12-0828.01 and consists of this page 1, evidence submitted pages E-1 & E-2 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. g ? f / NOA No. 15-0218.11 MIAMI DADE COUNTY ,e-''4. '^-- Expiration Date: 02/03/2020 07 Approval Date: 03/12/2015 `�' Page 1 Thybar Corporation NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #.09-0416.04 A. DRAWINGS 1. Drawing No. RC07653, titled " Roofcurb by Thybar Corporation ", sheets I through 5 of 5, prepared by Paid Selman, P.E., dated April 29, 2009, last revision 41 dated October 28, 2009, signed and sealed by Paul Selman, P.E. B. TESTS 1. None. C. CALCULATIONS 1. Calculation titled " 146 MPH TVind Load Calculation ", dated April 14, 2009, sheets I through 4 of 4, signed and sealed by Paul J. Selman, P.E. 2. Calculation titled " 146 MPH YPind Load FBC 2007", dated October A-2009, • sheets I through 35 of 35, signed and sealed by Paul J Selmam..P.It 000.. 0000.. D. QUALITY ASSURANCE 0 s e e V e 1. By lbliami-Dade County Building Code Compliance Office. 0000 .. E. MATERIAL CERTIFICATIONS • • • • • • • 0000.. 1. None. •' ' • • 0000.. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # j2-Q8j8.01:... • A. DRAWINGS 1. Drmving No. RC07653, titled " Roof curb by Thybar Corporation ", sheets *1 through 5 of 5, prepared by Paul Selman, P.E., dated October 07, 2009, last revision #4 dated May 15, 2013, signed and sealed by Paul Selman, P.E. B. TESTS 1. None. C. CALCULATIONS 1. Calculation titled "Maximinn sized Carrier Curb to Structure Bolt Analysis", dated May 16, 2013, one sheet, signed and sealed by Paul J. Selman, P. E. D. QUALITY ASSURANCE 1. By &fiami-Dade County Department of Regitlatojy and Economic Resources. E. MATERIAL CERTIFICATIONS 1. -None. E-1 ~,Jr lmy A. Makar, P.E., AIS. Product Control Unit Supervisor NOA No. 15-0218.1I Expiration Date: 02/03/2020 Approval Date: 03/12/2015 0000.. 0000.. 0000.. 99999 00000 90.0.0 0 999999 999999 Thvbar Cornoration NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. Calculation titled "Nlcminnan sized Carrier C111 -b to Structure Bolt Analysis dated 1LIay 16, 2013, one sheet, signed and sealed by Paul J. Selman, P.E. D. QUALITY ASSURANCE • 9999•• 1. By Miami -Dade County Department of Regulatory and Econcbnir. Rgsowtes. E. 'MATERIAL CERTIFICATIONS • •' • • • 1. None. •.•• .. r �Wuiy A. Malar, P.E., M.S. Product Control Unit Supervisor NOA No. 15-0218.11 Expiration Date: 02/03/2020 Approval Date: 03/12/2015 E-2 t?. Building Structure; Wide Flange Beams Shown, Bar Joist or Steel Purlins Also Acceptable NA Bolts Holding Unit and Curb to Building Structure. Min. 16, See Detail (H) For All unit Sizes. This Notice of Acceptance application is limited to the attachment of the HVAC unit to the roof curb, the roof curb itself and the Assembled Isometric View attachment of the roof curb to the roof structure. Max lateral pressure 145.7 (psf), Max uplift pressure 70.5 (psf) HVA Carrier Cr Unit Dimensions Analysis: Therefore, the restraint system shown in these drawings will be 1) The design wind load for a rooftop mounted HVAC unit was determined acceptable for all Carrier units with the following model numbers: following the requirements of FBC2010 Section 1609.11.1 and Section 29.6 of 48/50XXYY The American Society of Civil Engineers Standard 7 (ASCE7-10). General Notes: 2) Static analysis was used to ensure that all components between the 1) These drawings provide a method of attachment so that a Carrier Corporation rooftop -mounted HVAC unit and the building structure are of sufficient manufactured HVAC unit will be able to resist the force generated by • strength. wind when the unit is installed on a Thybar Corporation manufactured roofcurb as required by Ilia latest version of the Florida Building Code (FBC). a) The load path from the rooftop equipment to the building structure is of sufficient strength to keep the equipment In place while reslsting the tension, 2) The following analysis is being submitted to the Miami•Dada County Product Control shear, moment and uplift forces generated by the wind force acting on the Section for review and consideration in assigning a Notice of Acceptance (NOA) for rooftop equipment. Carrier units installed on Thybar Corporation roofeurbs and restraint brackets. b) The rooftop unit restraints, the roofourb wall and the curb attachments 3) The design pressures as determined from Section 1620 of FBC, 2010 Edition and to the building structure were all designed and manufactured with the ability ASCE 7-10 must be multiplied by 0.6 to safely transfer the wid-generated force Into the building structure. Max lateral pressure 145.7 (psf), Max uplift pressure 70.5 (psf) HVA Carrier Cr Unit Dimensions Lmax Wmax Hmax 157.75` 86.375" 51.376 PRODUCT RENGWO) ns cou;rlying wiih the Florida Building Cudc Acceptsatce iti o Eixps;tftion L7ute _c � �_ �,a Z c. BYt,.S..��W Miami Wc?« d';F1.1 Uintrol t Restraint Bracket Holding Unit to Curb See Sheet 5 Quantity of restraint brackets to be determined by project specific calculations. TEK Screws Holding Unit to Bracket Roofcurb by Thybar Corporation See Sheet 2, 3 & 4 Roofeurb by Thybar Corporation See Sheet 2,3 8.4 Sealing of roofing material to roof curb nail Is not part of this appicatic Roofing material should be addressed by approv NOA for each prole Boils Holding Unit And Curb to Building Strucl • TEI< Screws • • • • • • / Holding Curb to Bracket . •••••• PROf)UCT 12EVISI D as complying vtrith tho Florida A,mein(: oG — U FY Nuts i£ Lock Washers Accapinnco ffo h� I:xpirgtion Delo r,, 9 o 2 G f 5 Holding Unit And Curb to Building Structure fay f'Lj IL1 -- "Anti tkxt TTI( QUO Corrtrot Building Structure; wide Flange Beams Shown, Exploded End View Bar Joist or Steel Pudins Also Acceptable REVISION HISTORY REV DESCRIPTION DATE REV BY 1 Revised according to H. Maker comments of 10/07/2009 1017/2009 PJSeiman 2 Revised per FBC2010 Requirements 1211012012. TAmbrosinl 3 Revised according to H. Maker comments of 218/2013 2111/2013 TAmbrosinl 4 Revised according to H. Maker comments of 04/2013 511512013 TAmbrosint Thybar Cor poration ThyCurb Qty: Job i Tag: ❑ Paid Sellnan.f forida A.E. 653/13 Dwg • RC0i776633..ifdl�w�1 ��^ 1 By: Vince Cervantes Date: 412912009 ❑ 913 S. Kay Avenuo �`/ W/3 1 \ � V f �J V Addison IL60101 (� Sheet 1 of 5 :a PROf)UCT 12EVISI D as complying vtrith tho Florida A,mein(: oG — U FY Nuts i£ Lock Washers Accapinnco ffo h� I:xpirgtion Delo r,, 9 o 2 G f 5 Holding Unit And Curb to Building Structure fay f'Lj IL1 -- "Anti tkxt TTI( QUO Corrtrot Building Structure; wide Flange Beams Shown, Exploded End View Bar Joist or Steel Pudins Also Acceptable REVISION HISTORY REV DESCRIPTION DATE REV BY 1 Revised according to H. Maker comments of 10/07/2009 1017/2009 PJSeiman 2 Revised per FBC2010 Requirements 1211012012. TAmbrosinl 3 Revised according to H. Maker comments of 218/2013 2111/2013 TAmbrosinl 4 Revised according to H. Maker comments of 04/2013 511512013 TAmbrosint Thybar Cor poration ThyCurb Qty: Job i Tag: ❑ Paid Sellnan.f forida A.E. 653/13 Dwg • RC0i776633..ifdl�w�1 ��^ 1 By: Vince Cervantes Date: 412912009 ❑ 913 S. Kay Avenuo �`/ W/3 1 \ � V f �J V Addison IL60101 (� Sheet 1 of 5 A g C B Varies according to model number on page 1. Varies according to model number on page 1. A Restraint bracket quantity to be detemilned by project specific calculations. SECTION A -A Varies according to model number on page 1. F � � 1• Ductiiner 0 (7) 7EK Screws �I Per Restraint Bracket. -✓/ 2' O.C. Spacing Holding Restraint Bracket to Roof Curb !4 In Max. DETAIL G C n SECTION B -B HAVC Unit Baserait G Prime Galy Steel 14 Ga. (0.07" min.) Curb Wall vAth Fy=33,000 psl (min.) t=0.07' (min.) (7)1110 TEK Scenes Per Restraint Bracket. Structural steel (Typ) 2' O.C. Spacing Provided By Others Holding HVAC Unit to Restraint Bracket Paul3tltn:in rlgrida P.13.65313 913 S. Tiny Avenue Addison 11, 60101 PRODUCT RBVISrL) ne cosriplying svirtt tiro rJotida 13nliding Cotta Accvpirstee tdo { Z- r, 13xpir lion Bsto� 7`o 8 j r Miami D? -1:10 6dtic, Control 2X4 Wood Nailer 24 In h a>v .:. • .••.•. •.•..• 1•i%tn • H •' 3 In SECTION C -C DETAIL H •• Min (18) IWOA307 throughbolts per curb for all unit sizes, min (5) on each curb tong side and min (3) one ach curb short side, holding roof curb to building structure. I RODUCr RE- lfsVED as complying wish tho Plorlda Bnlldiag Code. Acccptej;ce too 1 c, 01L. ExpiraIion Daiea-T -rte,// Z.cZc By �C � `� -z x"' -,tom-- -. Min ii l�,actAroduci C ontrol PaalSclnhn-Fladd3P_is.65313 DWg• I 913 S. Kay Awnuc/ / z R` AddisonlL60101 ad Angie o place b base Installing n page 2. ' 0MOT12$VISPD complying F:Ith the T torida tiilding eodo cc.--ptwo NIO .L� $ o l a.231t+11ton Arte r o, s Y fdf' 11nm1 bndc{fb actCortrot PIZODUCC RF-NCWI--D ns Complying with the Florida Building Code Acoeptancc Noa- v ZL / Exlrinton Date e Z cam %- By - :.�.�. h1ianti Uadc ifiuct i:witrol 1.7405 0.75 27 r UP 90' UP 90° UP 90° �vr sv • O • • O O O • • f • 01-1 3.0027 + 02-1 • • • + • • 3.0027 • •• f • •"••f • 1.7405 0.7627 1.7405 : ••f• 0660 ••f••• • f �..�--••----�... --- .Y— j • • • ' +• ••..f• •• •.• UP 90' UP�..—.--�.,—...�--�..--.. 90° UP 90° f • i • • • i • • • • 3.0027 0.9327 06 - 0.9327 04-1 2.9327 UN `JU" -— — — — — — — — — — — — — — — — — — _...---- — -....— — o --...----._.-- 0 0 0 Pan] Sclrt3t► Floridl PE65313 913 S. Kap Avenu60101 ��O AddisoniLGOL01 I-KUL)M I -RENEWED 05-2 as CmPlyirg M11) [In Florida PRODUCf REViSM Buildiug Code ss Complying with tho Plot& Acceptance t,,o Building Codo Sxpirstion DateZ, f� 7 11CCejil:,hcG 1�ui Z- d � N.v1iro Lott [rstc b 22 G 3 � .o; S Ily Mittiii Dark. t t ffi7tia� `" -" h4loml Dade ��. -trt Control i/16 in Max t=14ga. i with Fy=33,00 Fomted View X 3.( 2.0 i( Flat Pattern Restraint bracket capacity Bracket capacity is the minimum of bracket shear and tensile capacities with a factor of safety = 2.0 5,270=minimum of 8,445 and 5,270 5,270 / 2 Factor of Safety = 2,635 ib Restraint bracket quantity Restraint bracket quantity is determined by project specific calculations, performed by a Florida licenced PE or Florida registered Architect, that consider the unique combination of unit size and applicable lateral and uplift pressures for each specific job. See sheet #1 for maximum unit size and maximum uplift and lateral pressures. K Screw Attachment Carrier Unit Base Paul 866iab ilorida P.E. 65313 Ad S. Kay Avenu60101e �//` //� AddisonlLGOlOI (((��j // PRODUCT RBVISBD as complying wMi tho Florida ftildil:k Code Acr„cpfmtco Na r�— 0 8 2�. D I 137V[r tion Date 01- 1,41 i]ad uct-+C tit 1.1 4.6305 In Max 1.9402 in Max • •00011 so's.00.01 •00660 *00*00 • • 04 • •1661 00 • 90 00060 • • • • 060000 • ...10 0000.. •. , • *00 00 • • , 1 0000.. •• 01 . .. . 6109 00 0 PRODUCT RENEWED as complying "41h tha Florida Building Codo Accepicuicc NO tapir {ion Date �o ' r Mi"tir�F3adrl;t ontro ii.579 in Max 055 in Max )27 In Max I O I I I i O O f I i O o I i In Max o 0)( j1 o� o 1 f of 0 I l I I [ o f 1 I I t o I ° I i l I I ° Flat Pattern Restraint bracket capacity Bracket capacity is the minimum of bracket shear and tensile capacities with a factor of safety = 2.0 5,270=minimum of 8,445 and 5,270 5,270 / 2 Factor of Safety = 2,635 ib Restraint bracket quantity Restraint bracket quantity is determined by project specific calculations, performed by a Florida licenced PE or Florida registered Architect, that consider the unique combination of unit size and applicable lateral and uplift pressures for each specific job. See sheet #1 for maximum unit size and maximum uplift and lateral pressures. K Screw Attachment Carrier Unit Base Paul 866iab ilorida P.E. 65313 Ad S. Kay Avenu60101e �//` //� AddisonlLGOlOI (((��j // PRODUCT RBVISBD as complying wMi tho Florida ftildil:k Code Acr„cpfmtco Na r�— 0 8 2�. D I 137V[r tion Date 01- 1,41 i]ad uct-+C tit 1.1 4.6305 In Max 1.9402 in Max • •00011 so's.00.01 •00660 *00*00 • • 04 • •1661 00 • 90 00060 • • • • 060000 • ...10 0000.. •. , • *00 00 • • , 1 0000.. •• 01 . .. . 6109 00 0 PRODUCT RENEWED as complying "41h tha Florida Building Codo Accepicuicc NO tapir {ion Date �o ' r Mi"tir�F3adrl;t ontro 7 6 Optional Mounting ,f I ( 1: 11 Q DETAIL A SCALE 1 :8 e 2-+ 0 MINQTY. 3 - 114" SDSM TO SCREWS AND WASHERS Y PER BRACKET, (6) BRACKETS QTY. 1 - 3/8" SAE GR5 BOLT, NUT AND WASHER PER BRACKET INTO PROPERLY DESIGNED METAL STAND (BY OTHERS) OR QTY. 1 - 3/8" POWERS WEDGE -BOLT+ ANCHOR PER BRACKET INTO MINIMUM 2000 PSI CONCRETE (BY OTHERS), AS FOLLOWS: 2-1/8" MIN EMBED 2-3/4" EDGE DISTANCE 2-1/2" MIN SPACING a x.133.25 a a i THRU + .75 GALVANIZED STEEL 16 GA., 90 DEG. BRACKET 2.00 C- - �- 2.00 =— ! 3a ,,Y .26 ; —THRU 1 2.50 75 — 8 ; 6 5 4 3 2 CARRIER Chassis 1 & 2: Models: 48/50TC and 50TCQ - size 04 (min) through 07 (max) 48/50KC, 50KCQ, 48/50HC, 50HCQ and 48/50LC - size 04 (min) through 06 (max) 2.00 2.25 6.00 2.75 GALVANIZED STEEL, 16 C SECURE Z -BRACKET TC INSIDE CURB PRIOR TC ROOFTOP INSTALL ROOFTOP BASE PAN SEAL STRIP (BY OTHERS) 2X.25 X 1.00 (SUPPLIED) ROOF C (BY OTHERS) """ "` —: SCALE 1 4 5 4 (SUPPLIED) 3 D Each condenser unit listed above conforms to the Florida Building Code 5th Edition QTY. 4 - TEK .25-6.00 (2014) requirements for installation including High Velocity Hurricane Zone (HVHZ), Risk Category III/IV (V =186 MPH), exposure category "D", and installation height up to and including 65 feet above grade. Na N "' N cn ¢° N LL O� N co o � p � � j U Worst Case is -07 (Chassis 2) 74-3/8" x 46-3/4" x 41-3/8" , CO w T U) �0�mT ALLOWABLE DESIGN PRESSURES FOR THE UNIT ITSELF: O C ` tea°''• E O Design Lateral Pressure = 197.2 psf 0000 0 Design Uplift Pressure = 95.4 psf 000000 Unit itself will withstand wind loads imposed by 197.2 psf lateral and 95.4 psf uplift 000000 design pressures, provided the 16 GA. galvanized base rails are fastened to a properly •00.0 0 designed concrete slab, metal stand, curb, curb adapter, or other suitable mounting;":'; , '• arrangement and all factory supplied assembly fasteners are in place. 0.00•• . . • • . • • • . . • • • 2.00 2.25 6.00 2.75 GALVANIZED STEEL, 16 C SECURE Z -BRACKET TC INSIDE CURB PRIOR TC ROOFTOP INSTALL ROOFTOP BASE PAN SEAL STRIP (BY OTHERS) 2X.25 X 1.00 (SUPPLIED) ROOF C (BY OTHERS) """ "` —: SCALE 1 4 5 4 (SUPPLIED) 3 2 0000. 0000. 0000. 0000. N QTY. 4 - TEK .25-6.00 GALVANIZED SHEETMETAL WASHERS N .D. SCREWS AND :R Z -BRACKET, (4) BRACKETS e cn p N LU N,o O \ N I U 0a U , N A QTY. 2 - TEK .25-1.00 GALVANIZED SHEETMETAL o S.D. SCREWS AND WASHERS PER Z: -BRACKET, (4) BRACKETS PRIOR TO SEAL STRIP INSTALL 2 0000. 0000. 0000. 0000. 8 7 6 5 Rational Analysis: Worst case is -07 (Chassis 2) 74-3/8" x 46-3/4" x 41-3/8" tall Design Pressures complying to FBC Building 1620.6 (HVHZ): V = 186 mph (Risk Cat. IIUIV), For Exp.Cat. "D" and Z = 65 ft, Kz = 133, Kzt = 1.0, Kd = 0.90 qz = .00256KzKztKdV2 = 106.01 lb/ft2 Using 1620.6, Lateral Wind Pressure = WL = gz(3.1) = 328.64 lb/ft2 D Uplift Wind Pressure = UL = gz(1.5) = 159.02 lb/ft2 Factoring in the required Load Combination factor (0.6): Design Lateral Pressure = WL(0.6) = 197.18 lb/ft?- Design b/ft2Design Uplift Pressure = UL(0.6) = 95.41 Ib/ft2 Since positive pressure acts toward the surface being considered and negative pressure acts away, only the uplift pressure will remove a panel from the machine. The design lateral pressure which is considered to act toward the windward surface is recognized to be a combination of the pressures acting on the windward and leeward surfaces. Wall pressure coefficients from ASCE?-10, Chapter 27, Figure 27.4-1 may be used to distribute the Design Lateral Pressure into positive and negative componenets acting on the windward and leeward surfaces, respectively. L/B = 46.75/74.375 = 0.63 for wind on long (74-3/8") side L/B = 74.375/46.75 = 1.59 for wind on short (46-3/4") side Worst case positive pressure coefficient is 0.8 for windward wall which has a corresponding negative pressure coefficient of 0.5 on the leeward wall. The worst case negative pressure coefficient is 0.7 for the sidewall (side parallel to wind). Since the windward and leeward wall pressures act in the same direction, the distibuted pressures are C computed as follows: Lateral Positive Design Pressure = 197.18 (0.8) / (0.8 + 0.5) = 121.34 Ib/ft2 (Worst Case Positve) Lateral Negative Design Pressure = 197.18 (0.5) / (0.8 + 0.5) = 75.84 lb/ft2 Sidewall Negative Design Pressure = 197.18 (0.7) / (0.8 + 0.5) = 106.17 lb/ft2 (Worst Case Negative) 22 ga. panels and columns are fastened together and to 16 ga. base rails using #10 serrated washer head self piercing screws having 0.425" head diameter, 0.19" nominal diameter, and 0.14 minor diameter. These screws are expected to exhibit the following properties based upon ICC -ES Report ESR -2196: Pullout Strength in 22 ga. = 306 lbs (ultimate) Pullover strength of 22 ga. = 828 lbs (ultimate) Shear Strength in 22 ga. = 684 lbs (ultimate) Pullout Strength in 16 ga. = 450 lbs (ultimate - based upon 18 ga.) Shear Strength in 16 ga. = 927 lbs (ultimate - based upon 18 ga.) For Top Panel (48TC500235): B 73.6" x 45" draw formed panel anchored at edges and through top to center panel and control box. Worst case portion is over air handler section since condenser section has a large hole to the top causing internal and external pressure to be equal. For portion tributary to air handling section: A = 45(38.6)/12(12) = 12.06 ft2 Load = 12.06 (95.41) = 1150.9 lbs For outside edge (7 screws, all in shear), screw load = 1150.9/2(7) = 82.2 lbs Safety Factor = 684/82.2 = 8.3 OK For inside edge (8 screws, 4 in tension), screw load = 1150.9/2(8) = 71.9 lbs Safety Factor = 306/71.9 = 4.3 OK Sheet 5 For Inside Panel (50HJ540465): 44.84" x 37.53" draw formed panel anchored at edges with 5 screws through face at top and bottom and 5 screws each vertical edge through flange perpendicular to face (10 screws intension, 10 screws in shear). A = 44.84(37.53)/ 12(12) = 11.69 sqft Load = 11.69(106.17) = 1240.7 lbs Screw Load = 1240.7/20 = 62.04 lbs Safety Factor = 306/62.04 = 4.9 OK A For Access Door ( 48TM500284): 33.5" x 36.5" draw formed panel anchored with 2 screws through face each vertical side, 3 screws through face at bottom edge and top edge fits inside top panel (trapped). A = 33.5(36.5)/12(12) = 8.49 sqft Load = 8.49(106.17) = 901.5 lbs Screw Load = 901.5/2(5) = 90.15 lbs Safety Factor = 306/90.15 = 3.4 OK for Components and Cladding 4 3 2 For Access Panel ( 48TM500345): 12.13" x 37.3" draw formed panel anchored with I screw through face each vertical side, 1 screw through face at bottom edge and top edge fits inside top panel (trapped). A = 12.13(37.3)/12(12) = 3.14 sqft Load = 3.14(106.17) = 333.6 lbs Screw Load = 333.6/2(3) = 55.60 lbs Safety Factor = 306/55.60 = 5.5 OK for Components and Cladding Remaining panels are trivial cases of the above due to greater fastener quantity or having openings that limit negative pressure effects. For connection of upper frame and panels to base rails: 12 screws each long side fasten frame columns and panels to the long base rails. 5 screws fasten inside panel to short base rail at air handler end. Opposite end is louvered and has a large opening in the top and mesh over cooling coils. Screws fasten 22 ga. panels and columns to 16 ga. base rails. Lateral Wind Area = AL = 73.6(37.53)/12(12) = 19.18 sqft Lateral Design Load = 19.18(197.18) = 3782 lbs Overturning Moment = 3782(37.53)/2 = 70975 in -1b Uplift Wind Area = AU = 73.6(45)/12(12) = 23.0 sqft Uplift Design Load = 23.0(95.4 1) = 2194 lbs Uplift Moment = 2194(45)/2 = 49375 in -Ib Screw Load = (70975 + 49375)/12(45) = 222.9 lbs (shear) Safety Factor = 927/222.9 = 4.2 OK Unit itself will withstand wind loads imposed by 197.18 psf lateral and 95.41 psf uplift design pressures provided the 16 gage galvanized base rails are properly fastened to a suitable slab, stand, curb, curb adapter, or other suitable mounting arrangement and all factory supplied assembly fasteners are in place. For connection of unit base rails to properly designed curb, metal stand, or structural concrete (by others): Lateral Wind Area = AL = 74.375(41.375)/12(12) = 21.37 sqft Lateral Design Load = 21.37(197. 18) = 4214 lbs Overturning Moment = 4214(41.375)/2 = 87,172 in -Ib Uplift Wind Area = AU = 74.375(46.75)/12(12) = 24.15 sqft Uplift Design Load = 24.15(95.41) - 0.6(607) = 1940 lbs Uplift Moment = 1940(46.75)/2 = 45,348 in -lb For connection of 16 ga. (min) straps, clips, or brackets spaced 48" min apart to unit base rails on long sides using 1/4" (414) self -drilling screws: These screws are expected to exhibit the following properties based upon ICC - ES Report ESR - 1976 Pullout Strength in 16 ga. = 573 lbs (ultimate) Shear Strength in 16 ga. = 1389 lbs (ultimate) Using (3) screws per strap, clip, or bracket, with (3) straps, clips, or brackets each long side: Screw Load = (87,172 + 45,348)/3(3)(46.75) = 315.0 lbs (shear) at base rail outer surface Safety Factor= 1389/315.0 = 4.4 OK for Components and Cladding For Z -brackets similar to Micrometl design but modified to eliminate hidden structural fasteners anchored to 18 ga. (min) curb (by others): Shear Strength in 18 ga. = 1218 lbs (ultimate) Screw Load = (87172 + 45348)/2(4)(42.69) = 388.0 lbs (shear) at curb inside surface Safety Factor = 1218/388.0 = 3.1 OK for Components and Cladding For Brackets 3.25-4.13" wide x 2" x 2-1/2", 16 ga. (min), spaced 24.0" (min) on -center into base rails, Using (3) screws per bracket, (3) brackets each long side: Anchor Load = (87172 + 45348)/3(47.5) = 930.0 lbs (tension) Anchor Load = 4214/6 = 702.3 lbs (shear) at 3/4" beyond baserail outer surface For 3/8" SAE Gr. 5 bolts with nuts and washers to steel (by others): Safety Factor = 3720/930.0 = 4.0 (tension) OK Safety Factor = 1937/702.3 = 2.8 (shear) OK For 3/8" Powers Wedge -Bolt + anchors with 2-1/8" (min) embedment into 2000 psi (min) concrete (by others), 4" (min) thick, 2-3/4" (min) edge distance, and 2-1/2" (min) spacing: Safety Factor = 3000/930.0 = 3.2 (tension) OK Safety Factor = 3100/702.3 = 4.4 (shear) OK 8 7 6 5 4 3 2 D o i .';C7 CO Cr C\j co UNI O NN LL C3)I O A QI N (D m o a r v O 7)' V mCD Cl) c • _ D �rrim� . °c LO c ; CM .q... 0 0 0 . o- s 0000.. AAAA ------- C .00000 0 0 • • 000000 0.0.00 0000.. 00* 00 0 00 0 0 0 0* 0 B A 0000.. 0000.0 0000.. 0000. 0000. 0000.. 0000.. 0000.. cn cn N Q i cn o O z •� n ui ° N w N -o O U U 0 U r Z m ° ,.a 0 a°i U B A 0000.. 0000.0 0000.. 0000. 0000. 0000.. 0000.. 0000.. 7 6 Optional Mounting QTY. 3 - 1/4" SDSM SCREWS AND WASHERS PER BRACKET, (6) BRACKETS QTY. 1 - 3/8" SAE GR5 BOLT, NUT AND WASHER PER BRACKET INTO PROPERLY DESIGNED METAL STAND (BY OTHERS) OR QTY. 1 - 3/8" POWERS WEDGE -BOLT+ ANCHOR PER BRACKET INTO MINIMUM 2000 PSI CONCRETE (BY OTHERS), AS FOLLOWS: 2-1/8" MIN EMBED 2-3/4" EDGE DISTANCE 2-1/2" MIN SPACING 4.13 3.25 a .39 THRU GALVANIZED STEEL -� 16 GA., 90 DEG. BRACKET 2.0(0, C _•_ 2.00 -�— i 3X .20 THRU 2.50 CARRIER Chassis 3 & 4: Models: 48/50TC - size 08 (min) through 14 (max), 50TCQ - size 08 (min) through 12 (max) j 48/50HC - size 07 (min) through 12 (max), 50HCQ - size 07 (min) through 09 (max) 48/50LC -size 07 Each condenser unit listed above conforms to the Florida Building Code 5th Edition (2014) requirements for installation including High Velocity Hurricane Zone (HVHZ), Risk Category III/IV (V =186 MPH), exposure category "D", and Installation height up to and'. o O N N N LL CD including 65 feet above grade. � ` o w�ca a)M m'? Worst Case is -09 (Chassis 4a) 88-1/8" x 59-1/2" x 49-3/4"0 An a a .( •m. -a ED] ALLOWABLE DESIGN PRESSURES FOR THE UNIT ITSELF: 0000:' ...... . ...... Design Lateral Pressure = 197.2 psf •••�•• • Design Uplift Pressure = 95.4 psf •••�� Unit itself will withstand wind loads imposed by 197.2 psf lateral and 95.4 psf uplift design ..'..' :0000' .....0 pressures, provided the 16 GA. galvanized base rails are fastened to a properly •••••• •' designed concrete slab, metal stand, curb, curb adapter, or other suitable mounting :0000: arrangement and all factory supplied assembly fasteners are in place. •..• : •..0.• :••••: .. . 2.00 2.25 6 6 6 B 4X .19 1.00 SPC 6.00 2.75 GALVANIZED STEEL, 16 ROOFTOP BASE PAN SEAL STRIP (BY OTHERS) 2X .25 X 1.00 (SUPPLIED) ROOF C (BY OTHL.1 v� SCALE -174 (SUFFLIED 4 3 Curb Mounting LU co � N - O U D) U N n MAILER QTY. 2 - TEK .25-1.00 Z o GALVANIZED SHEETMETAL o U S.D. SCREWS AND WASHERS ET PER Z -BRACKET, (6) BRACKETS PRIOR TO SEAL STRIP INSTALL 106 B A QTY. 4 - TEK .25-6.00 GALVANIZED SHEETMETAL Ln N S.D. SCREWS AND WASHERS :D p PER Z -BRACKET, (6) BRACKETS O � N U J 'I � o O 0 06 LU co � N - O U D) U N n MAILER QTY. 2 - TEK .25-1.00 Z o GALVANIZED SHEETMETAL o U S.D. SCREWS AND WASHERS ET PER Z -BRACKET, (6) BRACKETS PRIOR TO SEAL STRIP INSTALL 106 B A 8 7 6 5 4 3 2 1 Rational Analysis: Worst case is -09 (Chassis 4a) 88-1/8" x 59-1/2" x 49-3/8" For Filter Panel (50DK506970): 40.40" x 21.62" draw formed 20 ga. panel anchored with 3 screws through face at bottom edge and top edge fits inside top panel (trapped). Design Pressures complying to FBC Building 1620.6 (HVHZ): V = 186 mph (Risk Cat. III/IV), For Exp.Cat. "D" and Z = 65 ft, Kz = 1.33, Kzt = 1.0, Kd = 0.90 A = 40.40(21.62)/12(12) = 6.12 sgft Qz = .00256KzKztKdV2 = 106.0 psf Load = 6.12(106.17) = 649.8 lbs Lateral Wind Pressure = WL = gz(3.1) = 328.64 lb/ft2 Screw Load = 649.8/2(3) = 108.32 lbs D Uplift Wind Pressure = UL = gz(1.5) = 159.02 lb/ft2 Safety Factor = 684/108.32 = 6.3 OK for Components and Cladding D Factoring in the required Load Combination factor (0.6): Remaining panels are trivial cases of the above due to greater fastener quantity or having openings that limit negative Design Lateral Pressure = WL(0.6) = 197.2 psf pressure effects. Design Uplift Pressure = UL(0.6) = 95.4 psf - Since positive pressure acts toward the surface being considered and negative pressure acts away, only the uplift pressure For connection of upper frame and panels to base rails: 12 screws each long side fasten frame columns and panels to the long base rails. 6 screws fasten inside panel to short . 1,�_ o o will remove a panel from the machine. The design lateral pressure which is considered to act toward the windward surface " base rail at air handler end. Opposite end is louvered and has a large opening in the top and mesh over cooling coils. '� moo N - N �, u- is recognized to be a combination of the pressures actin on the windward and leeward surfaces. Wall pressure coefficients g p g p Screws fasten 22 ga. (min) panels and columns to 16 ga. base rails. N 104 M 4) o a ._ t "r from ASCE7-10, Chapter 27, Figure 27.4-1 may be used to distribute the Design Lateral Pressure into positive and negative Cn E m w `° C com onenets actin on the windward and leeward surfaces, respectively. P g p y• Lateral Wind Area = AL = 87.32(45.63)/12(12) = 27.67 sgft m - Cn C'i m L/B = 59.5/88.125 = 0.68 for wind on long (88-1/8") side Lateral Design Load = 27.67(197.18) = 5455 lbs, OverturningMoment = 5455(45.63)/2 = 124443 in-(b o }� �' �•� • L/B = 88.125/59.5 = 1.48 for wind on short (59-1/2") side b - Uplift Wind Area = AU = 87.32(57.68)/12(12) = 34.98 sgft . ° ,; LL ;. E E ""; • Worst case positive pressure is 0.8 for windward wall which has a corresponding negative pressure coefficient of Uplift Design Load = 34.98(95.41) = 3337 lbs Uplift Moment = 3337(57.68)/2 = 96242 in-lb •. a .:. coefficient 0 0 • 0.5 on the leeward wall. The worst case negative pressure coefficient is 0.7 for the sidewall (side parallel to wind). Since ...: . • the windward and leeward wall pressures act in the same direction, the distibuted pressures are computed as follows: P P P Screw Load = (124443 + 96242)/12(57.68) = 318.8 lbs (shear) • • • • • • • • C Lateral Positive Design Pressure = 197.18 (0.8) / (0.8 + 0.5) = 121.3 psf (Worst Case Positve) Safety Factor = 927/318.8 = 2.9 OK for Components and Cladding �__ :.•. ..-..._..:...�....� C .. �.. • Lateral Negative Design Pressure = 197.18 0.5 / 0.8 + 0.5 75.8 psf g g ( ) ( ) = p Unit itself will withstand wind loads imposed by 197.18 psf lateral and 95.41 psf uplift design pressures provided the 16 : - • - • •...• • 0 • • • Sidewall Negative Design Pressure = 197.18 (0.7) / (0.8 + 0.5) = 106.2 psf (Worst Case Negative) gage galvanized base rails are properly fastened to a suitable slab, stand, curb, curb adapter, or other suitable mounting 0.0 • • 0: • *00000 • 22, 20, and 18 ga. panels and columns are fastened together and to 16 ga. base rails using #10 serrated washer head self arrangement and all factory supplied assembly fasteners are in place. 0 0 0 000000 tapping screws having 0.425" head diameter, 0.19" nominal diameter, and 0.14 minor diameter. These screws are expected For connection of unit base rails to properly designed curb metal stand or structural concrete (by others): p p y g • to exhibit the following properties based upon ICC-ES Report ESR-2196: Lateral Wind Area = AL = 88.125(49.375)/12(12) = 30.22 ft2 • • • • • • � • • ' • • • • • • Pullout Strength in 22 ga. = 306 lbs (ultimate) Pullout Strength in 20 ga. = 351 lbs ultimate Lateral Design Load = 30.22(197.18) = 5958 lbs Overturning Moment = 5958(49.375)/2 = 147090 in-lb 0 0 . Pullover Strength of 22 ga. = 828 lbs (ultimate) Pullover Strength of 20 ga. = 993 lbs (ultimate) Uplift Wind Area = AU = 88.125(59.5)/12(12) = 36.41 ft2 Shear Strength in 22 ga. = 684 lbs (ultimate) Shear Strength in 20 ga. = 684 lbs (ultimate) Uplift Design Load = 36.41(95.41) - 0.6(845) = 2697 lbs Pullout Strength in 18 ga. = 450 lbs (ultimate) Uplift Moment = 2697(59.5)/2 = 88272 in-lb Shear Strength in 16 ga. = 927 lbs (ultimate) For Top Panel (50HJ501228): For connection of 16 ga. (min) straps, clips, or brackets spaced 32" min apart to unit base rails on long sides using 1/4" (#14) self-drilling screws: 87.32" x 57.68" draw formed 20 ga. panel anchored at edges and through top to 18 ga. center panel and 20 ga. control box. Pullout Strength in 16 ga. = 573 lbs (ultimate) Worst case portion is over air handler section since condenser section has two large holes in the top causing internal and Shear Strength in 16 ga. = 1389 lbs (ultimate) N N external pressure to be equal. For portion tributary to air handling section: B A = 42.86(57.68)/12(12) = 17.17 sgft Usingscrews per strap, clip, or bracket, with ("') p p, p, (3) straps, clips, or brackets each long side (see sheet 4): B Load = 17.17 (95.41) = 1638.0 lbs Screw Load = (147090 + 88272)/3(3)(59.5) = 439.5lbs (shear) at base rail outer surface L For outside edge (8) screws, all in shear through 20 ga. top panel into 22 ga. indoor panel and corner posts: Safety Factor = 1389/439.5 = 3.Z OK O O Screw Load = 1638.0/2(8) = 102.4 lbs Safety Factor = 684/102.4 = 6.7 OIC for Components and Cladding For Z-brackets similar to Micrometl design but modified to eliminate hidden structural fasteners anchored i- N O For inside edge (5) screws in tension through 20 ga. top panel into 18 ga. center panel and 4 screws in shear through top to 18 ga. (min) curb (by others): J panel into 22 ga. center posts: U _ Screw Load = 1638.0/2(9) = 91.0 lbs Shear Strength in 18 ga. = 1218 lbs (ultimate) N Safety Factor= 684/91.0 = 7.5 OK for Components and Cladding Screw Load = (147090 + 88272)/3(4)(49.75) = 394.2 lbs (shear) at curb inside surface ii O For Inside Panel (SODK500689): Safety Factor = 1218/394.2 = 3.1 OK for Components and Cladding Z 57.56" x 45.49" draw formed 22 ga. panel anchored at edges with 6 screws through top panel into face at top, 5 screws each o Q1 vertical edge through flange perpendicular to face, and 6 screws at one inch above bottom edge through panel into base rail, For Brackets 3.25-4.13" wide x 2" x 2-1/2", 16 ga. (min), spaced 32" (min) on-center each long side, _ and 4 screws between supply and return openings into stiffener (50DK502637) fastened to condensing coil. Using (3) screws per bracket, (3) brackets each side: A = 57.56(45.49)/ 12(12) = 18.18 ft2 Anchor Load = (147090 + 88272)/3(60.25) = 1302.2 lbs (tension) � Load =.18.18(106.17) = 1930.5 lbs = Anchor Load = 5958/6 = 993.0 lbs (shear):at 3/4" beyond base rail outer surface ,,, ,o O - Screw Load = 1930.5/2(5+6) 87.75 lbs U Safety Factor = 450/87.75 = 5.1 OK for Components and Cladding For 3/8" SAE Gr. 5 bolts with nuts and washers to steel (by others): 0 o A A For Access Panel 48TM500388 ( )• Safety Factor = 3720/1302.2 = 2.9 (tension) OK Safety Factor= 1937/993.0 = 2.0 (shear) OK U r 9 45.33" x 42.95" draw formed 22 ga. panel anchored with 2 screws through face each vertical side, 3 screws through face at z bottom edge into 16 ga, base rail, and top edge fits inside top panel (trapped). For 3/8" Powers Wedge-Bolt + anchors with 2-1/8" (min) embedment into 2000 psi (min) concrete (by fl o as A = 45.33(42.95)/12(12) = 13.52 sgft others), 4" (min) thick, 2-3/4" (min) edge distance, and 2-1/2" (min) spacing: ° o U Load = 13.52(106.17) = 1435.4 lbs Safety Factor= 3000/1302.2 = 2.3 (tension) OK Screw Load = 1435.4/2(2 + 3) = 143.54 lbs Safety Factor= 3100/993.0 = 3.1 (shear) OIC Safety Factor = 684/143.54 = 4.8 OK for Components and Cladding 8 7 6 5 4 3 2 1 E-1 I 7 6 Optional Mounting DETAIL A SCALE 1 :8 28.G MIN TUC QTY. 3 - 1/4" SDSM SCREWS AND WASHERS c ✓ PER BRACKET, (8) BRACKETS QTY. 1 - 3/8" SAE GR5 BOLT, NUT AND WASHER PER BRACKET INTO PROPERLY DESIGNED METAL STAND (BY OTHERS) OR QTY. 1 - 3/8" POWERS WEDGE -BOLT+ ANCHOR PER BRACKET INTO MINIMUM 2000 PSI CONCRETE (BY OTHERS), AS FOLLOWS: 2-1/8" MIN EMBED 2-3/4" EDGE DISTANCE 2-1/2" MIN SPACING 6 e -�- 4.13 1 6 6 3.25 ! —;.39 THRU — GALVANIZED STEEL _./5 16 GA., 90 DEG. BRACKET 4 2.00 2.00-�— 3r .L6 %^THRU A �---® 2.50 .75 5 3 CARRIER Chassis 5: Models: 48/50TC - size 16, 50TCQ and 48/50HC - size 14, 50HCQ - size 12, 48/50LC - size 08(min) through 12 (max) z Each condenser unit listed above conforms to the Florida Building Code 5th Edition (2014) requirements for installation including High Velocity Hurricane Zone (HVHZ), Risk Category III/IV (V =186 MPH), exposure category "D", and installation height up to and including 65 feet above grade. Curb Mounting Worst Case is -16 (Chassis 5) 115-7/8" x 63-3/8" x 57-3/8" '``` :� a co W N LL 0 t c= ag o a .0 t 7 7 U " Co ALLOWABLE DESIGN PRESSURES FOR THE UNIT ITSELF: w K ° "' U) N O ?•a -o'0 amu' .�.n m g7 ...... • . Design Lateral Pressure = 197.2 psf ,..: °''•• ....:. Design Uplift Pressure = 95.4 psf ••• �- • :.... •• • Unit itself will withstand wind loads imposed b 197.2 psf lateral and 95.4 psf uplift design -'"' p Y p p p g ..:..: :...:. . . ""' ..:..• pressures, provided the 16 GA. galvanized base rails are fastened to a properly •• •• ...... designed concrete slab, metal stand, curb, curb adapter, or other suitable mounting ••:•; •; arrangement and all factory supplied assembly fasteners are in place. o""" •• s •• • o . . • • -.00 2.25 i 6.00 2.75 GALVANIZED STEEL, 16 C SECURE Z -BRACKET TC INSIDE CURB PRIOR TC ROOFTOP INSTALL ROOFTOP BASE PAN SEAL STRIP (BY OTHERS 2X.25 X 1.00 (SUPPLIED C ROOF C (BY OTF 6 5 SCALE 1 :4 4 0 )0 ETAL ° HERS ,CKETS PRIOR TO SEAL S I RIF' INSTALL r 3 2 1 N .n 0 70 m 0 Curb Mounting QTY. 4 - TEK .25-6.00 GALVANIZED SHEETMETAL N S.D. SCREWS AND WASHERS PER Z -BRACKET, (8) BRACKETS a � cn U O Z � o Nw �-' � o U U /+ SCALE 1 :4 4 0 )0 ETAL ° HERS ,CKETS PRIOR TO SEAL S I RIF' INSTALL r 3 2 1 N .n 0 70 m 0 D C B A 8 7 6 5 Rational Analysis: Worst case is - 16 (Chassis 5) 115-7/8" x 63-3/8" x 57-3/8" Design Pressures complying to FBC Building 1620.6 (HVHZ): V = 186 mph (Risk Cat. III/IV), For Exp.Cat. "D" and Z = 65 ft, Kz = 1.33, Kzt = 1.0, Kd = 0.90 Qz = .00256KzKztKdV2 = 106.0 psf Lateral Wind Pressure = WL = Qz(3.1) = 328.64 psf Uplift Wind Pressure = UL = Qz(1.5) = 159.02 psf Factoring in the required Load Combination factor (0.6): Design Lateral Pressure = WL(0.6) = 197.2 psf Design Uplift Pressure = UL(0.6) = 95.4 psf Since positive pressure acts toward the surface being considered and negative pressure acts away, only the uplift pressure will remove a panel from the machine. The design lateral pressure which is considered to act toward the windward surface is recognized to be a combination of the pressures acting on the windward and leeward surfaces. Wall pressure coefficients from ASCE7-10, Chapter 27, Figure 27.4-1 may be used to distribute the Design Lateral Pressure into positive and negative componenets acting on the windward and leeward surfaces, respectively. L/B = 63.375/115.875 = 0.55 for wind on long (115-7/8") side L/B = 115.875/63.375 = 1.83 for wind on short (63-3/8") side Worst case positive pressure coefficient is 0.8 for windward wall which has a corresponding negative pressure coefficient of 0.5 on the leeward wall. The worst case negative pressure coefficient is 0.7 for the sidewall (side parallel to wind). Since the windward and leeward wall pressures act in the same direction, the distibuted pressures are computed as follows: Lateral Positive Design Pressure = 197.18 (0.8) / (0.8 + 0.5) = 121.34 Ib/ft2 (Worst Case Positve) Lateral Negative Design Pressure = 197.18 (0.5) / (0.8 + 0.5) = 75.84 lb/ft2 Sidewall Negative Design Pressure = 197.18 (0.7) / (0.8 + 0.5) = 106.17 lb/ft?- (Worst Case Negative) 22, 20, and 18 ga. panels and columns are fastened together and to 16 ga. base rails using 410 serrated washer head self tapping screws having 0.425" head diameter, 0.19" nominal diameter, and 0.14 minor diameter. These screws are expected to exhibit the following properties based upon ICC -ES Report ESR -2196: Pullout Strength in 22 ga. = 306 lbs (ultimate) Pullout Strength in 20 ga. = 351 lbs (ultimate) Pullover Strength of 22 ga. = 828 lbs (ultimate) Pullover Strength of 20 ga. = 993 lbs (ultimate) Shear Strength in 22 ga. = 684 lbs (ultimate) Shear Strength in 20 ga. = 684 lbs (ultimate) Pullout Strength in 18 ga. = 450 lbs (ultimate) Shear Strength in 16 ga. = 927 lbs (ultimate) For Top Panel Assembly (50TM500066 and 5OTM500065 joined using 5OTM500359 and 12 screws): 114.4" x 61.6" draw formed 20 ga. assembly, anchored at edges and through top, to 16 ga. center panel and 18 ga. control box. Worst case portion is over air handler section since condenser section has (3) large holes in the top causing internal and external pressure to be equal. For portion tributary to air handling section: A = 61.61(55.41)/12(12) = 23.70 sqft Load = 23.70 (95.41) = 2261.9 lbs For outside edge (9 screws, all in shear through 20 ga. top panel into 22 ga. indoor panel and comer posts): Screw Load = 2261.9/2(9) = 125.7 lbs Safety Factor = 684/125.7 = 5.4 OK For inside edge (8 screws in tension through 20 ga. top panel into 16 ga. center panel and 4 screws in shear through top panel into 22 ga. center posts): Screw Load = 2261.9/2(12) = 94.2 lbs Safety Factor = 684/94.2 = 7.3 OK for Components and Cladding For Inside Panel (50TM500063): 61.5" x 53.42" draw formed 22 ga. panel anchored at edges with 7 screws through top panel into face at top, 6 screws each vertical edge through flange perpendicular to face, and 6 screws at 7/16 inch above bottom edge through panel into base rail, and 5 screws between supply and return openings into stiffener (50TM500058) fastened to condensing coil. A = 61.5(53.42)/12(12) = 22.81 sqft Load = 22.81(106.17) = 2422.2 lbs Screw Load = 2422.2/2(6+6) = 100.93 lbs Safety Factor = 450/100.93 = 4.5 OIC for Components and Cladding For Access Panels (50TM500062): 53.30" x 25.61" draw fonned 22 ga. panel anchored with 3 screws through face each vertical side, 2 screws through face at bottom edge into 16 ga. base rail, and top edge fits inside top panel (trapped). A = 53.30(25.61)/12(12) = 9.48 sqft Load = 9.48(106.17) = 1006.4 lbs Screw Load = 1006.4/2(2 + 3) = 100.64 lbs Safety Factor = 306/100.64 = 3.0 OK for Components and Cladding 8 7 6 5 4 3 2 1 For Access Panel Assembly( 50TM500086 and 50TM500061): 53.0" x 53.30" assembly of draw formed 20 ga. panels anchored with (3) screws through face each vertical side, (5) screws through face at bottom edge intp 16 ga. base rail, and top edge fits inside top panel (trapped). A = 53.0(53.30)/12(12) = 19.62 sqft Load = 19.62(106.17) = 2082.8 lbs D Screw Load = 2082.8/2(5+3) = 130.17 lbs Safety Factor = 306/130.17 = 2.4 OK for Components and Cladding Remaining panels are trivial cases of the above due to greater fastener quantity or having openings that limit negative pressure effects. c For connection of upper frame and panels to base rails:_ �,CID o o 0 ' screws 16 each long side fasten frame posts and 22 ga. (min) panels to the long 16 ga. base rails. 6 screws fasten N CO ¢ C14 inside panel to short base rail at air handler end. Opposite end is louvered and has a large opening in the top and mesh o 2 0 a� �,CIJ co'_.. over cooling coils. �' �O E 5 CO LLl � Lateral Wind Area = AL = 114.35(53.625)/12(12) = 42.58 sqft ti ro. 1§h Lateral Design Load = 42.58(197.18) = 8296.6 lbs Overturning Moment = 8396.6(53.625)/2 = 225134 in -16 .. E Uplift Wind Area = AU = 114.35(61.61)/12(12) = 48.92 sqfta 00 •. Uplift Design Load = 48.92(95.41) = 4667.9 lbs . :.. Uplift Moment = 4667.9(61.61)/2 = 143794 in -lb '"' - - " C Screw Load = (225134 + 143794)/16(61.61) = 374.3 lbs (shear) i • .• Safety Factor = 927/374.3 = 2.5 OIC for Components and Cladding ....... Unit itself will withstand wind loads imposed by 197.18 psf lateral and 95.41 psf uplift design pressures provided the :...:. ' 16 ga. galvanized base rails are properly fastened to a suitable slab, stand, curb, curb adapter, or other suitable mounting arrangement and all factory supplied assembly fasteners are in place. 0 ' For connection of unit base rails to properly designed curb, metal stand, or structural concrete (by others): Lateral Wind Area = AL = 115.875(57.375)/12(12) = 46.17 sqft Lateral Design Load = 346.17(197.18) = 9103.6 lbs Overturning Moment = 9103.6(57.375)/2 = 261159 in -lb L2 Uplift Wind Area = AU = 115.875(63.375)/12(12) = 51.00 sqft Uplift Design Load = 51.00(95.41) - 0.6(1305) = 4082.6 lbs Uplift Moment = 4082.6(63.375)/2 = 129369 in -lb ern N For connection of 16 ga. (min) straps, clips, or brackets spaced 28" min apart to unit base rails on long sides B Using 1/4" (#14) self -drilling screws: L Pullout Strength in 16 ga. = 573 lbs (ultimate) - 0 Shear Strength in 16 ga. = 1389 lbs (ultimate) Using (3) screws per strap, clip, or bracket, with (4) straps, clips, or brackets each long side: � N J Screw Load = (261159 + 129369)/3(4)(63.375) = 513.5 lbs (shear) at base rail outer surface U Safety Factor= 1389/513.5 = 2.7 OK for Components and Cladding N For (4) Z -Brackets each long side similar to NEcrometl design but modified to eliminate hidden structural ii fasteners anchored to 18 ga. (min) curb (by others): z C m Shear Strength in 18 ga. = 1218 lbs (ultimate) .0 o Screw Load = (261159 + 129369)/3(4)(53.81) = 604.8 lbs (shear) at curb inside surface Safety Factor = 1218/604.8 = 2.0 OK for Components and Cladding For Brackets 3.25-4.13" wide x 2" x 2-1/2", 16 ga. (min), spaced 28" (min) on -center each long side, `n w Using (3) screws per bracket, (4) brackets per side: Ln V'Q� `�O O Anchor Load = (261159 + 129369)/4(64.125) = 1522.6 lbs (tension) Anchor Load = 9103.6/8 = 1138.0 lbs (shear) at 3/4" beyond base rail outer surface .D op U U o A For 3/8" SAE Gr. 5 bolts with nuts and washers to steel (by others): r n Safety Factor = 3720/1522.6 = 2.4 (tension) OK o 0 Safety Factor = 1937/1138.0 = 1.7 (shear) OK n o -aa For 3/8" Powers Wedge -Bolt + anchors with 2-1/8" (min) embedment into 2000 psi (min) concrete (by others), o � ----� - --v- - 4" (min) thiel:, 2-3/4" (min) edge distance, and 2-1/2" (min) spacing: Safety Factor = 3000/1522.6 = 2.0 (tension) OK Safety Factor= 3100/1138.0 = 2.7 (shear) OK 4 3 2 1 g 7 6 Optional Mounting QTY. 3 - 1/4" SDSM SCREWS AND WASHERS PER BRACKET, (10) BRACKETS QTY. 1 - 3/8" SAE GR5 BOLT, NUT AND WASHER PER BRACKET INTO PROPERLY DESIGNED METAL STAND (BY OTHERS) OR QTY. 1 - 3/8" POWERS WEDGE -BOLT+ ANCHOR PER BRACKET INTO MINIMUM 2000 PSI CONCRETE (BY OTHERS), AS FOLLOWS: 2-1/8" MIN EMBED 2-3/4" EDGE DISTANCE 2-1/2" MIN SPACING B ; 4.1,E THRU . 7.5 -� 2.00 L 3: y.26 ^THRU 8 GALVANIZED STEEL 16 GA., 90 DEG. BRACKET 1 -.-�.. 5 4 3 z CARRIER Chassis 6, 7, 8 & 9: Models: 48/50TC - size 17 (min) through size 30 (max), 50TCQ - size 17 (min) through size 24 (max) 48/50HC - size 17 (min) through size 28 (max) 45/50LC - size 14 (min) through size 26 (max) Each condenser unit listed above conforms to the Florida Building Code 5th Edition (2014) requirements for installation including High Velocity Hurricane Zone (HVHZ), Risk Category III/IV (V =186 MPH), exposure category "D", and Installation height up to and including 65 feet above grade. �, o N PER Z -BRACKET, (10) BRACKETS rpWN� CO N p Q N �.. p Worst Case is -26 (Chassis 9) 157-3/4" x 86-3/8" x 57-3/8" - `" E 0 u �_ - .. N r_ ALLOWABLE DESIGN PRESSURES FOR THE UNIT ITSELF: .9Ln ''� ° C - N .� a o � CU Design Lateral Pressure = 197.2 psf •�•• a• • Design Uplift Pressure = 95.4 psf :.... .. ... . . . c Unit itself will withstand wind loads imposed by 197.2 psf lateral and 95.4 psf uplift design:::::: s•••'• ...*0 0 pressures, provided the 16 GA. galvanized base rails are fastened to a properly •••••• �•' • designed concrete slab, metal stand, curb, curb adapter, or other suitable mounting ;•••:• ;""; arrangement and all factory supplied assembly fasteners are in place. •..• : :••••: •....• _�:ViL•i�[iI�I•i 2X.193.00 SPC 2.%5 GALVANIZED STEEL, 16 GA. SECURE Z -BRACKET TO INSIDE CURB PRIOR TO ROOFTOP INSTALL ROOFTOP BASE PANS SEAL STRIP (BY OTHERS) — 2X .25 X 1.00 (SUPPLIED)— ROOF CURB PER Z -BRA (BY OTHERS) v DETAIL C (SUPPLIED) PRIOR T SCALE 1 :4 5 4 3 2 Curb Mounting QTY. 4 - TEK .25-6.00 GALVANIZED SHEETMEfAL S.D. SCREWS AND WASHERS L„ N PER Z -BRACKET, (10) BRACKETS p r nomn,, W r_ � N o O o� 1.56 APPROX / co Uj �o U 4X .25 X 6.00 (SUPPLIED) C" ROOF CURB WOOD NAILER Z -- QTY. 2 - TEK .25-1.00 a U o "--ROOFTOP BASE RAIL GALVANIZED SHEETMETAL AHOLD -DOWN BRACKET S.D. SCREWS AND WASHERS CKET, (10) BRACKETS O SEAL STRIP INSTALL B A ` 8 7 w 6 5 Rational Analysis: Worst case is - 24 (Chassis 9) 157-3/4" x 86-3/8" x 57-3/8" Design Pressures complying to FBC Building 1620.6 (HVHZ): V = 186 mpli (Risk Cat. III/IV), For Exp.Cat. "D" and Z = 65 ft, Kz = 1.33, Kzt = 1.0, Kd = 0.90 Qz = .00256KzKztKdV2 = 106.0 psf Using 1620.6, Lateral Wind Pressure = WL = gz(3.1) = 328.6 psf Uplift Wind Pressure = UL = gz(1.5) = 1.59.0 psf D Factoring in the required Load Combination factor (0.6): Design Lateral Pressure = WL(0.6) = 197.2 psf Design Uplift Pressure = UL(0.6) = 95.4 psf Since positive pressure acts toward the surface being considered and negative pressure acts away, only the uplift pressure will remove a panel from the machine. The design lateral pressure which is considered to act toward the windward surface is recognized to be a combination of the pressures acting on the windward and leeward surfaces. Wall pressure coefficients from ASCE7-10, Chapter 27, Figure 27.4-1 may be used to distribute the Design Lateral Pressure into positive and negative componenets acting on the windward and leeward surfaces, respectively. LB = 86.375/157.75 = 0.55 for wind on long (157-3/4") side L/B = 157.75/86.375 = 1.83 for wind on short (86-3/8") side Worst case positive pressure coefficient is 0.8 for windward wall which has a corresponding negative pressure coefficient of 0.5 on the leeward wall. The worst case negative pressure coefficient is 0.7 for the sidewall (side parallel to wind). Since the windward and leeward wall pressures act in the same direction, the distibuted pressures are computed as follows: C Lateral Positive Design Pressure = 197.18 (0.8) / (0.8 + 0.5) = 121.34 lb/ft2 (Worst Case Positve) Lateral Negative Design Pressure = 197.18 (0.5) / (0.8 + 0.5) = 75.84 Ib/ft2 Sidewall Negative Design Pressure = 197.18 (0.7) / (0.8 + 0.5) = 106.17 Ib/ft2 (Worst Case Negative) 22, 20, and 18 ga. panels and columns are fastened together and to 16 ga. base rails using #10 serrated washer head self tapping screws having 0.425" head diameter, 0.19" nominal diameter, and 0.14 minor diameter. These screws are expected to exhibit the following properties based upon ICC -ES Report ESR -2196: Pullout Strength in 22 ga. = 306 lbs (ultimate) Pullout Strength in 20 ga. = 351 lbs (ultimate) Pullover Strength of 22 ga. = 828 lbs (ultimate) Pullover Strength of 20 ga. = 993 lbs (ultimate) Shear Strength in 22 ga. = 684 lbs (ultimate) Shear Strength in 20 ga. = 684 lbs (ultimate) Pullout Strength in 18 ga. = 450 lbs (ultimate) Shear Strength in 16 ga. = 927 lbs (ultimate) For Top Panel Assembly (50HE500275 and 50HE500276 joined using 6 screws): 85.0" x 82.5" draw formed 20 ga. assembly anchored at edges and through top to 16 ga. center panel, 18 ga, end panel assembly, 20 ga. side panels, and 18 ga. control box. This portion is over air handler section and is worst case since B condenser section has three large holes in the top causing internal and external pressure to be equal. A = 85.0(82.5)/12(12) = 48.70 sqft Load = 48.70 (95.41) = 4646.3 lbs For 8 (min) screws each 85.0" side into 18 ga. (min) panels and 12 screws each 82.5" side into 20 ga. (min) side panels: Screw Load = 4646.3/2(8 + 12) = 116.2 lbs Safety Factor = 684/116.2 = 5.9 OK for Components and Cladding For End Panel Assembly (50HE500719 and SOHES00762 joined together using 7 screws): 73.0" x 53.5" draw formed 18 ga. panel anchored at edges with 5 screws through top panel into face at top, 5 screws each vertical edge face into 22 ga. (min) corner posts, and 5 screws at 3/8" inch above bottom edge through panel into base rail. A = 73.0(53.5)/12(12) = 27.12 sqft Load = 27.12(106.17) = 2879.5 lbs Screw Load = 2879.5/2(5+5) = 143.97 lbs Safety Factor = 306/143.97 = 2.1 OIC for Components and Cladding For Access Panel (50HE500423) 53.30" x 25.61" draw formed 22 ga. panel anchored with 3 screws through face each vertical side, 2 screws through face A at bottom edge into 16 ga, base rail, and top edge fits inside top panel (trapped). A = 53.5(26.4)/12(12) = 9.81 sqft Load = 9.81(106.17) = 1041.4 lbs Screw Load = 1041.4/2(3 + 3) = 86.78 lbs Safety Factor = 306/86.78 = 3.5 OK for Components and Cladding Remaining panels are trivial cases of the above due to greater fastener quantity or having openings that limit negative pressure effects. 7 6 5 4 3 2 1 For connection of upper frame and panels to base rails: 12 screws each long side fasten frame posts and 20 ga. (min) panels to the long 16 ga. base rails. 8 screws fasten inside panel to short base rail at air handler end. Opposite end is louvered and has a large opening in ::D Q the top and mesh over cooling coils. B Lateral Wind Area = AL = 156.0(53.625)/12(12) = 58.09 sqft ry Lateral Design Load = 58.09(197.18) = 11454.9 lbs Overturning Moment = 11454.9(53.625)/2 = 307135 in -Ib p Uplift Wind Area = AU = 156.0(85.0)/12(12) = 92.08 sqft Uplift Design Load = 92.08(95.41) = 8785.7 lbs U J Uplift Moment = 8785.7(85.0)/2 = 373391 in -Ib N Screw Load = (307135 + 373391)/(16 + 8)(85.0) = 333.6 lbs (shear) i; Safety Factor = 927/333.6 = 2.8 OK for Components and Cladding - 0 a) co Unit itself will withstand wind loads imposed by 197.18 psf lateral and 95.41 psf uplift design pressures ; o Cc CV 0 '0 a) LL provided the 16 gage galvanized base rads are properly fastened to a suitable slab, stand, curb, curb adapter, rn o E m Cn 06 or other suitable mounting arrangement and all factory supplied assembly fasteners are in place. m � Wc:L w CO fp 0.00.0 10 :Ll 'E••• • � ( For connection of unit base rails to properly designed curb, metal stand, or structural concrete (by 00..00 o • `` 0.00•• others): ••... n. . • Lateral Wind Area =AL=157.75(57.375)/12(12)=62.85sqft T 0000•• Lateral Design Load = 62.85(197.18) = 12393.5 lbs •• • : • • • • Overturning Moment = 12393.5(57.375)/2 = 355537 in -lb "•• - • '• C ••;"• Uplift Wind Area= AU = 157.75(86.375)/12(12) 94.6 sqft 0000•• • • 0000• Uplift Design Load =94.6(95.41)-0.6( 248)=7679.1 lbs 0.0 ��•••• 0000•• Uplift Moment = 7679.1(76.875)/2 = 295167 in -lb • 60004 • • For connection of 16 ga. (min) straps, clips, or brackets spaced 32" (min) apart to unit base rails • . • • •: • �••••• 0000•• Using 1/4" (#14) self -drilling screws: •' • • • •••+•• Pullout Strength in 16 ga. = 573 lbs (ultimate) Shear Strength in 16 ga. = 1389 lbs (ultimate) Using (3) screws per strap, clip, or bracket, with 5 straps, clips, or brackets each long side: Screw Load = (355537 + 295167)/3(5)(86.375) = 502.3 lbs (shear) at base rail outer surface Safety Factor= 1389/502.3 = 2.8 OK for Components and Cladding For (5) Z -Brackets each long side similar to Micrometl design but modified to eliminate hidden structural fasteners anchored to 18 ga. (min) curb (by others): Shear Strength in 18 ga. = 1218 lbs (ultimate) Screw Load = (355537 + 295167)/3(5)(76.875) = 564.3 lbs (shear) at curb inside surface Safety Factor = 1218/564.3 = 2.2 OK for Components and Cladding For brackets 3.25-4.13" wide x 2" x 2-1/2", 16 ga. (min), spaced 32" (min), on -center each long side: Using (3) screws per bracket, (5) brackets per side: Anchor Load = (355537 + 295167)/5(87.125) = 1493.8 lbs (tension) Anchor Load = 12393.5/10 = 1239.4 lbs (shear) at 3/4" beyond base rail outer surface For 3/8" SAE Gr. 5 bolts with nuts and washers to steel (by others): Safety Factor = 3720/1493.8 = 2.5 (tension) OK Safety Factor = 1937/1239.4 = 1.6 (shear) OK For 3/8" Powers Wedge -Bolt + anchors with 2-1/8" (min) embedment into 2000 psi (min) concrete (by others), 4" (min) thick, 2-3/4" (min) edge distance, and 2-1/2" (min) spacing: Safety Factor = 3000/1493.8 = 2.0 (tension) OK Safety Factor = 3100/1239.4 = 2.5 (shear) OK 4 3 2 1 ::D Q B ry U J N i; O N 9 0 01 06 cp w Ile 10 'o 0o U N O A N Ln T Z ° a) o sU 0 0 o cv 4 3 2 1