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EL-05-1107 (2) Miami Shores Village Building Department 10050 MEW Avenue,Miami Shores,Florida 33138 Tel. nQ=&22Q4'0--- a 756.8972 BUILDING DEC' RECQ Permit No.S�S PERMIT APPLICATION -------- _ Master Permit No.8PQ'T_b— 14-77 3 FBC 2001 Permit Type(circle): Building lec UPlumbing Mechanical Roofing Owner's Name(Fee Simple Titleholder) Phone# 75� q �� est Owner's Address City k1,&1rA 6Sj,/ L,Rs State -- Zip `as ) 3 w I Tenant/Lessee Name Phone# Job Address(where the work is being done) + (D`t I Y 1U-IE- -a PO-; V City" ANami Shores County Mami--Dade Zip 3-6) -a Is Building Historically Designated YES NO Contractor's Company Name L� /r (14-0hone Contractor's Address LL) City UL DI ro I State 11 Zip Qualifier Y Y1 le State Certificate or Registration No. Certificate of Compete y No.. q:7 E: 0K Architect/Engineer's Name(if applicable) Phone# $Value of Work For this Permit / � Square Footage Of Work: Type of Work: Addition ❑Alteration ❑New 1❑ Repair/Replace ❑Demolition Describe Work: s Submittal Fee$ Permit Fee$ />:.47 010 CCF$ CO/CC Notary Trammg(Education Fee$ i • 00 Technology Fee$ 4-- . 4-0 Scanning$ Radon$ Zoning Bond S Code Enforcement$ Structural Plan Review.$ Total Fee Now Due$ (Continued on opposite side) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING, SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure mill be delivered to the persmn whose property is subject to attachment. Also, a cern led copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued: In the absence of such posted notice, the inspection will JW dand a r ' on fee will be charged e Signature e Signature _ gtj Owner or Agent Contractor The foregoing instrument was acknowledged before me this 3 The foregoing instrument w70by wledged before me this day of A 1V. 206 by C-4.IsK lug-�C,��ay of 20 who is personally known to me or who has produced who is personally known to me or who has produced M hyo ftsati�tugi�H d �� -As i cation and who did take an oath. as identific dith NOT Y UB C: NOTARY PUB s '_ `0TARY PUBLIC-S FLORIDA Sign: Sign: ° Print: n#D 6455 pmt; t My scion Expires- Bonded Thi. g co.,Inc. My Co on E ires: APPLICATION APPROVED BY: �4'� Plans Examiner :;�� Engineer Zoning Chc 05/13/03 Miami Shores Village 10050 N.E.2nd Avenue Miami Shores,FL 33138-0000 Phone: (305)795-2204 Fax: (305)756-8972 Permit Permit Status:APPROVED Issue Date: 1/31/2006 Expires: 12/05/2006 Permit Number: EL-12-05-1107 Owner's Name: CHRISTINE PACHECO one: (305)491-5584 Permit Type: Electrical-Residential Parcel#: 1121360130640 Work Classification: Addition/Alteration Block: Lot: Job Address: 10418 2 Avenue NE Section: PB: Miami Shores Village, FL 33138- Contractor(s) Phone Primary Contractor Total Square Feet: 0 ATLANTIS ELECTRICAL CORP (305)551-4043 Yes Total Valuation: $ 5,000.00 omme Reguired 1 s ins ELECTRICAL WORK FOR NEW ADDITION TO EXISTING RESIDENCE Alteration Underground Rough WW Service Change Additional Information Meter Box Fire Alarm Type of Work:ADDITION Additional Info: Relocation Classification:Residential Final In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. in accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore, I authorize the above-named contractor to do the work stated. Fees Due Amount Invoice Number Amt Due Amt Paid CCF $3.00 EL-1-x-23663 $191.40 Education Surcharge $1.00 Total: Notary Fee $5.00 Permit Fee-Additions/Alterations $175.00 J1 MAN3 PPJD Scanning Fee $3.00 Technology Fee $4.40 LE. Total: $191.40 Building Department File Copy NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county. AND THERE MAY BE ADDITIONAL PERMITS REQUIRED FROM OTHER GOVERNMENTAL ENTITIES SUCH AS WATER MANAGEMENT DISTRICTS,STATE AGENCIES,OR FEDERAL AGENCIES. Applicant Signature Inspection Worksheet Miami Shores Village L 10050 N.E.2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Date: 08/02/2006 AUG 0 3 PM Permit Type: Electrical - Residential Inspector. Devaney, Michael Inspection Type: Rough Owner: PACHECO,CHRISTINE Work Classification: Addition/Alteration Job Address: 10418 2 Avenue NE Miami Shores Village,FL 33138- Phone Number (30581-5584 Parcel Number 1121360130640 Project: <NONE> Block: Lot: Contractor: ATLANTIS ELECTRICAL CORP Phone: (305)551-4043 Building Department Comments Inspector Comments Passed El c) /V d 0CG� Failed A)(9 Q Correction Needed t� gis 0 3 U0 Re-Inspection Fee Ej"' ($75) No Additional Inspections can be scheduled until re-inspection fee is paid. Wednesday,August 2,2006 Page 2 of 2 Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 A,- Inspection Date: 01/29/2007 Permit Type: Electrical - Residential Inspector: Devaney, Michael Inspection Type: Final Owner: PACHECO, CHRISTINE rk Classification: Addition/Alteration Job Address: 10418 2 Avenue NE Miami Shores Village,FL 33138- Phone Number (305)491-5584 Parcel Number 1121360130640 Project: <NONE> Block: Lot: Contractor: ATLANTIS ELECTRICAL CORP Phone: (305)551-4043 Building Department Comments ELECTRICAL WORK FOR NEW ADDITION TO EXISTING RESIDENCE JAN 3 0 2MI Inspector Comments Passed Failed Correction Needed Re-Inspection Fee ($75) No Additional Inspections can be scheduled until re-inspection fee is paid . Monday,January 29, 2007 Page 1 of 1 Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores,FL I"o 415 �tnr Phone: (305)795-2204 Fax: (305)756-8972 :..�. � 3'�,4 '"f•fi��Y'�, .{,: �;,a `��t�t� l�s��a Y � ;; Inspection Date: 11/21/2006 Permit Type: Electrical - Residential Inspector. Devaney,Michael NOV 2 2 7006 Inspection Type: W W Owner. 'PACHECO,CHRISTINE Work Classification: Addition/Alteration Job Address: '110418 2 Avenue NE Miami Shores Village, FL 33138- Phone Number (305)491-5584 Parcel Number 1121360130640 Project: <NONE> Block: Lot: Contractor. ATLANTIS ELECTRICAL CORP Phone: (305)551-4043 Building Department Comments Inspector Comments Passed �- Failed Correction Needed Re-Inspection Fee ($75) No Additional Inspections can be scheduled until re-inspection fee is paid. Monday,November 20,2006 Page 1 of 2 FWERALBWMNCYMAWANWAQENCY O.M.B. No. 3067-0077 . �— NATE F JDM W MSURANCE PRDW Expires December 31;=5 RECEIVED ELEVAMN CERTIFICATE OCT Ruddy l- _ L 4 SIA- . . .: :.. ...... .... BUI ► + <> MARIO PA CHRISTINE 6-5219 BUILDING STREET DRESS OduftApt,Will,Sude, Bim.MOOR OR P.O.RWM AIS BOX NO. 10418 NE 2 AVENUE CITY STATE ZIP CODE mum FL 33135 PROPERTY DESCRIPTION(Ld WO Blodr Nwift 8,Tax Pante Nwidw,Lem 06SWOOM etc.) LOT 3&N1,2 LOT 4 BLK 121 OF SNORES SEC W PS 1447 BUILDING USE(e g.,Redd0ft MmMsIdalK Ad0MA=8mY,.etc L a ff ) RESIDENTIAL LATITUDEILONGITUDE( _ WMONTAL DATIAt SOURCE 13 GPS(Type): (#1°-#9-WAV or 198 ©NAD 1927 ❑NAD 1863 ❑USGS Ouad Map q Ovw. SECIM -FLOW TION BI.NFIPCOMMUNrrYU4AE&COMDMNJYBER B2 f OUWY NAME B3.STATE 12WV9.LA(E OF M1W SHORES MWA-D"DE Fi. B4.MAPAN D PANEL 97.RN PANEL B9.BASE FLOOD ELEVATIONS) NEER B5.SUFFIX B6.FIRM INDEX DATE EFFECTIVEtREVISEDDATE B8.FLOODZODE(S) gmAd,useciso of ft 0093 1 7117rM 13 0MM4 X NIA 810.kdc*ftwmorft Base Ftoodl "debarbasett Wde M9ftWhB9 ❑FIR Proms C9 FIRM ❑ ❑ r B11.kkxie thedwdonftmmdfora* Is88:W NIM 1829 0NAW11W 0 ala�Itistx g dlnaCaaaf BeaeerRrleanaes Pr d ores ®fib , ,D.. - N C-BULBUI 8VA110N NVOMTOON r Y C1.BuliftelmodwambmdorcOC n hcrmnQwjW Q8dit(kiderCwwtu otP *ArimvE CM*vMbe> wMmctbntitheMftis C2.Bu Dkqw M1TJWjp*d#wWftftmmadwdfftnthebMV iorvdit ios isbftcm -seepaps8mW7.gwdagwn acae�y the pro�easloetoAar C3.ESB—ZanA1AM,AF,AH,Amt 0:4VE.VIAMV(1AM BFE),AR,AWAARP&ARYA1,Ib0,AWAK AWAO Carob krmC3.-aibeloar►aooarfrgb8rebrditdep=gedWkiNoMCZ*011mcidnwed Ifthedahmisd tIlantfreft nusedfor6reBFEi SsdmB,cwNutthedWbitWuse forlheBFEStarNd aWddwncwLvdon Usethespaoepra+idedartheOorwaftemd 89*n D or$o*n G,as ,bdm mtlheftm DW=WQ CmmsbAbwnmftDCSJ& Ele mmk t sed Does nr*usmd Wm on *FRA? ®Yes 14 141) o a)Topdbo3OmlbwR r bas vw orwdmq Z,-At" o,b)Tapdmdt#reriloor o c)Bafnnofbwesthotiaords member(Vaorresor A, o d)AWdWpWft0f9W fft") o e)1 dmed*W mor W Ia f5 M f&VOI ihebulld� belnaOorraerer�sareaj ...._ v 1)I.naWedpoWPtd"SMG) I W o h)Nmofpmmwodqs¢oalver*vfrILob=aojaaad9adeuR o D Takd an old pm,mmul opWW{BoOd In C3Lh y&sq h an) A I I SEC7[OND-$URVEYOR,ENGLIMORAROMCrCERNICATION. Aft This corfficittim is to besowl and seabdby a f survey,mom,or wdftd milvizedby krbc, 1 cJythd Onh0mathnbSecffm A,a andC an fids coffilude mpmm&n ybestago s to Me Me a0#W&&Z 4ft, 1 wdwdwdbW any fte stdowd EqheEN cropompo wWor 18 U.S.Code,Sedilon 1001. CERTIFIERS NAME GIBER110 GAVANW E LUKCEEHMSE 4W 4f JV TITLEP.S.M. COMPAWNWEMIAM ADDIESS CITY ST t�NW31AW112 MUIMi L NAW SKMTUFE WE TELMIM AW rAA 0&25-21hl5 M2W 140 or PORTANT: hl#me amovecon"ponS a MAA S AMRESS(ndu&gApL nt SU?A aador ft No.)OR P.0.R0UfE AND NO. Y '4 = ' ........................ ..... ..... CITY STATE ZIPC .:.::: WOW D-3JRMOK-ENUMMKORARtWiECT. 71DN ENTME Copy ,b*sides d6tis Bwdm tfar M M nsuanoe ,actd A atm COMMENTS FOLIO NUMBER:ll.M3W30W CRDWN OF ROAD=9.64' _ ❑cock here _ W9RWE.WLD=ELEVA7M9f0W7KMFAftTNOTREWFAMFORMWADANDWEAMMEBM FarZ=AOaWZmeA N:gcmMkftlmsEll E4:lfft Ce isfatmas faraL0M1aL -F, SecretCcrestbeo Toiled. El.& g[ nNllrtcbet �abttgtieg�ttttsip fbrchfabisoetSiwAeisbeAtg -sesp�s6and7.ftrodagremaxxaaA�yt lopew b Pro�de a shah ar pir0agisp�h) E2_TWbpafftbaftnl r(wkftbae3rr►erdar . Qab�a ❑beta' Car�O+ehi 9 rW"gads,f � E3.For "vA,;, I g, et�ge77} �dl r�aor icor bol to _1t }_n{at�}abowetl�t t gads. Caq*bb tsC3haWC3ionkddlfontt. E4 Tltetpaffitepformd ter se the s —IN-:40406mor Dbekr(dwctco*fiteb a gads.W naAMgak ifa }. E5.ForZomAOo* ffwgwdftbimbm isamIftislotopoffallrid, bardaidedinmr., kmxvAftcmrmWsl 111 mmege ardrzm? Q Yes Q No Q U*wn The h%d oM Wom*tis on n Sec ft G. - SEC=F- TY (Otter MMMAYWCEItt CAMN ThepraperlymWtrmmWs tt43o=OdNSecfissA,B CPMCabmdC3,6o aWElfa ZmA a arcaomtu*p . muedWE)orZ=AOn ddpl s: Tris nS A,$C,a�mfEms redb6ieba�at r PROPERTY OMRS OR OWERS AUDORM 16 1 UENTAIM NMAE MDRESS CITY STATE ZPCOOE SKWTIR E DATE TeHrrm COMMENTS Q Check hem Ia SELi=0- NtTy 710N prMAL) TIebW rafiois dbyAwar @c fheaattot=Wstto i atatmtaeaattcwoo &B.C(arRoWGdfriiBwdm Cert.Cattpollelw wdsip G9.0The n nSecdonCvmWmkmolw Iha hmbemdpWandenbossedbyafl,l 1 dmr*%v, .awddkdv is bysn4a arkx;WbwbcffWebAfianiftndmL# cdeftsamanddodite ddanteCatnnarbmbdw4 G2.QAcmuw*c oar edSecinEnrabslaigiocaednZ=AtakdaF daroomttue edBFE)arZoneAD. G3.QThe gAftndmp rsG$4M[B Mftdfcroonrr *bD PNPGM G4 PEW NUMBER . DATE PERMIT ISSUED G6.DATE CERTFCATE CF COMPLIA AIRY ISSUED 07.TNspmffdhnbmniss Wfor:Q NmNCo n 08dxWMbpQwmfit GB.EbidmdasbAloawdtar(atciudatgbeaenetiQdQtebd tgis ( Gq.8FEa(tZbmA0)doditftat tebi@ tgsbk _—fid DAM LOCAL OFFKWS NW_ TITLE CORSAIRWi 3KbATIR� DATE CMTS 13 Check hm FORM 60OA-2001 FLORIDA ENERGY EFFICIENCYD FOR BUILDING CONSTRUCT O 2205 Florida Department of Community Affairs Residential Whole Building Performance Meth -------- Project Name: PACHECO RESIDENCE Builder. Address: 10418 N.E.2ND AVENUE Permitting Office: M Jl City, State: MIAMI SHORES, FI 00000-0000 Permit Number: Owner: Jurisdiction Number. 232600 Climate Zone: South 1. New construction or existing Addition _ 12. Cooling systems 2. Single family or multi-family Single family _ a.Central Unit Ca :60.0 tuthr _ 3. Number of units,if multi-family I _ 12.00 4. Number of Bedrooms 4 _ b.N/A _ 5. Is this a worst case? No 6. Conditioned floor area(ft2) 2550 112 c. N/A _ 7. Glass area&type Single Pane Double Pane a. Clear glass,default U-factor 352.0 W 0.0& _ 13. Heating systems b.Default tint 0.0 ft2 0.0 ft2 — a. Electric Strip tuft _ c. Labeled U or SHGC 0.0 ft2 0.0 ft2 C 1.00 _ 8. Floor types _ b.N/A _ a. Slab-Oa-Grade Edge Insulation R=-O.O,280.0(p)ft _ _ b.N/A _ c. N/A _ c. N/A _ 9. Wall types _ 14. Hot water systems a.Concrete,Int Insul,Exterior R=3.0,2108.0 ftz _ a. Electric Resistance Cap:80.0 gallons _ b.N/A _ EF:0.82 _ c. N/A _ b.N/A _ d.N/A _ e. N/A c. Conservation credits _ 10. Ceiling types _ (HR-Heat recovery,Solar a.Under Attic R=19.0,2550.0 ft2 _ DBP-Dedicated heat pump) b.N/A _ 15. HVAC credits _ c. N/A (CF-Ceiling fan,CV-Cross ventilation, 11. Ducts _ HF-Whole house fan, a. Sup:Con. Ret:Unc. AH:Interior Sup.R=6.0,25.0 ft _ PT Programmable Thermostat, b.N/A MZ-C-Multizone cooling, M&H Multizone heating) Glass/Floor Area: 0.14 Total as-built points: 36329 PASS Total base points: 40703 I hereby certify th a pia a s ifica' covered Review of the plans and bythis calculatio a i m is lorida specifications covered by this o4�sT9 Energy Code. calculation indicates compliance PREPAR th the Florida Energy Code. Before construction is completed DATE: this building will be inspected for I hereby ify that thi dil i ,as desi in compliance with Section 553.9 compliance lorid g Florida Statutes. o was OWNE GEN Iii BUILDING OFFIC DATE: 61 4,r Qf DATE: 9 EnergyGauge@(Version:FLRCPB v3.30) » FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 10418 N.E.2ND AVENUE,MIAMI SHORES, FI,000004000 PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area I TypafSC Omt Len Hgt Area X SPM X SOF= Points .18 2550.0 3250 14917.5 Single,Clear N 4.0 6.0 71.0 36.46 0.79 2034.3 Single,Clear E 4.0 6.0 98.0 78.71 0.65 4991.7 Single,Clear S 4.0 6.0 102.0 66.93 0.60 4077.9 Single,Clear W 4.0 6.0 81.0 70.53 0.67 3799.0 As-Built Total: 3520 14903.0 WALL TYPES Area X BSPM = Points Type R Value Area X SPM = Points Adjacent 0.0 0.00 0.0 Concrete,Int Insui,Exterior 3.0 2108.0 2.70 5691.6 Exterior 2108.0 2.70 5691.6 Base Total: 2106.0 5M1.6 As-Built Total: 2108.0 5691.6 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 0.0 O.OD 0.0 ExtedorWood 44.0 9.40 413.6 Exterior 44.0 6.40 281.6 Base Total: 44.0 281.6 As-Bu1R Total: 44.0 413.6 CEILING TYPES Area X BSPM = Points Type R Value Area X SPM X SCM= Points Under Attic 2550.0 2.80 7140.0 Under Attic 19.0 2550.0 3.72 X 1.00 9486.0 Base Total: 2550.0 7140.0 As-Built Total: 2550.0 9486.0 FLOOR TYPES Area X BSPM = Points Type R Value Area X SPM = Points Stab 280.0(p) -20.0 -5600.0 Sk"n-Grade Edge Insulatian 0.0 280.0(p -20.50 -5500.0 Raised 0.0 0.50 0.0 Base Total: -5600.0 As-Built Total: 280.0 -5600.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 2550.0 18.79 47914.5 2550.0 18.79 47914.5 EnergyGaugeS DCA Form 600A-2501 EnergyGauge*FiaRES'2001 FLRCPB v3.30 FORM 60OA 2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: 10418 N.E.2ND AVENUE,MIAMI SHORES, FI, 00000-0000 PERMIT#: BASE AS-BUILT Summer Base Points: 70345.2 Summer As-Built Points: 72808.7 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 72808.7 1.000 (1.004 x 1.165 x 0.90) 0.284 1.000 21780.0 70345.2 0.4266 30009.3 72808.7 1.00 1.053 0.284 1.000 21780.0 EnergyGaugeTm DCA Form 60OA-2001 EnegWGauge8tF1aRE&2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:10418 N.E.2ND AVENUE,MIAMI SHORES, FI, 00000-0000 PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area I Type/SC Omt Len Hgt Area X WPM X WOF= Point .18 2550.0 2.36 1083.2 Single,Clear N 4.0 6.0 71.0 6.03 0.97 417.4 Single,Clear E 4.0 6.0 98.0 4.77 1.07 499.3 Single,Clear S 4.0 6.0 102.0 4.49 122 557.6 Strgle,Char W 4.0 6.0 81.0 5.49 1.02 451.8 As-Built Total: 3520 1928.1 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 0.0 0.00 0.0 Concxde,trd baud,Exterior 3.0 2108.0 1.20 2529.6 Exterior 2108.0 0.60 1264.8 Base Total: 2108.0 1284.8 As-Built Total: 2108.0 2529.6 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 Exterior Wood 44.0 2.80 123.2 Exterior 44.0 1.80 79.2 Base Total: 44.0 79.2 As-Built Total: 44.0 123.2 CEILING TYPESArea X BWPM = Points Type R Value Area X WPM X WCM= Points Under Attic 2550.0 0.10 255.0 Under Attic 19.0 2550.0 0.14 X 1.00 357.0 Base Total: 2550.0 255.0 As-Built Total: 2550.0 357.0 FLOOR TYPES Area X BWPM = Points Type R Value Area X WPM = Points Stab 280.0(p) -2.1 -588.0 Slab-Ort-Grade Edge Insulation 0.0 280.0(p -2.10 -588.0 Raised 0.0 0.00 0.0 Base Total: -588.0 As-Built Total: 280.0 -588.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 2550.0 -0.06 -153.0 2550.0 -0.06 -153.0 EnergyGauge®DCA Farm 600A-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.30 F6RM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:10418 N.E.2ND AVENUE,MIAMI SHORES, Fl, 00000-0000 PERMIT#: BASE AS-BUILT Winter Base Points: 1941.2 Winter As-Built Points: 4194.9 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DAA x DSM x AHU) 4194.9 1.000 0.009 x 1.137 x 0.91) 1.000 1.000 4379.4 1941.2 0.6274 1217.9 1 4194.9 1.00 1.044 1.000 1.000 4379.4 EnergyGaugeTM DCA Fom►60OA-2001 EnergyG FIaRES 2001 FLRCPB v3.30 FbRM 600A 2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:10418 N.E.2ND AVENUE,MIAMI SHORES, FI, 00000-0000 PERMIT#: BASE AS-BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2369.00 8476.0 80.0 0.82 4 1.00 2542.34 1.00 10169.4 As4kdlt Total: 10188.4 CODE COMPLIANCE STATUS BASE AS-BUILT Cooling + Heating + Hot Water = Total Cooling + Heating + Hot Water = Total Points Pants Points Points Points Points Points Points 30009 1218 9476 40703 21780 4379 10169 36329 PASS o� s� V I� * it WE � EnergyGauge-DCA Form 60OA-2001 EnwgyGauge®RaRES'2001 FLRCPB v3.30 0 FORM 600A 2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS:10418 N.E.2ND AVENUE,MIAMI SHORES, FI,00000-0000 PERMIT#: 71 611x21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTM REQUIREMENTS FOR EACH PRACTICE CHECK Exterior W irndows&Doors 606.1 ABC.1.1 Maxirraan:.3 dmisq.ft.wkxbm ar .5 dm1sq.ft.door area. Exterlor&Adjacent Wali 606.1 ABC.1.2.1 Caulk,gasket,weathersbip or seat between:wirxbWdoas&frames,surrounding wait; foundation&vM sole or slff plate,joints between exterior wall panels at comers;utility between wall panels&top/bottom plates;behveen walls and floor. EXCEPTION:Frame walls whe s a continuous infiltration barrier Is installed that extends frau and Is sealed to the foundation to the top plate. Floors 606.1 ABC.12.2 Penstratiastopenings>118"sealed unless backed by truss or joint members. EXCEPTION:From 11w w hoe a cmttimuotm bftadm barrier iskohdied that is sealed to the perimeter,penetrellons and seams. Ceilings 606.1 ABC.1.2.3 Between walls&callings;penetrations of ceiling plane of bop floor;around shafts,chases, soffits,chimneys,cabinets sealed to continuous air barrier,gaps In gyp board&top plate; attic access.EXCEPTION:Frame ceilings where a continuous infiltration barrier is Installed that Is sealed at the perimeter,at penebations and seems. Recessed Ugh"Fbdures 606.1 ABC.12A Type IC rated with no pestratians,seated;or Type IC or rw 4C rated,Installed Inside a seated box with 1/2"clearance&3"from Ireub doh;or Type IC rated with<2.0 cern from tomditoned spam tested. Multi-story Houses 606.1ABC.12.5 AI barrier on pesirnater of floor cavity between floors. Additional Infiltratbn regts 606.1 ABC.1.3 Exhaust fans vented to outdoors,dampers;combustion space heaters comply with NFPA, haws combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be nwt or exceeded Oy all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements In Table 6-12.Switch or cleanly marked circuit breaker(electric)or cutoff must be provkled.EAs mal or built-in heat trap required. Swimming Pools&Spas 612.1 Spas&heated Pools must have covers(except solar treated).Non-commercial Pads must haws a pump timer.Gas spa&pool heaters must have a minimum thermal efficlarmy of 78%. Shower beads 612.1 Water flax must be restricted to no more than 2.5 nallons Par minute at 80 PSIG. Air Distribution Systems 610.1 Ali dues,fittings,mechanical equipment and plenum charnbes shall be molly attached.sealed,Insulated,and Installed In accordance with the criteria of Section 610. Duds In urs attics:R-6 min.insulation. HVAC Conhols 607.1 Separate readily accessible manual or auutor thermostat for each systerm Insulation 604.1,602.1 Callings—Min R-19.Common walls-Frame R-11 or CBS R-3 both sides. Comm crei6rg&floors R-11. EnogyGaugs-DCA Fane 600A-2W1 Er wQeWlaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE*=85.8 The higher the score,the more efficient the home. 10418 N.E.2ND AVENUE, MIAMI SHORES, FI,00000-0000 1. New construction or existing Addition _ 12. Cooling systems 2. Single family-multi-family Single family _ a.Central Unit Cap:60.0 kBuvbr 3. Number of units,if multi-family I _ SEER:12.00 _ 4. Number of Bedrooms 4 _ b.N/A _ 5. Is this a worst case? No 6. Conditioned floor area(ft) 2550 ftz c. N/A _ 7. Glass area&type Single Pane Double Pane a.Clear-single pane 352.0 ftz 0.0 ftz - 13. Heating systems b.Clear-double pane 0.0 ftz 0.0 ftz - a. Electric Strip Cap:34.1 kBtu/hr _ c. Tint/other SHGC-single pane 0.0 ftz 0.0 ftz - COP:1.00 _ d.Tinttother SHGC-double pane b.N/A _ 8. Floor types a. Slab-On-Grade Edge Insulation R=0.0,280.0(p)ft _ c.N/A _ b.NIA c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap:80.0 gallons _ a. Concrete.Int Insul.Exterior R=3.0,2108.0 ftz _ EF:0.82 _ b.N/A _ b.N/A _ c. N/A d.N/A _ c. Conservation credits _ e. N/A (HR-Heat recovery,,Solar 10. Ceiling types _ DHP-Dedicated heat pump) a.Under Attic R=19.0,2550.0 ft' _ 15. HVAC credits _ b.N/A _ (CF-Ceiling fan,CV-Cross ventilation. c. N/A HF,-Whole house fan, 11. Ducts _ PT-Programmable Thermostat, a. Sup:Con. Ret:Unc. AH:Interior Sup.R=6.0,25.0 ft _ MZX-Multizone cooling, b.N/A MZ-H-Multizone heating) 1 certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed(or exceeded.) 04^i xiB sTq in this home before final inspection.Otherwise,a new EPL Display Card will be completed o� based on installed Code compliant features. Builder Signature: Date: Address of New Home: City/FL Zip: DWS *NOTE.The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating.If your score is 80 or greater(or 86 for a US EPAIDOE EnergyStP designation), Your home may qualify for energy efficiency mortgage(EEM)incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at vvww ftgc.ucf edu for information and a list of cerAfted Raters For information about Florida s Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487-1824. Residential Cooling and Heating IRE E G V� E Load Calculations Based on AMU&1997 Handbook of Fundamentals OCT 1 2 5 Chapter 27 REYE"AWLAN Consulting Engineers,Inc. 16'252 N.W.78 A�Miami Lakes. 30B Name: PACHECO RESIDENCE FI 33016.Tel:(305)828-5205 ADDITION Date: 09/13/05 Unit)Area served AW-1 Calculated by. A.M. Checked by. R.G. ITEM SOLAR SHADE T.AREA BTU/HR FM AT U T.AREA BTU Int N.Glass 37 x x 7i:; = 2627 N.Wall 14 x 0.3 x;;;;;;;:; 73::;::.;:.:;= 2851.8 ...............: .................... ........ ._.... .. .... _....... ................. ....... ....... NE.Glass 66 x x 0 = 0 NE.Wall 0 x x0.0 E.Glass 91 x x ::.;9$..:: = 8918 E.Wall 24 x 0.3 x :..;3g2... :<= 2822.4 SE.Glass 82 x x 0 = 0 SE.Wall 0 x x = 0.0 S.Glass 0 x x 02 : = 0 S.Wall 17 x 0.3 x fi+28 = 3202.8 SW.Glass 82 x x 0 = 0 SW.Wall 0 x x = 0.0 ............. . ._........ ...... W.Glass 91 xx $1 = 7371 W. Wall 24 x 0.3 x:..*,.,.*... 409 = 2944.8 NW.Glass 66 x x = 0 NW.Wall 0 x x = 0.0 Hor.Glass x x = 0 Knee wall x x = 0.0 T.Glass area = 352 Subtotal= 18916 T.Wall Area= 2108 Subtotal = 11822 ITEM AT U T.AREA BTU/HR ITEM BTU/Unit TOTAL T ....._ ....... ....... Partition 13 x 0.09 x..... �._..:. 0.0 People 230 x .... = 1150 Roof 48 x 0.05 x::*.....25511 := 6120.0 Kitchen 1200 x I'> = 1200 Floor 13 x 0 x:::;;:.*.** = 0.0 InfilJVent.= 1.1xQxDT = 173.4 x 16.5 = 2861.1 .:::: Ceiling x x . = 0.0 Miscellaneous 200.0 Subtotal= 6120 Subtotal = 5411 TOTAL SENS. = 42269 BWW GTH=TOT.SENS.x 1.3 = 54950 Btu/Hr TONS = 4.6 .................... .... HEAT LOSS USE ::: ::::::.; Tons ITEM T.AREA AT U BTU/HR Cfin Walls 0 x 27 x 0.3 = 0.0 Sq.FtJT = 510.0 ................. ................ Roof34?i x 27 x 0.05 = 3442.5 CFM/sq.ft = 0.8 Floor «:25f; ;x 27 x o = 0.0 ................ .................. ................. Glass 352 x 27 x 1.1 = 10454.4 ventuatim=l.lxDTxQ= 1.1 x 27 x 173.4 = 5150.0 Partition 0 x 27 x 0.09 = OA TOTAL 19046.9 Btu/br KW 5.6 Kw Q=ARCHxVOLJ60= 0.48 x 21675 / 60 = 173.4 .................. ................ Area A/C= '2t>: Sq.ft. Volume A/C= 2550 :x 8.5 = 21675 Cu.ft. FORM 600A 2001 REMOVED FLORIDA ENERGY EFFICIENCY 2 X005 FOR BUILDING CONSTRUCTI Florida Department of Community Affairs q- Residential Whole Building Performance Method A Project Name: PACHECO RESIDENCE Builder. Address: 10418 N.E.2ND AVENUE Permitting Office: MIAMI City, State: MIAMI SHORES, FI 00000-0000 Permit Number. Owner. Jurisdiction Number. 232600 Climate Zone: South 1. New construction or existing Addition - 12. Cuing systems 2. Single family or multi-family Single family - a.Central Unit Cap:60.0 kBtu/hr _ 3. Number of units,if multi-family I _ SEER:12.00 _ 4. Number of Bedrooms 4 _ b.N/A 5. Is this a worst case? No _ 6. Conditioned floor area(fl) 2550 82 c. N/A _ 7. Glass area&type Single Pane Double Pane - _ a. Clear glass,default TJ-factor 352.0& 0.0 ftp _ 13. Heating systems b.Default tint 0.0 W 0.0 ftZ _ a. Electric Strip Cap:34.1 kBtu/hr _ c. Labeled U or SHGC 0.0 fl2 0.0 ftZ COP:1.00 _ 8. Floor types _ b.N/A _ a. Slab-On-Grade Edge hmiation R=0.0,280.0(p)8 b.N/A _ c. N/A _ c. N/A _ 9. Wall types _ 14. Hot water systems a. Concrete,Int lnsul,Exterior R=3.0,2108.0 ftZ _ a. Electric Resistance Cap:80.0 gallons _ b.N/A _ - EF:0.82 c. N/A _ b.N/A _ d.NIA e. N/A c. Conservation credits _ 10. Ceiling types _ (HR-Heat recovery,Solar a.Under Attic 11=19.0,2550.01P _ DHP-Dedicated heat pump) b.N/A _ 15. HVAC credits _ c. N/A (CF-Ceiling fan,CV-Cross ventilation, 11. Ducts _ BY--Whole house fan, a. Sup:Con. Ret:Unc. AM Interior Sup.R=6.0,25.0 fl _ PT-Programmable Thermostat, b.N/A mz-c Multizone cooling, M&H-Multizone heating) Glass/Floor ea: 0.14 Total as-built points: 36329 PASS Total base points: 40703 I hereby certify th ;the pla a spec tions ered Review of the plans and by this calculate Ore in m is th the FI We specifications cover-ad by this Ener-Cees. calculation indicates compliance PREPAR �, _ with the Florida Energy Code. d F _ Before construction is completed , DATE:_ this building will be inspected for I hereby certify that this building,as designed, is in compliance with Section 553.908 compliance Ekwkp Cc4e. Florida Statutes. OWNS AGEN C-41%W BUILDING OFFIC DATE: DATE: 2 0 0 EneWGauge@(Version:FLRCPB v3.30) • FORM 600A 2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:10418 N.E.2ND AVENUE,MIAMI SHORES, FI, 00000-0000 PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X SPM X SOF= Points .18 2550.0 3250 14917.5 Single,Clear N 4.0 6.0 71.0 36.46 0.79 2034.3 Single,Clear E 4.0 6.0 98.0 78.71 0.65 4991.7 Single,Clear S 4.0 6.0 102.0 66.93 0.60 4077.9 Single,Clear W 4.0 6.0 81.0 70.53 0.67 3799.0 As-Built Total: 3520 14903.0 WALL TYPES Area X BSPM = Points Type R Value Area X SPM = Points Adjacent 0.0 0.00 0.0 Concrete,Int Insul,EA rior 3.0 2108.0 2.70 5691.6 Erderlor 2108.0 2.70 5691.6 Base Total: 2106.0 5891.6 As4kdlt Total: 2108.0 5691.6 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 0.0 0.00 0.0 E)derior Wood 44.0 9.40 413.6 Extedw 44.0 6.40 281.6 Base Total: 44.0 281.6 As-Built Total: 44.0 413.6 CEILING TYPES Area X BSPM = Points Type R Value Area X SPM X SCM= Points Under Atter 2550.0 2.80 7140.0 Under Attic 19.0 2550.0 3.72 X 1.00 9486.0 Base Total: 2550.0 7140.0 As-Built Total: 2550.0 9486.0 FLOOR TYPES Area X BSPM = Points Type R Value Area X SPM = Points Slab 280.0(p) -20.0 -5600.0 Slab-On-Grade Edge Irs ulatim 0.0 280.0(p -20.00 -5600.0 Raised 0.0 0.00 0.0 Base Total: -5600.0 As-Built Total: 280.0 -5600.0 INFILTRATION Area X BSPM = Points Area X SPM = Points 2550.0 18.79 47914.5 2550.0 18.79 47914.5 EnergyGaugeO DCA Farm 60OA-2001 EnergyGauge&FU REV2001 FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:10418 N.E.2ND AVENUE,MIAMI SHORES, FI, 00000-0000 PERMIT#: BASE AS-BUILT Summar Base Points: 70345.2 Summer As-Built Points: 72808.7 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 72808.7 1.000 (1.004 x 1.165 x 0.90) 0.284 1.000 21780.0 70345.2 0.4266 30009.3 72808.7 1.00 1.053 0.284 1.000 21780.0 EnergyGauge-DCA Form 60OA-2001 EnwgyGaug W1aRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:10418 N.E.2ND AVENUE, MIAMI SHORES, FI, 00000-0000 PERMIT#: BASE AS-BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area I Type/SC Omt Len Hgt Area X WPM X WOF= Point .18 25MO 236 1083.2 Single,Cly N 4.0 6.0 71.0 6.03 0.97 417.4 Single,Clear E 4.0 6.0 98.0 4.77 1.07 499.3 Single,Clear S 4.0 6.0 102.0 4.49 1.22 557.6 Single,Clear W 4.0 6.0 81.0 5.49 1.02 451.8 As-Built Total: 3520 192&1 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 0.0 0.00 0.0 Ca crate,Int maul,E#eior 3.0 2108.0 1.20 2529.6 EAeriw 2108.0 0.60 1254.8 Base Total: 2108.0 1264.8 As-Built Total: 2108.0 2529.6 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 0.0 0.00 0.0 ExteftWcod 44.0 2.80 123.2 EAedor 44.0 1.80 79.2 Base Total: "0 79.2 As-Built Total: 44.0 123.2 CEILING TYPESArea X BWPM = Points Type R Value Area X WPM X WCM= Points Under Attic 2550.0 0.10 255.0 Ureter Attic 19.0 2550.0 0.14 X 1.00 357.0 Base Total: 2550.0 255.0 As-Built Total: 2550.0 357.0 FLOOR TYPES Area X BWPM = Points Type R Value Area X WPM = Points Slab 280.0(p) -2.1 -588.0 Stab-On-Grade Edge Insu ► 0.0 280.0(p -2.10 -588.0 Raised 0.0 0.00 0.0 Base Total: -588.0 As-Built Total: 280.0 -588.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 2550.0 -0.06 -153.0 2550.0 -0.06 -153.0 EnergyGauge@ DCA Form 600A-2001 EnergyGa WVFlaRES'2001 FLRCPB v3.30 FORM 600A 2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:10418 N.E.2ND AVENUE,MIAMI SHORES, FI,00000-0000 PERMIT#: BASE AS-BUILT Winter Base Points: 1941.2 Winter As-Built Points: 4194.9 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DAA x DSM x AHU) 4194.9 1.000 (1.009 x 1.137 x 0.91) 1.000 1.000 4379.4 1941.2 0.6274 1217.9 1 4194.9 1.00 1.044 1.000 1.000 4379.4 EneMyGaupTA°DCA Form 60OA-2001 EnwgyGwWW1aRES'2D01 FLRCPB v3.30 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: 10418 N.E.2ND AVENUE,MIAMI SHORES, FI,00000-0000 PERMIT#: BASE AS-BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2369.00 8476.0 80.0 0.82 4 1.00 2542.34 1.00 10169.4 A 43uik Tal: 10169.4 CODE COMPLIANCE STATUS BASE AS-BUILT Cooling + Heating + Hot Water = Total Cooling + Heating + Hot Water = Total Points Points Points Points Points Points Points Points 30009 1218 9476 40703 1 21780 4379 10169 36329 PASS EnergyGaugeTM DCA Form 60OA-2001 EnwgyGaugeW1aRE&2001 FLRCPB v3.30 FORM 60OA 2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS:10418 N.E.2ND AVENUE, MIAMI SHORES, FI,000004000 PERMIT#: 71 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUREMENTS FOR EACH PRACTICE CHECK Exterior Windows&Doors 606.1 ABC.1.1 Maxlmum:.3 dFWsq.ft.window ar •.5 cfrWsq.ft.door ate. Exterior&Adjac:ert Walls 606.1 ABC.1.2.1 Caulk,gasket,weatherstrip or seal between:windows/doors&frames,surroundkV wap; foundation&wap sole or sill plate;jdnts between exterior wall panels at comers;utility penattations;between wail panels&top/bottom plates;between wails and floor. EXCEPTION:Frame walls where a continuous infiltration barrier is Installed tliat extends from and Is seed to,the foundation to the top platiL Floors 606.1 ABC.12.2 Penehations/openings>1/W sealed unless backed by tris or jaird members. EXCEPTION:Frame floors where a cxuubmraurs Infiltration banier is meted that is sued to the perimeter,Penetrations and seams. Callings 606.1A=.1.2.3 Between walls&callings;penetrations of ceiling plane of top flow,around shafts,chases, soffits,chimneys,cabinets sealed to continuous air bamler;gaps In gyp board&top plate; attic access.EXCEPTION:Frame callings where a continuous Infiltration barrier Is Installed that Is steed at the perimeter,at penettations and seems. Recessed lighting Fohnes 606.1 ABC.1.2.4 Type IC rated with no pars,sealed;or Type IC or non-1C rated,Installed Inside a seated box with UT clearance&.T from hnsuistion;or Type IC rated with<2.0 cdrm from cxxnditioned space,tested. multi-story Houses 606.1 ABC.12.5 Air trier an perimeter of floor cavity between fkxxs. Additional Infiltration recite 606.1 ABC.1.3 Exthaust fans vented to outdoors,dnnpers;combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded 01 all mdderues. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 6121 Comply with efficiency requirements in Table 6-12.Switch or clearly marked circuit breaker er electric or cutoff must be provided.External or built-in heat trep required. Swimming Pods&Spas 612.1 Spas&hued pods must breve corms(except solar homed). pools must have a pump timer.Gas spa&pod heaters must have a minimum thermal effidency of 78%. Shower heads 612.1 Water fkmr must be restricted to no more than 2.5 minute at 80 PSIG. Air Distribution Systems 610.1 AN ducts,fittings,mechanical equiptne nt and plenum chambers shall be mechanically attached.sealed.Insulated,and Installed In accordance with the criteria of Section 610. Ducts in unconditioned attics:R-6 min.Insulation. HVAC Controls 607.1 Separate readily accessible normal or autotui6c thermostat for each system Insulation 604.1,602.1 C Min.R-19.Comm walls-Frame R-11 or CBS R-3 both skies. Cannan gelling&floors R-11. EnergyGauge^^DCA Form 600A-2W1 EnergyGaug*/FIaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE*=85.8 The higher the score,the more efficient the home. 10418 N.E.2ND AVENUE,MIAMI SHORES, FI,00000-0000 1. New construction or existing Addition _ 12. Cooling systems 2. Single family or multi-family Single family _ a.Central Unit Cap:60.0 kBtu/hr _ 3. Number of units,if multi-family 1 _ SEER:12.00 _ 4. Number of Bedrooms 4 _ b.N/A _ 5. Is this a worst case? No 6. Conditioned floor area(ftz) 2550 ftz c.N/A _ 7. Glass area&type Single Pane Double Pane a. Clear-single pane 352.0 ftz 0.0 ftz _ 13. Heating systems b.Clear-double pane 0.0 ftz 0.0 ftz — a. Electric Strip Cap:34.1 kBtu/hr _ c. Tint/other SHGC-single pane 0.0 ftZ 0.0 ftz — CGP:1.00 _ d.Tint/other SHGC-double pane b.N/A _ 8. Floor types a. Slab-On-Grade Edge Insulation R=0.0,280.0(p)It _ c. N/A _ b.N/A c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap:80.0 gallons _ a. Concrete,Int Insul,Exterior R=3.0,2108.0 ftz _ EF:0.82 _ b.N/A _ b.N/A _ c. N/A d.N/A _ c. Conservation credits _ e. N/A (HR-Heat recovery,Solar 10. Ceiling types _ DIIP-Dedicated treat pump) a. Under Attic R=19.0,2550.0 W _ 15. HVAC credits _ b.N/A — (CF-Ceiling fan,CV-Cross ventilation, a N/A HF-Whole house fan, 11. Ducts _ PT-Programmable Thermostat, a. Sup:Con. Ret:Unc. AH:Interior Sup.R=6.0,25.0 ft _ M&C-Multizone cooling, b.N/A M&H-Multiame heating) 1 certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed(or exceeded) 01-VOE s� in this home before final inspection.Otherwise,a new EPL Display Card will be completed based on installed Code compliant features. - �o Builder Signature: Date: y x � Address of New Home: City/FL Zip: OWE *NOTE.The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating.if your score is 80 or greater(or 86 for a US EPAIDOE EnergySMW designation), your home may qualify for energy effletency mortgage(EEM)incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at nww,fsec.ucf edu for information and a list of ce?Afled Raters For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487-1824. COMPUTATIONS CITY oho PACHECO RESIDENCE 10418 N.E. 2ND AVENUE Miami SHORES, Florida Mark Campbell, Architect Date: 12/23/2004 ALL COMPUTATIONS AND WRITTEN MATERIALS HEREIN C0NS=WE ORIGINAL WORK OF THE ENGINEER AND MAY ONLY HE DLJ', UCA,TE WITH THE ENGINEERS WRITTEN CONSENT ARBAB ENGINEERING, INC. AUAKBAR ARBAB CONSULTING ENGINEERS 11900 BISCAYNE BLVD., SUITE 508 FL P.E. NO. 35460 NORTH MIAMI, FLORIDA 33181 �� PHONE N0. (305) 891-5049 FAX N0. (305) 891-0504 EB NUMBER: 0007488 PE NO. 35460 ARBAB ENGINEERING, INC. Consulting Engineers Design Loads Roof Wood Truss-Joist/Sheathing : 7.00 psf Tile: 12.00 psf Roofing : 6.00 psf Ceiling : 5.00 psf Mech/Elect/Miscl : 3.00 psf Insulation : 2.00 psf Total DL: 35.00 psf LL: 30.00 psf Total : 65.00 psf Wood Floor Wood Trusses/Sheathing : 10.00 psf Tile: 12.00 psf Mech/Elect/Miscl: 8.00 psf Total DL: 30.00 psf LL: 40.00 psf Total : 70.00 psf 8"Masonry Wall: 60.00 psf 8"Reinforced Masonry Wall : 100.00 psf 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. a O� Consulting Engineers Design Wind Pressure Zone Gross Uplift Net Uplift Wall,Windows& Door Pressure P.S.F Roofing 1 Negative -50.09 -50.09 2 Negative -105.75 -105.75 3 Negative -105.75 -105.75 2 Over Han -102.04 -102.04 3 Over Han -171.61 -171.61 Short Truss 1 Negative -50.09 - -40.09 2 Negative -105.75 -95.75 3 Negative -105.75 -95.75 2 Over Han -102.04 -92.04 3 Over Han -171.61 -161.61 Mid Truss 1 Negative -50.09 -40.09 2 Negative -105.75 -95.75 3 Negative -105.75 -95.75 2 Over Han -102.04 -92.04 3 Over Han -171.61 -161.61 Joist Partially Enclosed 1 Negative -67.25 -57.25 2 Negative -122.91 -112.91 3 Negative -122.91 -112.91 2 Over Han -TO-204E--92.04 3 Over Han -171.61 -161.61 Long Truss 1 Negative -48.70 -38.70 2 Negative -96.47 -86.47 3 Negative -96.47 -86.47 2 Over Han -102.04 -92.04 3 Over Han -171.61 -161.61 Girder Truss 1 Negative -48.70 -38.70 2 Negative -96.47 -86.47 3 Negative -96.47 -86.47 2 Over Han -102.04 -92.04 3 Over Han -171.61 -161.61 Double Joist PartlalbNy Enclosed 1 Negative -67.25 -57.25 2 Negative -122.91 -112.91 3 Negative -122.91 -112.91 2 Over Han -102.04 -92.04 3 Over Han -171.61 -161.61 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 3 a4-' It I ARBAB ENGINEERING,. INC. Consulting Engineers Design Wind Pressure Zone Gross Uplift Net Uplift Wall,Windows& Door Pressure P.S.F Skew GT 1 Negative -50.09 -40.09 2 Negative -105.75 -95.75 3 Negative -105.75 -95.75 2 Over Han -102.04 -92.04 3 Over Han -171.61 -161.61 Skew Joist Partial) Enclosed 1 Negative -67.25 -57.25 2 Negative -122.91 -112.91 3 Negative -122.91 -112.91 2 Over Han -102.04 -92.04 3 Over Han -171.61 -161.61 Walls 4 Field Negative) -55.00 5 Comer Negative) -64.08 4 & 5positive 1 49.45 a= 3.00 ft 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 Arc hWind 98: Pacheco Residence Wind CASE A 3 GABLE Any Height r� 1 Direction g....,. .-_-4 ~1 ... 1 ., B CA > Z _.....__: 2 Plan 3 L Elevation AVERAGE WALL PRESSURE: For overturning calculations. WALL LINE PRESSURE AND HEIGHT ABOVE GROUND ACROSS WALLS 1 AND 2 LOAD=420.04 lb/ft HEIGHT ABOVE GROUND=5.5 ft ACROSS WALLS 3 LOAD=512.50 LB/FT HEIGHT ABOVE GROUND=5.5 ft MAXIMUM ROOF LOAD MAX POS= 12.29 psf MAX NEG=-43.83 psf 1 ArchWind 98 : Pacheco Residence Structures of Any Height Main Wind Resisting System WALL PRESSURE OUTPUT(psf) WALLS 1 AND 2 HEIGHT WINDWARD LEEWARD SIDE ABS WIND+LEE(NO Internal) 1 39.9 -18.8 -35.9 42.0 2 39.9 -18.8 -35.9 42.0 3 39.9 -18.8 -35.9 42.0 4 39.9 -18.8 -35.9 42.0 5 39.9 -18.8 -35.9 42.0 6 39.9 -18.8 -35.9 42.0 7 39.9 -18.8 -35.9 42.0 8 39.9 -18.8 -35.9 42.0 9 39.9 -18.8 -35.9 42.0 10 39.9 -18.8 -35.9 42.0 WALLS 3 HEIGHT WINDWARD LEEWARD SIDE ABS WIND+LEE(NO Internal) 1 39.9 -28.1 -35.9 51.2 2 39.9 -28.1 -35.9 51.2 3 39.9 -28.1 -35.9 51.2 4 39.9 -28.1 -35.9 51.2 5 39.9 -28.1 -35.9 51.2 6 39.9 -28.1 -35.9 51.2 7 39.9 -28.1 -35.9 51.2 8 39.9 -28.1 -35.9 51.2 9 39.9 -28.1 -35.9 51.2 10 39.9 -28.1 -35.9 51.2 ROOF OUTPUT PRESSURES(psf) DIST FROM WINDWARD EDGE. POS NEG 0.0 TO 6.3 12.3 -43.8 6.3 TO 12.6 12.3 43.8 12.6 TO 25.3 12.3 -28.1 25.3 TO END 12.3 -24.1 2 ArchWind 98 : Pacheco Residence 6 a CONSTANTS USED Kz at Top of Wall=0.85 q at Bottom of Wall=46.38 psf Dim Perp.to Ridge=68.96 ft q at Top of Wall=46.38 psf Dim Parallel to Ridge=25.63 ft Cp at Bottom of Wall=0.8 Roof Angle= 17.50 deg. Cp at Top of Wall=0.8 Mean Roof Height= 12.63 ft TREATED AS LEEWARD SIDE Wall Height= 10.27 ft Kz=0.85 Malt Height of Openings=6.00 ft q=46.38 Gust Factor Walls 1,2=0.85 Cp=-0.27 Gust Factor Walls 3=0.85 TREATED AS SIDE WALLS Gust Factor Roofs=0.85 Kz=0.85 Wind Speed,V= 146.0 mph q=46.38 Exposure Cat.=C Cp=-0.70 Importance Cat.=2 Internal Pressure Exposure coef.,Kzi=0.85 CONSTANTS FOR WALLS 3: Internal Velocity Pressure,qi=46.38 psf Internal Pressure Coef.,GCPi=0.18 TREATED AS WINDWARD SIDE Topographic Factor,Kzt= 1.00 Kz at Bottom of Wall='0.85 Wind Direction Factor,Kd= 1.00 Kz at Top of Wall =0.85 q at Bottom of Wall=46.38 psf MAIN PRESSURE EQUATIONS AREAS FOLLOWS: q at Top of Wall =46.38 psf Cp at Bottom of Wall=0.8 P=gGCp-gi(GCpi) Cp at Top of Wall=0.8 or P=gGCp+gl(GCpi) TREATED AS LEEWARD SIDE The worst case of the above are used. Kz=0.85 If any component across the walls is less than q=46.38 10 psf, 10 psf is used as a minimum pressure. Cp=-0.50 Constants are described as follows: TREATED AS SIDE WALLS qi,Internal Velocity Pressure Kz=0.85 q,Velocity Pressure q=46.38 Kz,Velocity Pressure Exposure Coef. Cp=-0.70 Cp,External Pressure Coef. Main wind force resisting systems are based on CONSTANTS FOR ROOF: ASCE 7-98 Section 6.5.12.2 Kz=0.85 CONSTANTS FOR WALLS 1 AND 2: q=46.38 psf Cp values vary and are based on TREATED AS WINDWARD SIDE ASCE 7,fig.6-3 Kz at Bottom of Wall=0.85 2 Archwind 98 : Pacheco Residence I 1 3 23323 3 2w23 2 /2 2 1 2 2 1 2 a 11 11 2 \2 3—:2±3 3 2 3 :TaaII3 II2 2 3 a a 1� Gable - ani Hip h COMPONENTS AND CLADDING HIP AND GABLE ROOFS-CONSTANTS USED HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Ref:ASCE 7-98,Equation 6-17 Structures less than or equal to 60 ft Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Eave Height= 12.63 ft AREA PRESSURE(psf) Area= 10.00 sf Area of Overhang=0.00 sf 1 MAX=31.54 Cp VALUES 1 MIN=-50.09 AREA CP 2 MAX=31.54 2 MIN=-105.75 1 0.50,-0.90 3 MAX=31.54 2 0.50,-2.10 3 MIN=-105.75 3 0.50,-2.10 Over Hang Along Area 1 VALUE=0.00 Along Area 1 Over Hang 0.00 Over Hang Along Area 2 VALUE=-102.04 Along Area 2 Over Hang -2.20 Over Hang Along Area 3 VALUE=-171.61 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V= 146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.18 Topographic Factor,Kzt= 1.00 Wind Direction Factor,Kd= 1.00 Archwind 98: Pacheco Residence 3 2 3 3 2 3 3 2W2 3 2 /2 2 1 2 2 1 2 a 1I I1 2 \ 2 323323aa aT3 2 � 2F-3 a Gable ,g Hip an h COMPONENTS AND CLADDING HIP AND GABLE ROOFS-CONSTANTS USED HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Ref:ASCE 7-98,Equation 6-17 Structures less than or equal to 60 ft Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Eave Height= 12.63 ft AREA PRESSURE(psf) Area= 1.50 sf Area of Overhang=2.00 sf 1 MAX=31.54 Cp VALUES 1 MIN=-50.09 AREA Cp 2 MAX=31.54 2 MIN=-105.75 1 0.50,-0.90 3 MAX=31.54 2 0.50,-2.10 3 MIN=-105.75 3 0.50,-2.10 Over Hang Along Area 1 VALUE=0.00 Along Area 1 Over Hang 0.00 Over Hang Along Area 2 VALUE=-102.04 Along Area 2 Over Hang -2.20 Over Hang Along Area 3 VALUE=-171.61 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q=46.38 psf Dimension a_3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V= 146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.18 Topographic Factor,Kzt=1.00 Wind Direction Factor,Kd= 1.00 Archwind 98: Pacheco Residence 01 I 3 2 3 3 2 3 3 2 1// 2 2 23 2 1 2 2 1 2 a 1I I1 2 \ 2 3 2 13 1 3I 2I 3 I a aLI3 12 � 2 3 a a 1� Gable Jg Hip l ~ h COMPONENTS AND CLADDING HIP AND GABLE ROOFS-CONSTANTS USED HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Ref ASCE 7-98,Equation 6-17 Structures less than or equal to 60 ft Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Eave Height= 12.63 ft AREA PRESSURE(psf) Area=6.00 sf Area of Overhang=0.00 sf 1 MAX=31.54 Cp VALUES 1 MIN=-50.09 AREA CP 2 MAX=31.54 2 MIN=-105.75 1 0.50,-0.90 3 MAX=31.54 2 0.50,-2.10 3 MIN=-105.75 3 0.50,-2.10 Over Hang Along Area 1 VALUE=0.00 Along Area 1 Over Hang 0.00 Over Hang Along Area 2 VALUE_-102.04 Along Area 2 Over Hang -2.20 Over Hang Along Area 3 VALUE_-171.61 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V= 146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.18 Topographic Factor,Kzt= 1.00 Wind Direction Factor,Kd=1.00 Archwind 98 : Pacheco Residence 3 23323 3 2w23 2 /2 2 1 2 2 1 2 a 11 II 2 \ 2 3 2 13I 3I 2I 3 I a a1I3 1I 2 2 3 a a 1� Gableg Hip h COMPONENTS AND CLADDING HIP AND GABLE ROOFS-CONSTANTS USED HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Ref:ASCE 7-98,Equation 6-17 Structures less than or equal to 60 ft Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Eave Height= 12.63 ft AREA PRESSURE(psf) Area=8.00 sf Area of Overhang= 1.33 sf 1 MAX=48.70 Cp VALUES 1 MIN=-67.25 AREA Cp 2 MAX=48.70 ----- 2 MIN=-122.91 1 0.50,-0.90 3 MAX=48.70 2 0.50,-2.10 3 MIN=-122.91 3 0.50,-2.10 Over Hang Along Area 1 VALUE=0.00 Along Area 1 Over Hang 0.00 Over Hang Along Area 2 VALUE_-102.04 Along Area 2 Over Hang -2.20 Over Hang Along Area 3 VALUE_-171.61 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V=146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coe£,GCPi=0.55 Topographic Factor,Kzt=1.00 Wind Direction Factor,Kd=1.00 Archwind 98: Pacheco Residence 3 23323 D32 23 /2 2 1 2 2 1 2 a1 2 3 2 3 3 2'3 I�a a __ 2 3 a a Gable ang Hip Jh COMPONENTS AND CLADDING HIP AND GABLE ROOFS-CONSTANTS USED HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Ref:ASCE 7-98,Equation 6-17 Structures less than or equal to 60 ft Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Eave Height= 12.63 ft AREA PRESSURE(psf) Area=20.00 sf Area of Overhang=3.00 sf 1 MAX=29.22 Cp VALUES I MIN=-48.70 AREA CP 2 MAX=29.22 2 MIN=-96.47 1 0.45,-0.87 3 MAX=29.22 2 0.45,-1.90 3 MIN=-96.47 3 0.45,-1.90 Over Hang Along Area 1 VALUE=0.00 Along Area 1 Over Hang 0.00 Over Hang Along Area 2 VALUE_-102.04 Along Area 2 Over Hang -2.20 Over Hang Along Area 3 VALUE_-171.61 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V= 146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.18 Topographic Factor,Kzt= 1.00 Wind Direction Factor,Kd= 1.00 Archwind 98 : Pacheco Residence 3 23323 3 2w23 2 /2 2 1 2 2 1 2 a )zx 2 3 2 I3 3 12I 3Ia aI 1 2 3 a a 14 Gable J >3 Hip COMPONENTS AND CLADDING HIP AND GABLE ROOFS-CONSTANTS USED HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Ref:ASCE 7-98,Equation 6-17 Structures less than or equal to 60 ft Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Eave Height= 12.63 ft AREA PRESSURE(psf) Area=20.00 sf Area of Overhang=3.00 sf 1 MAX=29.22 Cp VALUES 1 MIN=-48.70 AREA Cp 2 MAX=29.22 2 MIN=-96.47 1 0.45,-0.87 3 MAX=29.22 2 0.45,-1.90 3 MIN=-96.47 3 0.45,-1.90 Over Hang Along Area 1 VALUE=0.00 Along Area 1 Over Hang 0.00 Over Hang Along Area 2 VALUE_-102.04 Along Area 2 Over Hang -2.20 Over Hang Along Area 3 VALUE_-171.61 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V= 146.0 MPH use 10 psf or-.10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.18 Topographic Factor,Kzt=1.00 Wind Direction Factor,Kd= 1.00 Archwind 98 : Pacheco Residence ✓ 'j✓ 3 2 3 3 2F31 3 2�F - 2 3 2 /2 2 1 2 2 1 2 a 11 I` 1 2 \2 32 3 -YI-2, 3 a a L a a Gable ang Hip COMPONENTS AND CLADDING HIP AND GABLE ROOFS-CONSTANTS USED HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Ref ASCE 7-98,Equation 6-17 Structures less than or equal to 60 ft Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Eave Height= 12.63 ft AREA PRESSURE(psf) Area=8.00 sf Area of Overhang= 1.33 sf 1 MAX=48.70 Cp VALUES 1 MIN=-67.25 AREA CP 2 MAX=48.70 2 MIN=-122.91 1 0.50,-0.90 3 MAX=48.70 2 0.50,-2.10 3 MIN=-122.91 3 0.50,-2.10 Over Hang Along Area 1 VALUE=0.00 Along Area 1 Over Hang 0.00 Over Hang Along Area 2 VALUE_-102.04 Along Area 2 Over Hang -2.20 Over Hang Along Area 3 VALUE_-171.61 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute-value is less than 10 psf, Wind Speed,V= 146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coe£,GCPi=0.55 Topographic Factor,Kzt= 1.00 Wind Direction Factor,Kd= 1.00 Archwind 98: Pacheco Residence 1 3 23323 3223 2 2 2 1 2 2 1 2 a 1I 1 2 \2 3T2 3 3 2 3 �a a�1I3 1I 2 2 3 a a 1� GableHip COMPONENTS AND CLADDING HIP AND GABLE ROOFS-CONSTANTS USED HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Ref:ASCE 7-98,Equation 6-17 Structures less than or equal to 60 ft Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Eave Height= 12.63 ft AREA PRESSURE(psf) Area= 1.50 sf Area of Overhang=3.00 sf 1 MAX=31.54 Cp VALUES 1 MIN=-50.09 AREA CP 2 MAX=31.54 ----- 2 MIN=-105.75 1 0.50,-0.90 3 MAX=31.54 2 0.50,-2.10 3 MIN=-105.75 3 0.50,-2.10 Over Hang Along Area 1 VALUE=0.00 Along Area 1 Over Hang 0.00 Over Hang Along Area 2 VALUE_-102.04 Along Area 2 Over Hang -2.20 Over Hang Along Area 3 VALUE_-171.61 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V= 146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.18 Topographic Factor,Kzt=1.00 Wind Direction Factor,Kd= 1.00 Archwind 98 : Pacheco Residence 15 uJ I 3 2 3 3 -2---3-- 3 .2.___.._..�2 _3. �r- 2 \ 2 2 1 2 2 1 2 a 1I 1 2 \ 2 3 2 3 3 23 _ja aE3 2Z\ 2 3 a a Gable g Hip COMPONENTS AND CLADDING HIP AND GABLE ROOFS-CONSTANTS USED HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Ref ASCE 7-98,Equation 6-17 Structures less than or equal to 60 ft Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Eave Height= 12.63 ft AREA PRESSURE(psf) Area= 1.50 sf Area of Overhang= 1.33 sf 1 MAX=48.70 Cp VALUES 1 MIN=-67.25 AREA Cp 2 MAX=48.70 ----- 2 MIN=-122.91 1 0.50,-0.90 3 MAX=48.70 2 0.50,-2.10 3 MIN=-122.91 3 0.50,-2.10 Over Hang Along Area 1 VALUE=0.00 Along Area 1 Over Hang 0.00 Over Hang Along Area 2 VALUE_-102.04 Along Area 2 Over Hang -2.20 Over Hang Along Area 3 VALUE_-171.61 Along Area 3 Over Hang -3.70 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V= 146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.55 Topographic Factor,KA= 1.00 Wind Direction Factor,Kd= 1.00 Archwind 98 : Pacheco Residence 1(O I 55 h 4 4 [5 ate`' a If Roof Angle is<=10 Deg.h=Eave Height otherwise h=Mean Roof Height. COMPONENTS AND CLADDING WALLS-CONSTANTS USED WALLS Structures less than or equal to 60 ft Ref:ASCE 7-98,Equation 6-17 Walls are less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Mean Roof Height= 12.63 ft AREA PRESSURE(psf) Area=41.08 sf _ Cp VALUES 4 MAX=49.45 AREA CP 4 MIN=-55.09 -- 5 MAX=49.45 4 0.89,-1.01 5 MIN=-64.08 5 0.89,-1.20 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V=146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.18 Topographic Factor,Kzt=1.00 Wind Direction Factor,Kd= 1.00 ARBAB ENGINEERING, INC. let N I Consulting Engineers Wind Loads Computations input B= 25.63 ft L= 68.96 ft Mean Roof Height( H )= 12.63 ft Wall Height= 10.27 ft Wall Area (@ 48"c.c. )= 41.08 If Roof Angle= 17.500 Roof Area= 10.00 fe Roof Area of OverHang= 0.00 fe Short Truss Area= 1.50 if ' Area of OverHang for Truss= 2.00 feVD Mid Truss Area= 6.00 fe Area of OverHang for Truss= 0.00 fe Long Truss Area= 20.00 fe Area of OverHang for Truss= 3.00 fe Girder Truss Area= 20.00 ft2 Area of OverHang for GT= 3.00 fe Skew Girder Truss/Joist Area= 1.50 fe Area of OverHang for Skew= 3.00 ft2 Double Joist Area= 8.00 ftz ( Partially Enclosed) Area of OverHang for Truss= 1.33 fe ( Partially Enclosed) Skew Joist Area= 1.50 fe ( Partially Enclosed) Area of OverHang for GT= 1.33 If (Partially Enclosed) Joist Area= 8.00 if ( Partially Enclosed) Area of OverHang for GT= 1.33 fe ( Partially Enclosed) Basic Wind Speed : 146.00 MPH Exposure: C Importance: II ASCE Combinations: No Structure type: Enclosed&Partially Enclosed Structure Rigidity: Rigid Max Opening Height= 6.00 ft See Computer Output: Windward+Leeward= 51.20 psf 1 1 a,. E1:1 l 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. �Q I Consulting Engineers Diaphragm Desivin -Direction ")C' HeightTdblftry= 7.50 ft Width= 37.50 ft Windward+ Leeward= 51.20 psf Total Horizontal Load= 14.40 kips Total Horizontal Load per Side= 7.20 kips Length of Nailing Dir.X= 68.96 ft Total Horizontal Load per foot= 104.41 lbs/ft Nailino Deslan : Using 10d Nails Allowable Shear per Nail= 142.50 lbs/Nail NO of Nails required per foot= 0.73 Nails/ft Space required between Nails= 16.38 inches Use 10d Nails Cad 6" c.c. Alona the Edae 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. Iq 0� 11 ' Consulting Engineers Diaphragm Desian - Direction "Y" HeightT, ,= 7.50 ft Width= 68.96 ft Windward+ Leeward= 51.20 psf Total Horizontal Load= 26.48 kips Total Horizontal Load per Side= 13.24 kips Length of Nailing Dir.X= 37.50 ft Total Horizontal Load per foot= 353.07 lbs/ft Nailina Desian Using 10d Nails Allowable Shear per Nail= 142.50 lbs/Nail N°of Nails required per foot= 2.48 Nails/ft Space required between Nails= 4.84 inches Use ( 2 ) Rows of 10d Nails 0—4" c.c.Alona the Edge 11900 Biscayne Blvd.,Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. aQ Of- Consulting Engineers Uplift Roof: Short Truss: Inner Part . Width Tributary= 1.50 ft Uplift= -287.25 lbs Spacing= 2.00 ft Gravity= 195.00 lbs Outer Part(Over Hang) Width Tributary= 1.00 ft Uplift= -184.08 lbs Spacing= 2.00 ft Gravity= 130.00 lbs Total Uplift= -471.33 lbs Total Gravity= 325.00 lbs Mid Truss Inner Part Width Tributary= 3.50 ft Uplift= -670.25 lbs Spacing= 2.00 ft Gravity= 455.00 lbs Outer Part(Over Hang) Width Tributary= 0.00 ft Uplift= 0.00 lbs Spacing= 2.00 ft Gravity= 0.00 lbs Total Uplift= -670.25 lbs Total Gravity= 455.00 lbs Joist( Partially Enclosed) Inner Part Width Tributary= 6.00 ft Uplift= -901.02 lbs Spacing= 1.33 ft Gravity= 518.70 lbs Outer Part(Over Hang) Width Tributary= 1.50 ft Uplift= -183.62 lbs Spacing= 1.33 ft Gravity= 129.68 lbs Total Uplift= -1084.64 lbs Total Gravity= 648.38 lbs Long Truss: Inner Part Width Tributary= 11.00 ft Uplift= -1958.04 lbs Spacing= 2.00 ft Gravity= 1430.00 lbs Outer Part(Over Hang) Width Tributary= 1.00 ft Uplift= -208.10 lbs Spacing= 2.00 ft Gravity= 130.00 lbs Total Uplift= -2166.14 lbs Total Gravity= 1560.00 lbs 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. a L 1 Consulting Engineers Uplift Roof Girder Truss: Inner Part Width Tributary= 11.00 ft Uplift= -2377.93 lbs Spacing= 2.50 ft Gravity= 1787.50 lbs Outer Part(Over Hang) Width Tmm.,y= 1.00 ft Uplift= -184.08 lbs Spacing= 2.00 ft Gravity= 130.00 lbs Total Uplift= -2562.01 lbs Total Gravity= 1917.50 lbs Double Joist: Inner Part Width Tributary= 6.00 ft Uplift= -1354.92 lbs Spacing= 2.00 ft Gravity= 780.00 lbs Outer Part(Over Hang ) Width Tributary= 1.50 ft Uplift= -183.62 lbs Spacing= 1.33 ft Gravity= 129.68 lbs Total Uplift= -1538.54 lbs Total Gravity= 909.68 lbs Skew GT: Inner Part Width Tributary= 1.50 ft Uplift= -359.06 lbs Spacing= 2.50 ft Gravity= 243.75 lbs Outer Part(Over Hang) Width Tributary= 1.50 ft Uplift= -276.12 lbs Spacing= 2.00 ft Gravity= 195.00 lbs Total Uplift= -635.18 lbs Total Gravity= 438.75 lbs Skew GT: Inner Part Width Tributary= 1.50 ft Uplift= -287.25 lbs Spacing= 2.00 ft Gravity= 195.00 lbs Outer Part(Over Hang) Width Tributary= 1.50 ft Uplift= -276.12 lbs Spacing= 2.00 ft Gravity= 195.00 lbs Total Uplift= -563.37 lbs Total Gravity= 390.00 lbs 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. 9A o Consulting Engineers Uplift Roof Skew Joist(Partially Open ) Inner Part Width Tributary= 1.50 ft Uplift= -338.73 lbs Spacing= 2.00 ft Gravity= 195.00 lbs Outer Part(Over Hang) Width Tributary= 1.50 ft Uplift= -276.12 lbs Spacing= 2.00 ft Gravity= 195.00 lbs Total Uplift= -614.85 lbs Total Gravity= 390.00 lbs 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. a 3 Consulting Engineers Connection Between Short Truss and Concrete Beam Maximum Horizontal Forces= 51.20 psf Maximum Uplift= 471.33 lbs Computation for reaction : B= 30.00 ft Height= 7.50 ft Reaction H= 11.52 Kips (total) Reaction H= 5.76 Kips (per side) L= 21.50 ft Truss Spacing= 24.00 in Reaction H= 535.81 lbs (per Truss) Reaction V= 471.33 lbs ( per Truss) Type Use: Uplift Horizontal Acceptance 1 NVSTA 22 1221.00 P671.00 03-0224.10 Lateral Interaction � Horizontal Force + Uplift Force Rorizon Capacity Uplift Capacity 535.81 + 471.33 0.71 OKI 1671.00 1221.00 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. 91A I Consulting Engineers Connection Between Mid Truss and Concrete Beam Maximum Horizontal Forces= 51.20 psf Maximum Uplift= 670.25 lbs Computation for reaction : B= 7.50 ft Height= 7.50 ft Reaction H= 2.88 Kips (total) Reaction H= 1.44 Kips (per side) L= 19.00 ft Truss Spacing= 24.00 in Reaction H= 151.58 lbs (per Joist) Reaction V= 670.25 lbs ( per Joist) Type Use: Uplift I Horizontal I Acceptance 1 NVSTA 22 1221.00 1671.00 03-0224.10 Lateral Interaction Uplift For�ce r t�aci + Upliif Capacity 151.58 + 670.25 c 0.64 OKI 1671.00 1221.00 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Connection Between Joist and Concrete Beam ( Partially Enclosed 1 Maximum Horizontal Forces= 51.20 psf Maximum Uplift= 1084.64 lbs Computation for reaction : B= 12.00 ft Height= 3.00 ft Reaction H= 1.84 Kips (total) Reaction H = 0.92 Kips ( per side) L= 24.00 ft Truss Spacing= 24.00 in Reaction H= 76:80 lbs (per Joist) Reaction V= 1084.64 lbs ( per Joist) TvDe Use: Uplift I Horizontal Acceptance 1 NVSTA 22 1221.00 1671.00 03-0224.10 Lateral Interaction Force + UR1111 Farce ,I Horizontal capacl[V UpIM Capacity 76.80 + 1084.64 _ 0.93 OKI 1671.00 1221.00 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING INC. Consulting Engineers Connection Between Long Truss and Concrete Beam Maximum Horizontal Forces= 51.20 psf Maximum Uplift= 2166.14 lbs Computation for reaction : B= 22.00 It Height= 7.50 ft Reaction H= 8.45 Kips (total) Reaction H= 4.22 Kips (per side) L= 30.00 ft Truss Spacing= 24.00 in Reaction H= 281.60 lbs (per Joist) Reaction V= 2166.14 lbs ( per Joist) Type Use: Uplift I Horizontal Acceptance 2 NVHTA-22H 3117.00 1575.00 04-0510.03 Lateral Interaction Force- -Horizontal ntapace ce + Uplift capacity 0- 281.60 + 2166.14 = 0.87 OKI 1575.00 3117.00 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. o i� Consulting Engineers Connection Between Girder Truss and Concrete Beam Maximum Uplift= 2562.01 lbs Maximum Gravity= 1917.50 lbs Type Use: Uplift Gravity Acceptance 3 NV358-22 3387.00 0.00 040510.03 Connection Between Double foist and Beam ( partially open ) Maximum Uplift= -1538.54 lbs Maximum Gravity= 909.68 lbs Type Use: Uplift I Gravity Acceptance 4 NV368-22 2245.00 1 0.00 04-0510.03 Connection Between Skew GT and Beam Maximum Uplift= -563.37 lbs Maximum Gravity= 390.00 lbs Type Use: U lift I Horizontal I Acceptance 1 NVSTA 22 1221.00 1671.00 03-0224.10 Connection Between Skew Joist and Beam ( partially open ) Maximum Uplift= -614.85 lbs Maximum Gravity= 390.00 lbs Type Use: U lift I Gravltv I Acceptance 1 NVSTA 22 1221.00 0.00 03-0224.10 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. �$ L Consulting Engineers Fastener Schedule No Type Seat/Header Straps I Truss UPLIFT N.O.A. 1 NVSTA 22 6 10d x 11/2" 12 16d 1221.00 03-0224.10 2 NVHTA-22H 8 10d x 1117 18 10d x 1 1/2" 3117.00 04-0510.03 3 NV358-22 8 10d x 3" 16 10d x 3" 3387.00 04-0510.03 4 NV358-22 8 10d x 3" 8 10d x 3" 2245.00 04-0510.03 5 2 NVRT 22 5 1/4"Ta ns 9 16d 880.00 04-1202.01 8 2 NVRT 24 9 16d 9 16d 1135.00 04-1202.01 7 3 NVRT 24 9 16d 9 16d 1135.00 04-1202.01 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Fax: 305-891-0504 Pacheco Residence ARBAB ENGINEERING, INC. Oq tJT" Consulting Engineers Windows&Door Pressure r..T•r1IFTA 1' d Front Elevation Item Type/size Floor Area Zone Pressure Suction 1 Window 1 1.04 5 54.73 -73.28 2 Window 1 3.75 4 54.73 -58.37 3 Window 1 1.04 4 54.73 -58.37 4 Fix Window 1 7.32 4 54.73 -58.37 5 Door 1 17.33 4 52.48 -57.67 6 Window 1 3.75 4 54.73 -58.37 7 Window 1 3.75 4 54.73 -58.37 8 Window 1 3.75 4 54.73 -58.37 9 Arched Window 1 2.331 4 1 54.73 -58.37 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pachecol Residence Fax: 305-891-0504 B ENGINEERING INC. `0 Ct l` L ARBA , Consulting Engineers Windows&Door Pressure a ❑ o ❑ Left Elevation Item Type/size Floor Area Zone Pressure Suction 10 Fix Window 1 8.88 4 54.73 -58.37 11 Fix Top Window 1 8.64 4 54.73 -58.37 12 Door 1 20.79 4 51.58 -56.97 13 Window 1 2.29 4 1 54.73 -58.37 11900 Biscayne Blvd.,Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco[Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Windows&Door Pressure i i ZZ- Rear Elevation Item Type/size Floor Area Zone Pressure Suction 14 Fixed Window 1 8.88 5 54.73 -73.28 15 Fix Top Window 1 8.64 4 54.73 -58.37 16 Door 1 19.42 4 51.84 -57.18 17 Window 11 2.92 4 54.73 -58.37 18 Window 11 2.921 4 54.73 -58.37 19 Window 11 3.36 . 4 54.73 -58.37 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pachecol Residence Fax: 305-891-0504 0) n a ARBAB ENGINEERING INC. II ` Consulting Engineers Windows&Door Pressure LLI ------------ ----- Y` -------------------- -------- Right Elevation Item Type/size Floor Area Zone Pressure Suction 20 Window 1 2.29 4 54.73 -58.37 21 Window 1 2.29 4 54.73 -58.37 22 Window 1 2.29 4 54.73 -58.37 23 Window 1 2.291 54.73 -58.37 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pachecol Residence Fax:305-891-0504 Archwind 98: Pacheco Residence t 1 >/ 4 4 a� If Roof Angle is<=10 Deg.h=Eave Height otherwise h=Mean Roof Height. COMPONENTS AND CLADDING WALLS-CONSTANTS USED WALLS Structures less than or equal to 60 ft Ref:ASCE 7-98,Equation 6-17 Walls are less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle=17.50 deg Mean Roof Height= 12.63 ft AREA PRESSURE(psf) Area= 1.04 sf Cp VALUES 4 MAX=54.73 AREA CP 4 MIN=-59.37 - 5 MAX=54.73 4 1.00'-1.10 5 MIN=-73.28 5 1.00,-1.40 Velocity Pressure Root q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V= 146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.18 Topographic Factor,Kzt=1.00 Wind Direction Factor,Kd=1.00 Archwind 99: Pacheco Residence 5 4 4 \r 5 h 5 5 a ' a a a a a If Roof Angle is<=10 Deg.h=Eave Height otherwise h=Mean Roof Height. COMPONENTS AND CLADDING WALLS-CONSTANTS USED WALLS Structures less than or equal to 60 ft Ref:ASCE 7-98,Equation 6-17 Walls are less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Mean Roof Height= 12.63 ft AREA PRESSURE(psf) Area=7.32 sf Cp VALUES 4 MAX=54.73 AREA CP 4 MIN=-59.37 5 MAX=54.73 4 1.00,-1.10 5 MIN=-73.28 5 1.00,-1.40 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V= 146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.18 Topographic Factor,Kzt=1.00 Wind Direction Factor,Kd= 1.00 Archwind 98: Pacheco Residence �� f i 5 5 h 4 4 5g a a a a a 1f Roof Angle is<10 Deg.h=Eave Height otherwise h=Mean Roof Height. COMPONENTS AND CLADDING WALLS-CONSTANTS USED WALLS Structures less than or equal to 60 ft Ref ASCE 7-98,Equation 6-17 Walls are less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Mean Roof Height= 12.63 ft AREA PRESSURE(psf) Area= 17.33 sf Cp VALUES 4 MAX=52.48 AREA CP 4 MIN=-57.67 ------ 5 MAX=52.48 4 0.95,-1.06 5 MIN=-69.88 5 0.95,-1.33 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V= 146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.18 Topographic Factor,Kzt=1.00 Wind Direction Factor,Kd=1.00 Archwind 98: Pacheco Residence 30 1 5 5 h 4 ,\"r 4 a�`� If Roof Angle is<=I0 Deg.h=Eave Height otherwise h=Mean Roof Height. COMPONENTS AND CLADDING WALLS-CONSTANTS USED WALLS Structures less than or equal to 60 ft Ref.ASCE 7-98,Equation 6-17 Walls are less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Mean Roof Height= 12.63 ft AREA PRESSURE(psf) Area=3.75 sf Cp VALUES 4 MAX=54.73 AREA CP 4 MIN=-59.37 - 5 MAX=54.73 4 1.00'-1.10 5 MIN=-73.28 5 1.00,-1.40 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V= 146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.18 Topographic Factor,Kzt=1.00 Wind Direction Factor,Kd= 1.00 Archwind 98 : Pacheco Residence 4 5 h 4 � 4 5 5 a a � If Roof Angle is<=10 Deg.h=Ewe Height otherwise h=Mean Roof Height COMPONENTS AND CLADDING WALLS-CONSTANTS USED WALLS Structures less than or equal to 60 ft Ref.-ASCE 7-98,Equation 6-17 Walls are less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Mean Roof Height= 12.63 ft AREA PRESSURE(psf) Area=3.75 sf --- Cp VALUES 4 MAX=54.73 AREA Cp 4 MIN=-59.37 5 MAX=54.73 4 1.00'-1.10 5 MIN=-73.28 5 1.00,-1.40 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V= 146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.18 Topographic Factor,Kzt=1.00 Wind Direction Factor,Kd= 1.00 Archwind 98 : Pacheco Residence 9 It ` 5 5 h 4 4 5 5 a ��,N. a a�� a If Roof Angle is<=10 Deg.h=Eave Height otherwise h=Mean Roof Height. COMPONENTS AND CLADDING WALLS-CONSTANTS USED WALLS Structures less than or equal to 60 ft Ref:ASCE 7-98,Equation 6-17 Walls are less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Mean Roof Height= 12.63 ft AREA PRESSURE(psf) Area=8.88 sf ----- Cp VALUES 4 MAX=54.73 AREA CP 4 MIN=-59.37 - 5 MAX=54.73 4 1.00'-1.10 5 MIN=-73.28 5 1.00,-1.40 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V=146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.18 Topographic Factor,Kzt=1.00 Wind Direction Factor,Kd= 1.00 Archwind 98: Pacheco Residence 'jq a I( t ✓ 5 h 4 4 a� \' 5 �. a a _ ua If Roof Angle is<=I00 Dog.It=Eave Height otherwise h=Mean Roof Height. COMPONENTS AND CLADDING WALLS-CONSTANTS USED WALLS Structures less than or equal to 60 ft Ref ASCE 7-98,Equation 6-17 Walls are less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Mean Roof Height= 12.63 ft AREA PRESSURE(psf) Area=8.64 sf Cp VALUES 4 MAX=54.73 AREA CP 4 MIN=-59.37 5 MAX=54.73 4 1.00,-1.10 5 MIN=-73.28 5 1.00,-1.40 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V= 146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.18 Topographic Factor,KA=1.00 Wind Direction Factor,Kd=1.00 Archwind 98 : Pacheco Residence AA TU I h 4 4 5 5 a �. _ a a aa If Roof Angle is<=10 Deg.h=Eave Height otherwise h=Mean Roof Height. COMPONENTS AND CLADDING WALLS-CONSTANTS USED WALLS Structures less than or equal to 60 ft Ref:ASCE 7-98,Equation 6-17- Walls are less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Mean Roof Height= 12.63 ft AREA PRESSURE(psf) Area=20.79 sf ----- Cp VALUES 4 MAX=51.58 AREA Cp 4 MIN=-56.97 --------------------- 5 MAX=51.58 4 0.93,-1.05 5 MIN=-68.47 5 0.93,-1.30 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V= 146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.18 Topographic Factor,Kzt=1.00 Wind Direction Factor,Kd= 1.00 Archwind 98 : Pacheco Residence 41 �Y. g 5 h 4 4 5 5 a�` �' If Roof Angle is<=10 Deg.h=Eave Height otherwise h=Mean Roof Height COMPONENTS AND CLADDING WALLS CONSTANTS USED WALLS Structures less than or equal to 60 ft Ref:ASCE 7-98,Equation 6-17 Walls are less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Mean Roof Height= 12.63 ft AREA PRESSURE(psf) Area=2.29 sf --- Cp VALUES 4 MAX=54.73 AREA CP 4 MIN=-59.37 5 MAX=54.73 4 1.00'-1.10 5 MIN=-73.28 5 1.00,-1.40 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V= 146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.18 Topographic Factor,Kzt=1.00 Wind Direction Factor,Kd= 1.00 Archwind 98: Pacheco Residence a 4 �cl 5 5 h 4 4 55 a "-... a a a a a If Roof Angle is<=10 Deg.h=Eave Height otherwise h=Mean Roof Height COMPONENTS AND CLADDING WALLS-CONSTANTS USED WALLS Structures less than or equal to 60 ft Ref ASCE 7-98,Equation 6-17 Walls are less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Mean Roof Height= 12.63 ft AREA PRESSURE(psf) Area=19.42 sf Cp VALUES 4 MAX=51.84 AREA CP 4 MIN=-57.18 5 MAX=51.84 4 0.94,-1.05 5 MIN=-68.91 5 0.94,-1.31 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V=146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coe£,GCPi=0.18 Topographic Factor,Kzt= 1.00 Wind Direction Factor,Kd= 1.00 Archwind 98 : Pacheco Residence t�3 5 \ 5 h 4 4/ 5 a a�, �a If Roof Angle is<=10 Deg.h=Eave Height otherwise h=Mean Roof Height COMPONENTS AND CLADDING WALLS-CONSTANTS USED WALLS Structures less than or equal to 60 ft Ref:ASCE 7-98,Equation 6-17 Walls are less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Mean Roof Height= 12.63 ft AREA PRESSURE(psf) Area=3.36 sf — Cp VALUES 4 MAX=54.73 AREA CP 4 MIN=-59.37 ---- 5 MAX=54.73 4 1.00,-1.10 5 MIN=-73.28 5 1.00,-1.40 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V= 146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.18 Topographic Factor,Kzt=1.00 Wind Direction Factor,Kd= 1.00 44 (f( Archwind 98 : Pacheco Residence 5 ` 5 h 4 4 -a� .,.—,� 5 a ate` ua If Roof Angle is<=10 Deg.h=Eave Height otherwise h=Mean Roof Height COMPONENTS AND CLADDING WALLS-CONSTANTS USED WALLS Structures less than or equal to 60 ft Ref:ASCE 7-98,Equation 6-17 Walls are less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle= 17.50 deg Mean Roof Height= 12.63 ft AREA PRESSURE(psf) Area=2.29 sf -- Cp VALUES 4 MAX=54.73 AREA CP 4 MIN=-59.37 5 MAX=54.73 4 1.00,-1.10 5 MIN=-73.28 5 1.00,-1.40 Velocity Pressure Roof, q=46.38 psf Dimension a=3.00 ft Exposure Coeff.Roof,Kz=0.85 Note,when max absolute value is less than 10 psf, Wind Speed,V=146.0 MPH use 10 psf or-10 psf as applicable. Exposure Cat.=C Importance Cat.=2 Internal Pressure Coef.,GCPi=0.18 Topographic Factor,Kzt=1.00 Wind Direction Factor,Kd=1.00 ARBAB ENGINERI 45 NG, INC. Consulting Engineers Beam Desion Floor Joist L1 L1 = 10.50 ft Loads: Width TRIBUTARY= 1.00 ft DL= 30.00 lbs/ft LL= 40.00 lbs/ft Total Load : DL= 30.00 lbs/ft LL= 40.00 lbs/ft Wood Member Geometry: b= 1.20 in h= 11.50 in Area= 13.80 int IXX= 152.09 in SXX= 26.45 in Wood Properties: fm= 975.00 psi fv= 90.00 psi See Computer Output: Reaction 1 = 414.90 lbs Reaction 2= 414.90 lbs MmAx= 1228.00 ft-lbs Acting Bending Stress= 557.13 psi Allowable Bending Stress= 975.00 psi OK Vmm= 415.00 lbs Acting Shear Stress= 30.07 psi Allowable Bending Stress= 90.00 psi OK Acting Deflection= 0.09 in Allowable Deflection= 0.35 in OK 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33324 Phone 305-891-5049 Pacheco Residence Fax: 305-891-0504 Titl M K J be# : Dsgnr. Date:1 6 lc�- ) { 1 ilOMOL�11V8 HKOM Description.... rAMMIKED K��6�tA61 9:17AM, 23 DEC 05 FastFrame 2-D Frame Analysis v&0.9- Page 1 Nodes... Node Node Coordinates Node Label Xft Yft X Restraint Y Restraint Z Restraint Temp deg F 1 0. 01 0.0001 Fixed Fixed 0 2 I 10.500 0.000 Fixed I Fixed I I 0 Member... Member r I Property Label I I Nodepoitrt NodesN de ft I Length I X I End Releases Z I X J End Releases Z Joist Floor Joist 1 2 10.500 Materials... Member Youngs Density Thermal Yield Label ksi kcf In/100d ksi Default 1.00 0.000 0.000000 1.00 SYP 1,600.00 0.100 0.000000 0.00 Steel 29,000.00 0.490 0.000650 36.00 Section Sections... Prop Label Material Area Depth Tf Ixx Group Tag Width Tw iyy Floor Joist SYP 13.000 In2 11.500 in 0.000 in 152.09 in4 1.500 in 0.000 in 0.00 in4 Member Distributed Loads.... Member Load Magnitudes Load Extents Load Load Case Factors LabelStart Finish Start Finish ft Direction #1 #2 #3 #4 #5 Joist -0.030 -0.030 Wit 0.000 10.500 Global Y 1.000 Joist -0.040 -0.040 k/ft 0.000 10.500 Global-Y 1.000 Load Combinations... Load Combination Stress Gravity Load Factors Load Combination Factors Description Increase X Y #1 #2 #3 #4 #b DL 1.000 -1.000 1.000 DL+LL 1.000 -1.000 1.000 1.000 LL 1.000 1.000 Node Displacements&Reactions Node Label Load Combination Node Displacements Node Reactions in In Radians I k k ft 1 DL 0 0 -0.00111 0 0.20490 0 1 DL+LL 0 0 -0.00226 0 0.41490 0 1 LL 0 0 -0.00114 0 0.21000 0 2 DL 0 0 0.00111 0 0.20490 0 2 DL+LL 0 0 0.00226 0 0.41490 0 2 LL 1 0 0 0.001141 0 0.21000 0 Member End Forces... Member Load CombinationNode"I"End Forces Node"J"End Forces Label Axial Shear Moment Axial Shear Moment k k ft-k k k ft-k Joist DL 0 0.20490 0 0.20490 0 Joist DL+LL 0 0.41490 0 0 0.41490 0 Joist LL 0 0.21000 0 0 0.21000 0 Member Overall Envelope Summary Member Section Axial Shear Moment Deflection Maximum LabelL k k ft-k in Stress Ratio Joist I Floor Joist 0.415 1.228 0.092 -->Deflection values listed are the maximum of a sampling of 31 points across the member (c)1988-2001 ENERCALC H:\Doug\Pacheco Residence\Caicsifloor joist.F V 5.0.9 ARBAB ENGINEERING, INC. W7 Consulting Engineers Beam Desivin RB-1 = RB-4 Ll Age L1 = 7.00 ft Loads: From Roof: Width TRIBUTARY= 2.00 ft DL= 70.00 lbs/ft LL= 60.00 lbs/ft From Wall : Height= 0.00 ft DL= 0.00 lbs/ft Total Load : DL= 70.00 lbs/ft LL= 60.00 lbs/ft See Computer Output: b= 8.00 in h h= 12.00 in a; b Use 2#6 Top 8 Bottom w/Stirrups#312 44 Reaction 1 = 0.70 kips D/T= 0.85 Reaction 2= 0.70 kips D/T= 0.85 11900 Biscayne blvd, Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING INC. 14k H 4 Consulting Engineers Deflection Check: Clear Cover= 1.50 in q= 10.83 Ibsen Pc= 3000.00 psi P= 0.00 lbs E= 3.12E+06 psi L= 84.00 in I= 771.75 in' a= 0.00 in I,= 270.11 in b= 84.00 in Due to Distributed Load: w t..� s WOi r w 384 Err x A = 0.008 in Due to Point Load: W Wa2b2 W 8 a b �V N'a 3EH I I a+b-.l l A = 0.000 in Total A = 0.008 in Maximum Deflection=U360= 0.233 in OKII 11900 Biscayne blvd, Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 [ Output ] <RB-1> Page 1 of 2 14a a (( ( PROJECT: RB-1 ***BASIC DATA*** CODE PIN ALT SWAY LAST MOMRED NO YES NO NO YES NO TYPE BMS TCOL BCOL FC FY GAM FV FCT ft. ft. ksi ksi pcf ksi psi 3 3 0.0 0.0 3.0 60. 145. 60. 273.9 ***SPAN DATA*** BM SPAN B D BLFT BRT WLD ft. in. in. in. in. ft. 2 7.0 8.0 12.0 0.0 0.0 0.0 ***UNIF. LOADS*** BM TYPE LOAD START END WIDTH psf ft. ft. ft. 2 DL 70.0 0.0 7.0 1.0 2 LL 30.0 0.0 7.0 1.0 ***CONC. LOADS*** BM TYPE P LOC kips ft. 2 LL 0.0 0.0 ***EFFECTIVE COVER (in/mm.)*** 3M LEFT MID RIGHT 2 1.50 1.50 1.50 ***MOMENT ENVELOPE & SHEARS @ 1/10TH POINTS (kip-ft, kips)*** POINT: .0 .1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 BEAM NO. 2: MT: 0.0 0.4 0.8 1.0 1.2 1.2 1.2 1.0 0.8 0.4 0.0 MB: 0.0 0.4 0.7 0.9 1.0 1.0 1.0 0.9 0.7 0.4 0.0 V: 0.5 0.5 0.4 0.3 0.1 0.0 0.1 0.3 0.4 0.5 0.5 ***REACTIONS (kips)*** COL R D/T 1 0.7 0.85 2 0.7 0.85 ***DEFLECTIONS (in.)*** BM DEFL. 2 0.07 ***WIND DATA (kip-ft)*** BM ML MR ***MOMENT COMBINATIONS @ 1/10TH POINTS (kip-ft)*** POINT: .0 .1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 BEAM NO. 2: GR 0.0 0.4 0.8 1.0 1.2 1.2 1.2 1.0 0.8 0.4 0.0 0.0 0.4 0.7 0.9 1.0 1.0 1.0 0.9 0.7 0.4 0.0 GR-U: 0.0 0.6 1.1 1.5 1.7 1.7 1.7 1.5 1.1 0.6 0.0 0.0 0.5 0.9 1.2 1.4 1.4 1.4 1.2 0.9 0.5 0.0 [ Output ] <RB-1> 5� ' o ge 2f�2 WIND: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 DEAD: 0.0 0.4 0.7 0.9 1.0 1.0 1.0 0.9 0.7 0.4 0.0 0.0 0.4 0.7 0.9 1.0 1.0 1.0 0.9 0.7 0.4 0.0 TOTU: 0.0 0.6 1.1 1.5 1.7 1.7 1.7 1.5 1.1 0.6 0.0 0.0 0.3 0.6 0.8 0.9 0.9 0.9 0.8 0.6 0.3 0.0 *** DESIGN MOMENTS (kip-ft) *** M-LEFT M-MID M-RITE BEAM NO. 2: GR WKG 0.00 1.20 0.00 GR WKG 0.00 0.65 0.00 COMB ULT 0.00 1.74 0.00 COMB ULT 0.00 0.59 0.00 *** SHEAR ANALYSIS *** BM END VU VUS VC VMULT S-MAX kips psi psi in. 2 L 0.7 10.5 109.5 0.0 0.0 2 R 0.7 10.5 109.5 0.0 0.0 *** REINFORCING STEEL (sq. in., in.)*** BM ASL CL REVL ASM CM REVM ASR CR REVR DL DM DR 2 0.00 0.00 0.00 0.05 0.00 0.00 0.00 0.00 0.00 10.5 10.5 10.5 ***REINFORCING*** LEFT END BEAM TOP BARS NO. BOTTOM BARS NO. VERT. LEFT STIRRUPS VERT.RIGHT STIRRUPS NO. LONG SHORT ROWS LONG SHORT ROWS LEGS NO.SIZE SPAC. LEGS NO.SIZE SPAC. 2 2# 5 0# 0 1 2# 5 0# 0 1 0[ 0 # 0@ 0" 0[ 0 # 0@ 0" 2R* 0# 0 1 * TOP BARS AT RIGHT END NOTES: (1) TOP LONG bars are assumed to be fully effective over both adjacent supports (see Bar Placement Diagram in the CONBM documentation) . (2) Bar letters refer to the Bar Placement Diagram found in the CONBM program documentation. (3) Bar schedule does not necessarily satisfy reversal and compression steel requirements, as noted in the *** REINFORCING STEEL *** table. End of CONBM ARBAB ENGINEERING, INC. Consulting Engineers Beam Desion RB-2/RB-3 L1 L2 L1 = 6.50 ft L2= 7.58 ft Loads From Roof: Width TRIBUTARY' 4.00 ft DL= 140.00 lbs/ft LL= 120.00 lbs/ft From Wall : Height= 3.00 ft DL= 300.00 lbs/ft Total Load : DL= 440.00 lbs/ft LL= 120.00 lbs/ft See Computer Output: b= 8.00 in h h= 12.00 in b Use 2#0 Too Bottom w/Stirrups#3(aa 4"c.c. Reaction 1 = 1.50 kips D/T= 0.82 Reaction 2= 5.80 kips D/T= 0.82 Reaction 3= 1.90 kips DIT= 0.82 11900 Biscayne blvd, Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Deflection Check: Clear Cover= 1.50 in q= 46.67 Ibsen fc= 3000.00 psi P= 0.00 lbs E= 3.12E+06 psi L= 78.00 in I= 771.75 in a= 0.00 in l r= 270.11 in' b= 78.00 in Due to Distributed Load: w �t , � 5 ASI i384 R1 x 0 = 0.027 in Due to Point Load: W x_ ..y- i b wa 3E l a+81 d 0 = 0.000 in Total A = 0.027 in Maximum Deflection=U360= 0.217 in OKII 11900 Biscayne blvd, Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 [ Output ] <RB-2 / RB-3> Page 1 of 3 53 PROJECT: RB-2 / RB-3 ***BASIC DATA*** CODE PIN ALT SWAY LAST MOMRED NO YES NO NO YES NO TYPE BMS TCOL BCOL FC FY GAM FV FCT ft. ft. ksi ksi pcf ksi psi 3 4 0.0 0.0 3.0 60. 145. 60. 273.9 ***SPAN DATA*** BM SPAN B D BLFT BRT WLD ft. in. in. in: in. ft. 2 6.5 8.0 12.0 0.0 0.0 0.0 3 7.6 8.0 12.0 0.0 0.0 0.0 ***UNIF. LOADS*** BM TYPE LOAD START END WIDTH psf ft. ft. ft. 2 DL 440.0 0.0 6.5 1.0 3 DL 440.0 0.0 7.6 1.0 2 LL 120.0 0.0 6.5 1.0 3 LL 120.0 0.0 7.6 1.0 ***CONC. LOADS*** BM TYPE P LOC kips ft. 2 LL 0.0 0.0 ***EFFECTIVE COVER (in/mm.)*** BM LEFT MID RIGHT 2 1.50 1.50 1.50 3 1.50 1.50 1.50 ***MOMENT ENVELOPE & SHEARS @ 1/10TH POINTS (kip-ft, kips)*** POINT: .0 .1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 BEAM NO. 2: MT: 0.0 0.8 1.4 1.7 1.7 1.4 0.8 0.0 -0.9 -2.0 -3.4 MB: 0.0 0.7 !.1 1.4 1.4 1.1 0.7 0.0 -1.1 -2.5 -4.1 V: 0.9 0.9 0.6 0.2 0.2 0.6 1.1 1.5 1.9 2.2 2.2 BEAM NO. 3: MT: -3.4 -1.'7 -0.2 1.1 2.0 2.6 2.9 2.7 2.2 1.3 0.0 MB: -4.1 -2.0 -0.3 0.9 1.7 2.2 2.3 2.2 1.8 1.0 0.0 V: 2.5 2.5 2.0 1.5 1.0 0.5 0.0 0.4 0.9 1.4 1.4 ***REACTIONS (kips)*** COL R D/T 1 1.5 0.82 2 5.8 0.82 3 1.9 0.82 ***DEFLECTIONS (in.)*** BM DEFL. 2 0.06 3 0.16 ***WIND DATA (kip-ft)*** BM ML MR [ Output ] <RB-2 / RB-3> Page 2 of 3 ***MOMENT COMBINATIONS @ 1/10TH POINTS (kip-ft)*** 54 II � POINT: .0 .1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 BEAM NO. 2: GR 0.0 0.8 1.4 1.7 1.7 1.4 0.8 0.0 -0.9 -2.0 -3.4 0.0 0.7 1.1 1.4 1.4 1.1 0.7 0.0 -1.1 -2.5 -4.1 GR-U: 0.0 1.2 2.0 2.4 2.4 2.0 1.2 0.0 -1.2 -2.8 -4.7 0.0 1.0 1.6 1.9 1.9 1.6 1.0 0.0 -1.6 -3.6 -6.0 WIND: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 DEAD: 0.0 0.7 1.1 1.4 1.4 1.1 0.7 0.0 -0.9 -2.0 -3.4 0.0 0.7 1.1 1.4 1.4 1.1 0.7 0.0 -0.9 -2.0 -3.4 TOTU: 0.0 1.2 2.0 2.4 2.4 2.0 1.2 0.0 -0.8 -1.8 -3.0 BEAM N0. 3: 0.0 0.6 1.0 1.2 1.2 1.0 0.6 0.0 -1.6 -3.6 -6.0 GR -3.4 -1.7 -0.2 1.1 2.0 2.6 2.9 2.7 2.2 1.3 0.0 -4.1 -2.0 -0.3 0.9 1.7 2.2 2.3 2.2 1.8 1.0 0.0 GR-U: -4.7 -2.3 -0.3 1.5 3.0 3.8 4.2 4.0 3.2 1.9 0.0 -6.0 -3.0 -0.4 1.2 2.3 3.0 3.3 3.1 2.5 1.5 0.0 WIND: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 DEAD: -3.4 -1.7 -0.2 0.9 1.7 2.2 2.3 2.2 1.8 1.0 0.0 -3.4 -1.7 -0.2 0.9 1.7 2.2 2.3 2.2 1.8 1.0 0.0 TOTU: -3.0 -1.5 -0.2 1.5 3.0 3.8 4.2 4.0 3.2 1.9 0.0 -6.0 -3.0 -0.4 0.8 1.5 1.9 2.1 2.0 1.6 0.9 0.0 *** DESIGN MOMENTS (kip-ft) *** M-LEFT M-MID M-RITE BEAM NO. 2: GR WKG 0.00 1.67 -4.14 GR WKG 0.00 -1.09 -3.38 COMB ULT 0.00 2.43 -6.02 COMB ULT 0.00 -1.59 -3.05 BEAM NO. 3: GR WKG -4.14 2.87 0.00 GR WKG -3.38 -0.29 0.00 COMB ULT -6.02 4.18 0.00 COMB ULT -3.05 -0.43 0.00 *** SHEAR ANALYSIS *** BM END VU VUS VC VMULT S-MAX kips psi psi in. 2 L 1.3 18.8 109.5 0.0 0.0 2 R 3.2 44.8 109.5 0.0 0.0 3 L 3.6 50.1 109.5 0.0 0.0 3 R 2.0 27.9 109.5 0.0 0.0 *** REINFORCING STEEL (sq. in., in.)*** BM ASL CL REVL ASM CM REVM ASR CR REVR DL DM DR 2 0.00 0.00 0.00 0.07 0.00 0.05 0.17 0.00 0.00 10.5 10.5 10.5 [ Output ] <RB-2 / RB-3> 55 �" I Page 3 of 3 3 0.17 0.00 0.00 0.12 0.00 0.01 0.00 0.00 0.00 10.5 10.5 10.5 '**REINFORCING*** LEFT END BEAM TOP BARS NO. BOTTOM BARS NO. VERT. LEFT STIRRUPS VERT.RIGHT STIRRUPS NO. LONG SHORT ROWS LONG SHORT ROWS LEGS NO.SIZE SPAC. LEGS NO.SIZE SPAC. 2 2# 5 0# 0 1 2# 5 0# 0 1 0[ 0 # 0@ 0" 0[ 0 # 0@ 0" 3 0# 0 0# 0 1 2# 5 0# 0 1 0[ 0 # 0@ 0" 0[ 0 # 0@ On 3R* 0# 0 1 * TOP BARS AT RIGHT END NOTES: (1) TOP LONG bars are assumed to be fully effective over both adjacent supports (see Bar • Placement Diagram in the CONBM documentation) . (2) Bar letters refer to the Bar Placement Diagram found in the CONBM program documentation. (3) Bar schedule does not necessarily satisfy reversal and compression steel requirements, as noted in the *** REINFORCING STEEL *** table. End of CONBM ARBAB ENGINEERING, INC. Consulting Engineers Beam Desian RB-5/RB-6/RB-7(Arched) jam Ll L2 L3 L1 = 7.50 ft L2= 7.50 ft L3= 8.00 ft Loads From Roof: Width TRjBUTARY= 7.00 ft DL= 245.00 lbs/ft LL= 210.00 lbs/ft From Wall : Height= 1.00 ft DL= 100.00 lbs/ft Total Load : DL= 345.00 lbs/ft LL= 210.00 lbs/ft See Computer Output: b= 8.00 in h h= 12.00 in A, b Use 2#6 Top 8<Bottom w/Stirrups#3(aa C ,& Reaction 1 = 2.00 kips D/T= 0.68 Reaction 2= 5.30 kips D/T= 0.68 Reaction 3= 5.60 kips D/T= 0.68 Reaction 4= 2.10 kips D/T= 0.68 11900 Biscayne blvd, Suite#508 North Miami, Fla 33181 Phone:305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. 51T it L Consulting Engineers Deflection Check: Clear Cover= 1.50 in q= 46.25 lbs/in fc= 3000.00 psi P= 0.00 lbs E= 3.12E+06 psi L= 96.00 in I= 771.75 in a= 0.00 in la= 270.11 in4 b= 96.00 in Due to Distributed Load: w 5 �Vd e` 384 El a z 0 = 0.061 in Due to Point Load: W _ Wa2b2 _,x... wb j b ._y 3E11 Wa 1 a+b=l t 0 = 0.000 in Total A = 0.061 in Maximum Deflection=U360= 0.267 in OKII 11900 Biscayne blvd, Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 [ Output ] <RB-5 / RB-6/RB-7> Page 1 of 3 59 0C III PROJECT: RB-5 / RB-6/RB-7 ***BASIC DATA*** CODE PIN ALT SWAY LAST MOMRED NO YES NO NO YES NO TYPE BMS TCOL BCOL FC FY GAM FV FCT ft. ft. ksi ksi pcf ksi psi 3 5 0.0 0.0 3.0 60. 145. 60. 273.9 ***SPAN DATA*** BM SPAN B D BLFT BRT WLD ft. in. in. in. in. ft. 2 7.5 8.0 12.0 0.0 0.0 0.0 3 7.5 8.0 12.0 0.0 0.0 0.0 4 8.0 8.0 12.0 0.0 0.0 0.0 ***UNIF. LOADS*** BM TYPE LOAD START END WIDTH psf ft. ft. ft. 2 DL 345.0 0.0 7.5 1.0 3 DL 345.0 0.0 7.5 1.0 4 DL 345.0 0.0 8.0 1.0 2 LL 210.0 0.0 7.5 1.0 3 LL 210.0 0.0 7.5 1.0 4 LL 210.0 0.0 8.0 1.0 ***CONC. LOADS*** BM TYPE P LOC kips ft. 2 LL 0.0 0.0 ***EFFECTIVE COVER (in/mm.)*** BM LEFT MID RIGHT 2 1.50 1.50 1.50 3 1.50 1.50 1.50 4 1.50 1.50 1.50 ***MOMENT ENVELOPE & SHEARS @ 1/10TH POINTS (kip-ft, kips)*** POINT: .0 .1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 BEAM NO. 2: MT: 0.0 1.3 2.2 2.8 3.0 2.8 2.3 1.3 0:1 -1.1 -2.4 MB: 0.0 0.9 1.5 1.9 2.0 1.9 1..5 0.9 0.1 -1.6 -3.6 V: 1.4 1.4 1.0 0.5 0.0 0.5 1.0 1.5 1.9 2.3 2.3 BEAM NO. 3: MT: -2.4 -1.3 -0.5 0.1 0.6 0.8 0.5 0.0 -0.7 -1.6 -2.7 MB: -3.6 -2.0 -0.7 0.1 0.4 0.5 0.4 -0.1 -1.0 -2.3 -4.0 V: 1.8 1.8 1.4 0.9 0.4 0.1 0.6 1.0 1.5 1.9 1.9 BEAM NO. 4: MT: -2.7 -1.2 0.1 1.5 2.6 3.2 3.4 3.2 2.5 1.5 0.0 MB: -4.0 -1.8 0.1 1.0 1.7 2.2 2.3 2.1 1.7 1.0 0.0 V: 2.5 2.5 2.1 1.5 1.0 0.5 0.0 0.5 1.1 1.5 1.5 ***REACTIONS (kips)*** COL R D/T 1 2.0 0.68 2 5.3 0.68 3 5.6 0.68 4 2.1 0.68 [ Output ] <RB-5 / RB-6/RB-7> Page. 2 of 3 ***DEFLECTIONS (in.)*** sQ I 3M DEFL. 2 0.17 3-0.02 4 0.22 ***WIND DATA (kip-ft)*** BM ML MR ***MOMENT COMBINATIONS @ 1/10TH POINTS (kip-ft)*** POINT: .0 .1 .2 .3 .4 .5 .6 .7 .8 .9 1.0 BEAM NO. 2: GR 0.0 1.3 2.2 2.8 3.0 2.8 2.3 1.3 0.1 -1.1 -2.4 0.0 0.9 1.5 1.9 2.0 1.9 1.5 0.9 0.1 -1.6 -3.6 GR-U: 0.0 1.9 3.3 4.2 4.4 4.2 3.4 2.0 0.1 -1.5 -3.4 0.0 1.2 2.1 2.6 2.8 2.7 2.1 1.3 0.1 -2.3 -5.3 WIND: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 DEAD: 0.0 0.9 1.5 1.9 2.0 1.9 1.5 0.9 0.1 -1.1 -2.4 0.0 0.9 1.5 1.9 2.0. 1.9 1.5 0.9 0.1 -1.1 -2.4 TOTU: 0.0 1.9 3.3 4.2 4.4 4.2 3.4 2.0 0.1 -1.0 -2.2 0.0 0.8 1.4 1.7 1.8 1.7 1.4 0.8 0.0 -2.3 -5.3 BEAM NO. 3: GR -2.4 -1.3 -0.5 0.1 0.6 0.8 0.5 0.0 -0.7 -1.6 -2.7 -3.6 -2.0 -0.7 0.1 0.4 0.5 0.4 -0.1 -1.0 -2.3 -4.0 GR-U: -3.4 -1.9 -0.7 0.2 1.0 1.2 0.8 -0.1 -1.0 -2.2 -3.8 -5.3 -2.9 -1.1 0.1 0.6 0.7 0.5 -0.1 -1.5 -3.5 -6.1 WIND: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 DEAD: -2.4 -1.3 -0.5 0.1 0.4 0.5 0.4 0.0 -0.7 -1.6 -2.7 -2.4 -1.3 -0.5 0.1 0.4 0.5 0.4 0.0 -0.7 -1.6 -2.7 TOTU: -2.2 -1.2 -0.4 0.2 1.0 1.2 0.8 0.0 -0.6 -1.4 -2.5. -5.3 -2.9 -1.1 0.1 0.4 0.5 0.3 -0.1 -1.5 -3.5 -6.1 BEAM NO. 4: GR -2.7 -1.2 0.1 1.5 2.6 3.2 3.4 3.2 2.5 1.5 0.0 -4.0 -1.8 0.1 1.0 1.7 2.2 2.3 2.1 1.7 1.0 0.0 GR-U: -3.8 -1.7 0.2 2.3 3.9 4.8 5.1 4.7 3.8 2.2 0.0 -6.1 =2.6 0.1 1.5 2.4 3.0 3.2 3.0 2.4 1.4 0.0 WIND: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 . 0.0 0.0 0.0 0.0 0.0 0.0 DEAD: -2.7 -1.2 0.1 1.0 1.7 2.2 2.3 2.1 1.7 1.0 0.0 -2.7 -1.2 0.1 1.0 1.7 2.2 2.3 2.1 & 1.7 1.0 0.0 TOTU: -2.5 -1.1 0.2 2.3 3.9 4.8 5.1 4.7 3.8 2.2 0.0 -6.1 -2.6 0.1 0.9 1.6 1.9 2.1 1.9 1.5 0.9 0.0 *** DESIGN MOMENTS (kip-ft) *** M-LEFT M-MID M-RITE BEAM NO. 2: [ Output ] <RB-5 / RB-6/RB-7> Page 3 of 3 GR WKG 0.00 2.97 -3.57 64-b O GR WKG 0.00 0.05 -2.42 COMB ULT 0.00 4.45 -5.34 :OMB ULT 0.00 0.05 -2.18 BEAM NO. 3: GR WKG -3.57 0.77 -4.04 GR WKG -2.42 -1.02 -2.74 COMB ULT -5.34 1.16 -6.05 COMB ULT -2.18 -1.52 -2.47 BEAM NO. 4: GR WKG -4.04 3.39 0.00 GR WKG -2.74 0.07 0.00 COMB ULT -6.05 5.07 0.00 COMB ULT -2.47 0.06 0.00 *** SHEAR ANALYSIS *** BM END VU VUS VC VMULT S-MAX kips psi psi in. 2 L 2.1 29.3 109.5 0.0 0.0 2 R 3.5 49.3 109.5 0.0 0.0 3 L 2.7 38.0 109.5 0:0 0.0 3 R 2.9 40.6 109.5 ' 0.0 0.0 4 L 3.8 53.3 109.5 0.0 0.0 4 R . 2.3 32.1 109.5 0.0 0.0 *** REINFORCING STEEL (sq. in., in.)*** 3M ASL CL REVL ASM CM REVM ASR CR REVR DL DM DR 2 0.00 0.00 0.00 0.13 0.00 0.00 0.15 0.00 0.00 10.5 10.5 10.5 3 0.15 0.00 0.00 0.03 0.00 0.04 0.17 0.00 0.00 10.5 10.5 10.5 4 0.17 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 10.5 10.5 10.5 ***REINFORCING*** LEFT END BEAM TOP BARS NO. BOTTOM BARS NO. VERT. LEFT STIRRUPS VERT.RIGHT STIRRUPS NO. LONG SHORT ROWS LONG SHORT ROWS LEGS NO.SIZE SPAC. LEGS NO.SIZE SPAC. 2 2# 5 0# 0 1 2# 5 0# 0 1 0[ 0 # 0@ 0" 0[ 0 # 0@ 0" 3 0# 0 0# 0 1 2# 5 0# 0 1 0[ 0 # 0@ 0" 0[ 0 # 0@ 0" 4 2# 5 0# 0 1 2# 5 0# 0 1 0[ 0 # 0@ 0" 0[ 0 # 0@ 0" 4R* 0# 0 1 * TOP BARS AT RIGHT END NOTES: (1) TOP LONG bars are assumed to be fully effective over both adjacent supports (see Bar Placement Diagram in the CONBM documentation) . (2) Bar letters refer to the Bar Placement Diagram found in the CONBM program documentation. (3) Bar schedule does not necessarily satisfy reversal and compression steel requirements, as noted in the *** REINFORCING STEEL *** table. End of CONBM r r BEAM SCHEDULE SIZE ELEV. REINFORCING #3 STIRRUPS E. END MARK INCHES TOP A B D C E NO. SPACING INCH REMARKS RB-1 8" x 12" 2-6 2-6 ® 4" c.c. RB-2 8" x 12" 2-6 2-6 0 4" c.c. EXTEND "A" & "D" THRU RB-3 RB-3 8" x 12" 2-6 2-6 ® 4" c.c. RB-4 8" x 12" 2-6 2-6 ® 4" c.c. RB-5 8" x 12" 2-6 2-6 0 4" c.c. EXTEND "A" & "D" THRU RB-7 RB-6 8" x 12" 2-6 2-6 ® 4" c.c. EXTEND "A" & "D" THRU RB-7 RB-7 8" x 12" 2-6 2-6 0 4" c.c. RB-8 8" x 12" 2-6 2-6 ® 4" c.c. TB 8" x 12" VARIES 2-5 2-5 4 ® 12" & 48" C.C. ARBAB ENGINEERING INC. Sheet No. - OF: - f Project: Pacheco Residence CONSULTING ENGINEERS — 11900 BISCAYNE BLVD., SUITE 508 Drawn By. — NORTH MIAMI, FLORIDA 33181 Date: — PHW N0. (305)891 FAX N0. (30.5)891-0544 File: — ARBAB ENGINEERING INC. (0 01 < <i Consulting Engineers Footing Design Footing F-1 Soil Bearing Capacity= 2000.00 psf Loads . From Roof: Wtrib= 15.00 ft DL= 525.00 Lb/ft LL= 450.00 Lb/ft From Wall : Height= 12.00 ft DL= 1200.00 Lb/ft Total DL= 1725.00 Lb/ft Total LL= 450.00 Lb/ft Footing Dimensions : Width= 2.00 ft Depth = 12.00 in Length= Cont ft See Computer Output: Use 3#5 continuous&4 @ 24"c.c.Short Way 11900 Bicayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 [ Output ) <Footing F-1> Page 1 of 1 PROJECT: Footing F-1 63 i TALL FOOTING DATA: P TYPE TW BF QA PLL PDL PV TV CTR in. ft. psf ( kips/feet ) in. 1 8.00 2.00 2000. 0.45 1.73 . 0.00 0.00 1 DESIGN DATA: FC FY DMIN DMAX MINS MAXS CLRB CLRT ksi ksi ( inches ) ( inches ) 3.00 60. 12.0 12.0 #5 #5 3.00 3.00 FOOTING SIZE: WIDTH THICK 21- 0" X 12" WALL FOOTING PARAMETERS: BL BR XBAR CL CR QS QDL ( inches ) in. in. in. psf psf 8 8 0.00 2.00, 2.00 1087 862 TRANSVERSE REINFORCING: As Areq'd d #5 @14.0" X 11- 6" bottom layer 0.27 0.26 8.69 LONGITUDINAL REINFORCING: 2 #5 bottom, 2nd layer, continuous QUANTITIES PER LINEAR FOOT OF WALL FOOTING: teinf. Concr. (lbs) (cu.ft.) 3.47 2.00 End of WALLFOOT ARBAB ENGINEERING, INC. �4 Cr Consulting Engineers Footina Desictn Footina F-2 Soil Bearing Capacity= 2000.00 psf Loads From Roof Area w,= 64.06 ftz DL= 2.24 kips LL= 1.92 kips Uplift= -7.23 kips From Selfweight: Column Height= 12.00 ft Beam Trib. Length= 7.00 ft Column Weight= 0.10 kips/ft DL= 1.20 kips Beam Weight= 0.19 kips/ft DL= 1.35 kips Total DL= 4.80 kips Total LL= 1.92 kips Uplift= -7.23 kips Footina.Dimensions Width= 4.50 ft Depth= 16.00 in Length= 4.50 ft See Computer Output: Use 6#5 E.W.Bottom Use 3#5 E.W.Top 11900 Bicayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. lit Consulting Engineers Ualift Check: Max. Uplift= 10.85 kips ( 150% Increment) Counter Load Roof: Load= 0.64 kips Column Selfweight: Load= 1.20 kips Beam Selfweight: Load= 1.35 kips 4"Ground Slab: Load= 0.98 kips 2'soil depth : Load= 4.05 kips Footing selfweight: Load= 3.92 kips Total : 12.14 kips Okil 11900 Bicayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 [ Output ] <Footing F-2> Page 1 of 1 JOB TITLE: Footing F-2 R( ***** GEOMETRIC DATA ***** BMIN 4.50 feet TMIN 16.00 inches L/B INCR 1.00 BMAX 4.50 feet BCOL 8.00 inches LMIN 4.50 feet DCOL 12.00 inches LMAX 4.50 feet H 2.00 feet ***** LOAD DATA ***** PD 4.80 kips MD 0.00 ft-kips WD 0.0 psf PL 1.92 kips ML 0.00 ft-kips WL 0.0 psf PW -7.23 kips MW 0.00 ft-kips ***** MATERIAL PROPERTIES AND REINFORCING DATA **** QMAX 2000.0 psf BARMIN 5 DP 3.00 inches GAM 145.0 pcf BARMAX 5 FC 3.0 ksi SPAMIN 4.00 inches FY 60.0 ksi SPAMAX 24.00 inches CASE SERVICE SERVICE SOIL PRESSURE STRESS SERVICE MOMENTS SERVICE SHEARS LOADS MOMENT MIN MAX LENGTH LONG. TRANS. LONG. TRANS. kips ft-kips psf psf feet ft-kips ft-kips kips kips 1 10.65 0.00 525 525 4.50 2 2 1 1 2 12.57 0.00 620 620 4.50 2 3 1 1 3 2.56 0.00 126 126 4.50 0 0 0 0 4 13.41 0.00 662 662 4.50 3 3 1 1 5 4.00 0.00 197 197 4.50 0 0 0 0 6 14.85 0.00 733 733 4.50 3 4 1 2 ***** REQUIRED REINFORCING ****** CASE LONGITUDINAL TRANSVERSE sq(in/mm) sq(in/mm) TOP BOT TOP BOT 1 0.00 1.56 0.00 1.56 2 0.00 1.56 0.00 1.56 3 0.05 1.56 0.00 1.56 4 0.00 1.56 0.00 1.56 5 0.05 1.56 0.00 1.56 6 0.00 1.56 . 0.00 1.56 DEVELOPMENT LENGTH DICTATES BAR QUANTITY **x**** SIZE ********* WIDTH LENGTH THICKNESS ft ft in 4.50 4.50 16.00 ************************* REBAR **************************** LONG WAY SHORT WAY AS/COL TOP BOT TOP BOT sq (in/mm) 3 # 5@24.00 6 # 5@ 9.50 0 # 0@ 0.00 6 # 5@ 9.50 0.00 -------------- -------------- End of rectfoot w FOUNDATION , SCHEDULE MARK SIZE REINFORCING REMARKS F-1 24 x 12" 3 # 5 CONTINUOUS # 4 @ 24" C.C. SW. F-2 4'-6" x 4'-6" x 16" 6 # 5 EACH WAY BOT. 3 # 5 EACH WAY TOP F-3 30" x 4'-6" x 16" 6 # 5 EACH WAY BOT. 3 # 5 EACH WAY TOP DRILLED REINF. 6" INTO EXIST ARBAB ENGINEERING INC. Sheet No. — OF: — Project: Pacheco Residence CONSULTING ENGINEERS — 11900 BISCAYNE BLVD., SUITE 508 Drawn By. — NOR'IH MIAMI, FLORIDA 33181 Date: — PHONE N0. (305)891=- - FAX No. (305) W-0504 File: — ARBAB ENGINEERING, INC. 0 � ' Consulting Engineers Ledger Type 1 P.T.Wood Anchor Bait C 0 Ct P.T.Wood Anchor Bolt ( 1 ) P.T.Wood 2" x 12" continuous along the wall with 518" HIM kwlk Bolt-11 min. 6" embedment spaced at 24"c.c., NOA: 01-1001-.03 Bolt Diameter= 5/8 in Bolt Area= 0.31 int Min. Embedment= 6.00 in Vertical Load = -105.75 psf W tributary= 1.00 ft Load= 105.75 lbs/ft spacing= 2.00 ft Shear per Bolt= 211.50 lbs Effective Height( H )= 9.50 in Effective Width (W)= 1.50 in No of Ledger= 1 Units Shear( Bolt)= 211.50 Lbs Tension( Bolt)= 66.79 Lbs {Bolt Place @ Midheight of the ledger) Ledner Check f„=(3v)/(2bd) v=Shear b=total net width d=net height d'=min. distance from the edge to center of the bolt V= 211.50 lbs b= 1.50 in d= 9.50 in d'= 4.75 in Allowable Shear= 90 psi Condition for a 2"x 12"member No 2 f„= 22.26 psi < 90.00 psi(Allowable Shear) OKII 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. 1-0 Consulting Engineers lat Anchor Bolt Design as per ACI-302 D.4.1.1 �Nn> Nu ( D-1 ) (PVn>Vu ( D-2) Nu= 100.18 lbs V„= 317.25 lbs D.4.4(Strength Reduction Factors) For Bolt Use c) Anchor governed by concrete breakout, side face blowout, pullout, or pryout strength Condition A Condition B I)Shear Loads : 0.75 0.70 ii)Tension Loads: 0.75 0.70 (Hooked Bolts) Note: 1) Condition A applies where the potential concrete failure surface are crossed by supplementary reinforcement 2) Condition B applies where such supplementary reinforcement is not provided 3) Strength Reduction Factors are for Service Loads Will Use Condition B (P = 0.70 (For Shear) (P = 0.70 ( For Tension) TENSION D.5.1.2 Nominal Strength of an anchor or group of anchor in tension shall not exceed: Ns=nA.F,t (D-3) n = Number of Anchors A,e= Effective cross section area of an Anchor Fut= Shall not be greater than 1.9 Fy or 125 ksi n= 1 Am= 0.31 int( For 5/8"Anchor Bolt) Fut= 58.00 ksi N$= 17.79 kips 11900 Biscayne Blvd.,Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. lyn a I j ( Consulting Engineers (l, D.5.2.1 Nominal Concrete breakout Strength Nc,or Ncbg of an anchor or group of anchor in tension shall not exceed : For a single anchor: Nib= (An/Ano) `I'2 `I'3 Nb ( D-4) A„o= 9 hef he= Length of Emb. An= From Fig. RD.5.2.1(b)ACI 318-02/413 Nb= k V% hef1.5 k= 24 Cast in place anchors k= 17 Post Installed anchors *2= 1 if cn,i„> 1.5 hf Cmin= Min. Edge distance of Bolt Cmin= 4.75 < 1.5 hf *2= 0.7+ (0.3Cnan/1.5het) *2= 0.858333 \P3= 1.25 Cast in place anchors *3= 1.40 Post Installed anchors hef= 6.00 in Ano= 324.00 in An= 247.50 in *2= 0.858333 *3= 1.40 fe= 3000.00 psi Nb= 13.68 kips Nib= 12,56 kips 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. U1 Consulting Engineers D.5.3.1 The Nominal Pullout Strength NPn of an anchor in tension shalt not exceed : NPn— *4NP ( D-12) NP= 0.9 P,eh do (D-14) 3 do<eh<4.5 do +4 = 1 (worst case for section cracked) do= 5/8 in eh= 3 do= 1.88 in NP= 3.16 kips NPn= 3.16 kips �pNn= 2.21 kips SHEAR D.6.1.2 Nominal Strength of an anchor or group of anchor in Shear shall not exceed: VS=0.6nA,,F,t (D-18) n= Number of Anchors A,,= Effective cross section area of an Anchor Fut= Shall not be greater than 1.9 Fy or 125 ksi n= 1 An= 0.31 in2( For 5/8"Anchor Bolt) Fut= 58.00 ksi VS= 10.68 kips 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. r-jpZ Consulting Engineers D.6.2.1 Nominal Concrete breakout Strength V,,b or Vbg of an anchor or group of anchor in shear shall not exceed : For a single anchor: (Shear Perpendicular to the edge) Vcb= (Av/Avo) *6*7 Vb ( D-20) Avo= 4.5 C12 ( D-22) c,= edge distance Av= From Fig. RD.6.2.1(b)ACI 318-02/421 Vb= 7( I/do)0.2 v dofc (cl)'.s ( D-23) 1 if c2> 1.5 c1 �g= 0.7+0.3(c2/1.5cl ) if c2< 1.5c1 *6= 1 *7= 1 Worst case c,= 4.75 in A.= 101.53 in` A,= 85.50 in` do= 0.625 in fc= 3000.00 psi Vb= 3.45 kips Vob= 2.90 kips D.6.3.1 The Nominal Pryout Strength Vpn of an anchor in shear shall not exceed Vcp= KcpNcb (D-28) Ncb= (An/Ano) `I'2 *3 Nb ( D-4) Kcp = 2 (for hf>2.5 in) Ncb= 12.56 kips Vcp= 25.12 kips On = 2.03 kips 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. L Consulting Engineers D.7.3 Interaction of tensile and shear forces N„ V„ (PNn + (Pvn < 1.2 100.18 + 317.25 0 0.2 OK!! 2214.8 2032.02 D.8.1 Minimum Distance center to center 4 d, = 2.50 in OKII D.8.2 Minimum Edge Distance 6 d, = 3.75 in OKII 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. �t'�' t i Consulting Engineers Ledger Type 2 P.T.Wood Anchor Bolt C U 0 P.T.Wood Anchor Bolt ( 1 ) P.T. Wood 2" x 12" continuous along the wall with 6/8" Hlltl kwik Bolt-II min. 6" embedment spaced at 24"c.c.,NOA: 01-1001-.03 Bolt Diameter= 5/8 in Bolt Area= 0.31 int Min. Embedment= 6.00 in Vertical Load= 65.00 psf W tdbuty= 6.00 ft Load= 390.00 lbs/ft spacing= 2.00 ft Shear per Bolt= 780.00 lbs Effective Height( H)= 11.50 in Effective Width (W)= 1.50 in N°of Ledger= 2 Units Shear( Bolt)= 780.00 Lbs Tension ( Bolt)= 406.96 Lbs ( Bolt Place @ Midheight of the ledger) Ledner Check f„=(3v)/(2bd) v=Shear b=total net width d =net height d'=min. distance from the edge to center of the bolt V= 780.00 lbs b= 3.00 in d= 11.50 in d'= 5.75 in Allowable Shear= 90.00 psi Condition for a 2"x 8"member No 1 f„= 33.91 psi < 90.00 psi(Allowable Shear) OK!! 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. q5 I Consulting Engineers Anchor Bolt Design as Per ACI-302 D.4.1.1 �pNn> Nu ( D-1 ) (PVn>Vu ( D-2) Nu= 610.43 lbs Vu= 1170.00 lbs D.4.4(Strength Reduction Factors) For Bolt Use c) Anchor governed by concrete breakout, side face blowout, pullout, or pryout strength Condition A Condition B I)Shear Loads : 0.75 0.70 ii)Tension Loads: 0.75 0.70 (Hooked Bolts) Note : 1) Condition A applies where the potential concrete failure surface are crossed by supplementary reinforcement 2) Condition B applies where such supplementary reinforcement is not provided 3) Strength Reduction Factors are for Service Loads Will Use Condition B �O = 0.70 ( For Shear) (P = 0.70 (For Tension) TENSION D.5.1.2 Nominal Strength of an anchor or group of anchor in tension shall not exceed: N.=n A.F,, (D-3) n= Number of Anchors Aw= Effective cross section area of an Anchor F,t= Shall not be greater than 1.9 Fy or 125 ksi n= 1 A.= 0.31 int( For 5/8"Anchor Bolt) Fut= 58.00 ksi N$= 17.79 kips 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. Ct a ` Consulting Engineers D.5.2.1 Nominal Concrete breakout Strength Nb or N ft of an anchor or group of anchor in tension shall not exceed : For a single anchor: Nab= (An/Ano) *2`P3 Nb ( D-4) Ano= 9 hof he= Length of Emb. An= From Fig. RD.5.2.1(b)ACI 318-02/413 Nb= k 1/fc hef" k= 24 Cast in place anchors k= 17 Post Installed anchors *2= 1 if Cmin> 1.5 h f Cmin= Min. Edge distance of Bolt Cmin= 5.75 < 1.5 hf *2= 0.7+(0.3C,,,j,/1.5h f +2= 0.891667 *3= 1.25 Cast in place anchors \P3= 1.40 Post Installed anchors hef= 6.00 in Ano= 324.00 int A,= 265.50 int *2= 0.891667 `Y3= 1.40 f c= 3000.00 psi Nb= 13.68 kips N,b= 14.00 kips 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. j�7r �(` �� l Consulting Engineers ((,, HJT D.5.3.1 The Nominal Pullout Strength NP„of an anchor in tension shall not exceed : NPS_ 4 4NP ( D-12) NP= 0.9 f,eh do ( D-14) 3 do<eh<4.5 do *a = 1 (worst case for section cracked) do= 5/8 in eh= 3 do= 1.88 in NP= 3.16 kips NPn= 3.16 kips (pNn= 2.21 kips SHEAR D.6.1.2 Nominal Strength of an anchor or group of anchor in Shear shall not exceed: V8=0.6nA.F,t ( D-18) n= Number of Anchors Aw= Effective cross section area of an Anchor Fut= Shall not be greater than 1.9 Fy or 125 ksi n= 1 An= 0.31 in2( For 5/8"Anchor Bolt) Fut= 58.00 ksi V8= 10.68 kips 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers D.6.2.1 Nominal Concrete breakout Strength Vb or Vbg of an anchor or group of anchor in shear shall not exceed : For a single anchor: (Shear Perpendicular to the edge) V.b .(k/AW) *6 *7 Vb ( D-20) A,,= 4.5 cl2 ( D-22) c,= edge distance A„= From Fig. RD.6.2.1(b)ACI 318-02/421 Vb= 7( I/do)o.z-\/dofc (CJ)1.6 ( D-23) if c2> 1.5 c, ` 6 0.7+0.3(c2/1.5cl ) if c2< 1.5cl +6= 1 *7= 1 Worst case c,= 5.75 in Aw= 148.78 in` A,= 103.50 in` do= 0.625 in fc= 3000.00 psi Vb= 4.59 kips veb= 3.19 kips D.6.3.1 The Nominal Pryout Strength Vpn of an anchor in shear shall not exceed Vr,p= Ka,Nrb (D-28). N.b= (An/Ano) 4'2 `I'3 Nb ( D-4) Kc, = 2 (for hf>2.5 in ) Nib= 14.00 kips V�p= 28.00 kips SOVn = 2.24 kips 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 h ARBAB ENGINEERING INC Consulting Engineers D.7.3 Interaction of tensile and shear forces N„ + VU cPVn < 1.2 610.43 1170.00 _ 2214.8 + 2235.71 0•$ OK!! D.8.1 Minimum Distance center to center 4 d, = 2.50 in OKII D.8.2 Minimum Edge Distance 6 d, = 3.75 in OKII 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers Ledger Type 3 P.T.Wood Anchor Bolt 0 0 0 P.T.Wood Anchor Balt ( 1 ) P.T.Wood 2" x 12" continuous along the wall with 5/8" Hilti kwlk Bolt-11 min. 6" embedment spaced at 16"c.c.,NOA: 01-1001-.03 Bolt Diameter= 3/4 in Bolt Area= 0.44 int Min. Embedment= 6.00 in Vertical Load= 102.00 psf W terry= 17.33 ft Load= 1768.00 lbs/ft spacing = 0.67 ft Shear per Bolt= 1178.67 lbs Effective Height( H)= 11.50 in Effective Width (W)= 1.50 in N°of Ledger= 2 Units Shear( Bolt)= 1178.67 Lbs Tension (Bolt)= 614.96 Lbs ( Bolt Place @ Mldheight of the ledger) Leduer Check f„=(3v)1(2bd )x(d/d') v=Shear b=total net width d= net height d'=min. distance from the edge to center of the bolt v= 1178.67 lbs b= 3.00 in d= 11.50 in d'= 5.75 in Allowable Shear= 90 psi Condition for a 2"x 8"member No 1 f„= 25.62 psi < 90.00 psi(Allowable Shear) OKIi Ane-hnr Rn14 naainn act nnr Ari-4n9 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers PW 1%01 vvn LAW01%411 as uerl rwN-av,. D.4.1.1 �oN,> Nu ( D-1 ) �Ovn>Vu ( D-2) Nu= 922.43 lbs Vu= 1768.00 lbs D.4.4(Strength Reduction Factors) For Bolt Use c) Anchor governed by concrete breakout, side face blowout, pullout, or pryout strength Condition A Condition B I)Shear Loads: 0.75 0.70 ii)Tension Loads: 0.75 0.70 ( Hooked Bolts) Note 1) Condition A applies where the potential concrete failure surface are crossed by supplementary reinforcement 2) Condition B applies where such supplementary reinforcement is not provided 3) Strength Reduction Factors are for Service Loads Will Use Condition B �O = 0.70 ( For Shear) �O = 0.70 (For Tension ) TENSION D.5.1.2 Nominal Strength of an anchor or group of anchor in tension shall not exceed: N$=nA..F,t ( D-3) n= Number of Anchors Am= Effective cross section area of an Anchor Fut= Shall not be greater than 1.9 Fy or 125 ksi n= 1 Am= 0.44 int( For 5/8"Anchor Bolt) Fut= 58.00 ksi —N$= 25.62 kips D.5.2.1 Nominal Concrete breakout Strength Ne,or Ncbg of an anchor or group of anchor in tension shall 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers not exceed : For a single anchor: Ncb= (An/Ano) `I'2`I`3 Nb (D-4) Ano= 9 h� he= Length of Emb. An= From Fig. RD.5.2.1(b)ACI 318-02/413 Nb= k ,/f" hilf'.s k= 24 Cast in place anchors k= 17 Post Installed anchors 412= 1 if cn,p,> 1.5 hf Cmin= Min. Edge distance of Bolt Cmin= 5.75 < 1.5 hf *2= 0.7+(0.3Cmin/1.5het) 4'2= 0.891667 *3= 1.25 Cast in place anchors *3= 1.40 Post installed anchors h,f= 6.00 in Ano= 324.00 in An= 265.50 in *2= 0.891667 *3= 1.40 fc= 3000.00 psi Nb= 13.68 kips Ncb= 14.00 kips D.5.3.1 The Nominal Pullout Strength Npn of an anchor in tension shall not exceed : 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. �� 4 Consulting Engineers NPn' *4NP (D-12) NP= 0.9 fc eh do ( D-14) 3 do<eh<4.5 do *4 = 1 (worst case for section cracked) do= 6/8 in eh= 3 do= 2.25 in NP= 4.56 kips NPn= 4.56 kips FFN-n= 3.19 kips SHEAR D.6.1.2 Nominal Strength of an anchor or group of anchor in Shear shall not exceed: Vs=0.6nA, F,t (D-18) n= Number of Anchors An= Effective cross section area of an Anchor Fut= Shall not be greater than 1.9 Fy or 125 ksi n = 1 An= 0.44 in2( For 5/8"Anchor Bolt) Fut= 58.00 ksi Vs= 15.37 kips D.6.2.1 Nominal Concrete breakout Strength Von or Vcw of an anchor or group of anchor in shear shall 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. Consulting Engineers 94 not exceed: For a single anchor: (Shear Perpendicular to the edge) VCb' (All/A- *6 `I'7 Vb ( D-20) Avo= 4.5 C12 ( D-22) c1= edge distance Av= From Fig. RD.6.2.1(b)ACI 318-02/421 Vb= 7(1/d,)0.2 Jdofo (01)1.5 ( D-23) q'6= 1 ifc2> 1.5 c1 *6= 0.7+0.3(c2/1.5c1 ) if c2< 1.5c1 q's= 1 417= 1 Worst case c1= 5.75 in Avo= 148.78 in` Av= 103.50 in` do= 0.75 in fc= 3000.00 psi Vb= 4.85 kips Veb= 3.37 kips D.6.3.1 The Nominal Pryout Strength Vpn of an anchor in shear shall not exceed Vcp= KopNcb ( D-28) Nob= (An/Ano) `I'2*3 Nb ( D-4) KC, = 2 (for hf>2.5 in ) Nob= 14.00 kips V�p= 28.00 kips �Vn = 2.36 kips D.7.3 Interaction of tensile and shear forces 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENG INEERING, INC. Consulting Engineers N„ V„ + < 1.2 �pNn �OVn 922.43 + 1768.00 1.0 OKII 3189.4 2361.40 D.8.1 Minimum Distance center to center 4d. = 3.00 in OKII D.8.2 Minimum Edge Distance 6 do = 4.50 in OKII 11900 Biscayne Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Pacheco Residence Fax: 305-891-0504 ARBAB ENGINEERING, INC. `"'� � l C Consulting Engineers Ledger Schedule Mark Description Fastener L-1 1 2"x 10" 5/8"Hilt Kwik Boit II @ 24"c.c. L-2 2 2"x 12" 5/8"Hilti Kwik Bolt II @ 16"c.c. 11900 Biscayne.Blvd., Suite#508 North Miami, Fla 33181 Phone: 305-891-5049 Fax: 305-891-0504 Pacheco Residence PIT c M I A MMIAM DADS COUNTY,FLORIDA =12D METRO-DARE FLAGM BUR DING BUILDING CODE COMPLIANCE OFFICE(BCCO) 140 WEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIVISION MMMT,FLORIDA 33130-1563 (305)375-2901 FAX(305)375-2908 NOTICE OF ACCEPTANCE(NOA} NU-VUE Industries Inc. 1055 East 29 Street. Hialeah,Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals(BORA)to be used in Miami Dace 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 Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. N this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke,modify,or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if A is determined by Miami-Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code including High velocity Hurricane Zone. DESCRIPTION:Wood Connectors. APPROVAL DOCUMENT:Drawing No.Nu 5,titled"Skewed Nail Plate,NV358&NV458 with Double NVTH Straps,NVTH/NVTHS Anchors&NVHC Hurricane Clips and NVSTA&NVHTA Heavy Duty Anchors with Seat"sheet 1,through 4 of 4,dated 04/15/04 with last revision on 09/20/04,prepared by Nu-Vue Industries Inc signed and sealed by V.N.Tolat,PE,bearing the Miami-Dade County Product Control Approval stamp with the Notice of Acceptance(NOA)number and approval date by the Miami Dade County Product Control Division. MISSILE IMPACT RATING:None LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo,city,state 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 daze 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 distdbutors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1,evidence page&approval document mentioned above. The submitted documentation was reviewed by Ca '16 nt PE. NOA No:04-0510.03 Espiration Date: December 23,2009 Approval Date: December 23,2004 Page 1 0DO 0 �l Nu-Vue Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE PAGE A DRAWINGS 1. Drawings prepared by Nu-Vue Industries Inc,titled"Skewed Nail Plate,NV358&NV458 with Double NVTH Straps,NVTH/NVTHS Anchors&NVHC Hurricane Clips and NVSTA& NVHTA Heavy Duty Anchors with Seat",Drawing No.NU-5,sheets No. 1,through 4 of 4,dated 04/15/04 with last revision on 09/20/04,signed and sealed by V.N.Tola4 PE. B TEST Test reports on wood connectors per ASTM D1761 by Product Testing Inc,signed and sealed by C.K Caudel,PE. Report No. Wood Connector Direction Date 1. PT#03-4482 NVSNP3 Downward 09/15/03 2 PT#034625 NVHCUR Up&Sideways 01/21/04 3 PT#044641 NVSTA-24H Up&Sideways 03/17/04 4. PT#04-4698 NVTH24 Up&Sideways 04/15/04 5 PT#034590 NVTH26/NV458 Sideways 12/31/03 6. PT#04-4642 NVHTA-24H Up&Sideways 03/22/04 7. PT#034543 NVTH2O/NV358 Up&Sideways 12/19/03 C CALCULATIONS Report of Design Capacities prepared by V.N.Tolat on 04/27/04,sheet 1 through 12,signed and sealed by V.N.Tolat PE. D QUALITY ASSURANCE 1. Product Control Division E STATEMENTS 1. Code compliance letter issue by V.N.Tolat on 04/27/04 signed and sealed by V.N.Tolat,PE. 2. No interest letter issued by V.N.Tolat on 11/03/04 signed and sealed by V.N.Tolat,PE. andid F.Font PE. Sr.Product Control Exw atner NOA No 04-0510.03 Expiration Date: December 23,2009 Approval Date: December 23,2004 E-1 y� General Notes • 1. Steel shall conform to ASTM A653, structural grade 33 (Min. yield ' I I 33 ksi) and a minimum galvanized coating of G 60 per ASTM A525. --3w 11010 0 2. Allowable loads are based on National Desing specifications (NDS) for wood construction, 1997 Edition. . • • 0 0 0 3. Design loads are for Southern Pine species with a specific gravity, "• 3V of 0.55. Allowable loads for other species shall be adjusted • •;, o , accordingly. . • 4. Common wire nail values are based on NDS table 12.3F, G-0.55 - I tg,• and have been reduced for Penetration Depth factor Cd I I Tun bottom 5. Allowable loads for wind uplift have Already been increased b a • gi° ��; sir �`� duration factor of 33X for anchor nail. This increase is not allowed - for steel stress if dead load and wInd loads are combined toad - Hole paw is i Holes W do. at* values shown are, without 33% steel stress Increase. m&rarimage of the P=eye a:bottom 6. Allowable loads for more than a single connection cannot be dwrd added together. A design load which is divided into components in - the direction given must be evaluated as follows: ea•romc Actual U IIIft_'+ 6ctugl Ll Allowable + '. owa a <=1.0 - i NVSidP3 Allowable Uplift, TABLE 1 Installation 7, Allowable loads are based on 1V thick wood members unless SKEWED NAIL PLATE otherwise noted. Product Steel Fastener na Allowable Loads (lbs) Code Gauge Schedu8. All tie beams and grouted concrete masonry shall comply with Each End QVAtY chapter 21 of FBC. Concrete for tie beams and grout and mortar for concrete masonry shall be a minimum of 2500 psi. Concrete +P3 1B fg> _ fns gas ' masonry shall comply with ASPM C90. For uplift, use two NVSNP3, one at top chord and 9. All tests have been conducted in accordance with ASTM D-1761. ' one at bottom chord of the supporting and supported Trusses in compliance with section 2321.7 of the FBC. VM N TOUT,PE(CIVIL) FL.RSG.#12847 ro on 15123 LANTERN CREEK LANE Notes: ✓ HOUSIDN,TX"M sonf! �q 1. Use 6 nail holes in each flat ' D a Nu—Vue* rdtd.i, ' �^ 1063-1owBut 29 skvd 2. Do not bend nail plate more than once. ' Hid"h.P 31013 3. Supporting member shall be in the acute angle side with other flange behind the 3 04 t+am end of supported member (see sketch.) 11 5K8WED NAII.PIATE DWGls sheet: Dam Rovislone y� NU-5 1 of 4 Area 14 sow sept 2M 2004 -•� TABLE 2: NV358 i 14G Double NVTH Straps with 2 ply 18G seat TABLE 3: NV458 — 14G Double NVTH Straps with 3 ply 18G seat Assembly 14G Strap Oimension Total No. Total No. Assembly 14G Strap Olmensron Total Na. Total go. Product Product H of Fasteners of Fasteners Allowable Loads (lbs) Produat Product H of Fasteners of Fasteners Allowable Loads ([be) Code , Code (inches) in 2 Strops in Seat Code Code (inches) in 2 Straps In Seat 1Od x $ 10d x 3'. UPM L1 12 10d x 3'. 10d x r UOM L1 C2 NV358-12 NVTH18 ' 12 8• B 2245 1881• 1838,• NV4W-12 NVIH16 12 8 8 2245' 2783 2078 NV358-14 NVT M8 • 14 10" 8 - 2525 2206' 2066, NV4SB-14 NVM18 14 18 8 2328 3131 2338 i NY35& H�-18 NVI • t8 12, 8 2WO' 2452 7298" NV438-16 NViIi20 18 12 8 SOB 3478 2587 NV358-20 NVM24• 20' 14 ' 8 - 30881 2697, 2528 NV458--20 NVIH24 20 14 8 3088 3827' 2857 NV358-2Z NVM28, 72' i8 8 3W7 2942 2M NVQ -•22 WDIM 22 18 8 3:187 4173 3117 NV388-24 WnM ' 24, NV458-24 *JnW 24 NVS58-26 Wam- 28 ' NY488- iJVTH30 28 i NV358-32 NVIH38' 32 NV4W-32 NVM30 NV358-44 X18' 44 i ►ry458-44 WMW 44 HSdN Dto-v i Notes: ' Holes Db. ' i 1.Mininmm embedment into ccrWete 4". �y 3.See Note 88(Shest) combined bad.2.Mob are necescry In strps and sect to ad(Me d lasda' Imo+ I' T 4.Naffs through chords Wxd not farce the trues plats on the appoeft aka ' Hates DIm W Tor 18G Seat Detail UPLIFT ]4�41iid NV358 and NV458 I ,+ 815•NV485 VEE N.TOLAT,PE(CrW 4 L2123�.ANTM CMM LANE 3�� Trues plate rega64d HOUS'1nAL T%77068 • H to bottom abedeomply6�p56ffie u-Vue t rtea,raa. > ' 106$-1�Beat 29 SOmmet 1 0 " Rsbl[Qroements �� Hteleab.F1or14a�W8 �\ Pin SM oown%t• ON , --- cGy. FM(W a"-am Ll t 3� !bn«'ete TIM Seem WM&AIV4ii8 WITH DOU MS NM STRAPS or Xb Beam formed WithDWtf 4 ShseG Date Raviato�: INU-5 2 of 4 pie Im Sept 20, 2004 " T � TABLE 4 nms plate�� bo ch to �'� , Truss Anchors NVTH and Riveted Truss Anchors with Seat NVTHS Raquf �� HProduct Gouge Gou a o. o Fasteners Maxbnum Allowable Load (ibs emt o20s',r H' L ength(in) Code c strap in Strop 10d x 1.5" Uplift L1 L2 H8 700 ' 560 825 ' 12 NVTH-16 MYTHS 212 18 14 MOL IV 6 838 ' 671 830 ' J 4� EttB LJ 14 NVTH-18 NVTHS 214 18 14 7 877 783 735 . EMB. 1Y ca wroto 110 Beam NVTHS i iXi / NVTH Wah to formed 18 EN -d22 NVTHS 216 1H 14 H 1117 i 783 735' TABLE 5 ' 18 NVTHs 218 18 14 8 1286 783 . 735 . HURRICANE CUPS 10 1386 , 783 735 Product Description Cage Faster>ars 10d x I Allowable Laade (lbs) 20 MYTH-24 NVTHS 220 18 14 11 1490 783 735 Code Header Jobb UptlR Lt L2 W*= " HI MCANE CLIP-RIGHT. 18 - 8 8 828 283 333 22 NVh{_26 NVTHS 222 18 14 12 1544 783 735 ' NWM " NURRICANE CLIP-UgT 18 8 8 328 283 1 333 1 i For Uplift, use two 13 1598 783 738 ehaa side to comply with bion 2321.7 of 24 NVTH-28 NVTHS 224 18 14 the FBC 0 0 ° 0 26 NVTH-30 NVTHS 226 18 14 or, ' 0 0 i 32 NVTH-36 NVTHS 232 1H 14 NVHCL NVHCR 44 NVTH-48 NVTHS 244 18 14 o ahem ta7.iT 2-2e nww `�` 0 - ' Cross-Sectton �a o Tams plate required TV I Holes Dia.�• • to transfer load to VM N.MUT,PE(C M a ,0 bottom cdwd FL.1M#12847 hde d1o.mo 178 diem 15123 IAN�ERN CBEETf LANE NVTH, NVTHS 6" L2 ;; 2-2a wacu HDUSTON,TX 77088 �1E • �p NVHCR 1�u— V ue b .Taa. 11t�et"Flodde�M. E� scALE � a 4 FAg z obi 3L NCTH/DiV17i5ANC;r;J08S&NVSC>EitiR[ttCA1vECTdPS .•=� MUM CBMW Dove SheWnate aevastoas r' y�� NU-5 3of4 ares14200E Swt.20.2004 TABLE 6 TABLE 7 NVSTA—Heavy Duty Anchors with 14G NVTH Straps and 1 ply 20G seat NVHTA—Heavy Duty Anchors with 14G Double NVTH Straps and 1 ply 2013 seat Assembly 14G Strap Dimension Total No. Total No. of Assembly 14G Strap Dimension Total No. Total No. of Allowable Loads (Ibs) Product Product H of Fasteners Fasteners in Allowable Loads (lbs) Product Product H of Fasteners Fasteners In Code Code (inches) in Strap 20 GA. Seat a s e Code Code (inches) in two Straps 20 GA. Seat s a e s 10d x U2 10d x 1J¢" �� U 1O x 1)r 10d x 1X" Uplift Lt 12 NVSTA-12H NVfM6 12 5 6 1308 ' 700' 1049' WiTA-12114 NVTH16 12 10 6 1772 • 2078' 1050. 1450, v 6 8 1426' 760• 1144' i 12 8 1994' 2338 ' 1181 - 16M' NVSTA-14H NVTH18 , 14 NVHTA-14H NVTHi8 ' 14 7 6 1545 823` 1239 14 6 2215-* 2598 1312, 1812 NVSTA-16H NV1H2O 18 8 6 16641 887' 1335 NVHTA—AH NVTH2O 18 1s 6 2437/ 2858' 1444• 1994' i NVSTA-20H NVTH24, 2Q 8 - 8 1783' 950' 1430 NVHTA-20H NVTH24, 20 18 6 2858, 3117/ 1575/ 2173 NVSTA-22H NViH28, 22 NVHTA-22H NVTH26. 22 0 007� ' Notes: NVSTA-24H NVTH28, 24 • o ' NVHTA-24H NYTH28, 24 1. Nags are nery in straps and seat to achieve, dosing loads.. 2. See note 8, sheet 1 for combined loading. ' 3. Nags through chords shag not face the truss plates. ' NVSTA-26H NVTH3026 . S, NVHTA-26H NVTH30' 26. 4. For general notes, see meet 1. ' & For higher uplift loods, concrete shall be 3000 psL ' 6. Based at min. 2500 psi conorote. ' NVSTA-32H NVTH38NVHTA--Xii N%tnM- 32 Hake ixa - ' , NVSTA-44H NVTH46 44 , NVHTA-44H NVTH48 44 ' 4 NVSTA NVHTA a1 Rt , H 12H throght 44H H ' 12H throght 44H BL— *— i •• 4•tau, . VIEW N.TOLAT,PE(CIM 'r MkL a 4-MN FL REG.#1284? 20 GA.Seat FM En's'" stot a2os x t• °te 16123 LA T M CRffi{LANE 1� 1 ErnbedmesL HOUSTON,TS 77068 AL2. lg�l. i res nate revtred to trmreterAPM rb t*bu%$W a amtleRaMf�� . tRd"obeornMin,20 NVSTAtNVItI'AWAVYDUTYANOMWITHS'BAT op do bollenTop&Oo4tomLi DWGItk SIreeG Data Revisits: `. `� NU-5 4 of 4 ApmL i%saoi SOL 20, 2004 M I A M I0ADE NUAla DADS COUNTY,FLORIDA ® METRO-DARE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE(BCCO) 140 WEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIVISION MIAMI,FLORIDA 33130-1563 (305)375-2901 FAX(305)375-2908 NOTICE OF ACCEPTANCE (NOA) Nu-Vue Industries,Inc. 1053-1059 East 29 Street Hialeah,Florida 33013 SCOPE: This NOA is being issued under the applicable.rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami Dade County Product Control Division and accepted by the Board of Rules and Appeals(BORA)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 Division (in Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke,modify,or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is deternimed by Miami Dade county Product Control Division that this product or material fails to meet the requkements of the applicable building code. This product is approved as described herein,and has been designed to comply with the High velocity Hurricane Zone of the Florida Building Code. DESCRIPTION:Wood Connectors NVTP,NVHTA,NVSTA&NVHC. APPROVAL DOCUMENT:Drawing No.NU-1,sheets 1 through 2,titled` rruss Anchors and 5-Way Clip& Truss and Top Plate Anchors,"with no revisions,dated 05/29/00,prepared by Nu-Vue Industries,Inc.signed and seined by V.N:Tolat,PE,bearing the Miami-Dade County Product Control Renewal stamp with the Notice of Acceptance(NOA)mind=and expiration date by the Miami Dade County Product Control Division. MISSILE IMPACT RATING:None LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo,city,state 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,*wit 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#00-0327.03 consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Candido F.Font PE. NOA No:03-0224.10 { Expiration Date: May 22,2008 Approval Date:April 17,2003 Page 1 Nu-Vue Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBNIITTED (For File ONLY.Not part of NOA) A DRAWINGS 1. Drawings prepared by Nu-Vue Industries,Inc.,titled"Truss and Top Plate Anchors"and`"Truss Anchors and 5-Way Clip",drawing No.NU-1,sheetsl and 2,dated 05/29/2000 with no revisions, signed and sealed by V.N.Tolat,PE. B TEST Test reports on wood connectors per ASTM D1761 by Atec Associates,Inc.,signed and sealed by P.G.Read,PE. Report No. Wood Connector Direction Date 1. 03697.0001 NVSA44 Down . 11/27/96 2. 03697.0001 NVHC Lateral&Uplift 11/27/96 3. 03697.0001 NV131124 Down&Up 11/27/96 4. 03697.000 NVHTA Lateral&Uplift 11/27/96 Test reports on wood connectors per ASTM D1761 by QCM Metallurgical,Inc.signed and sealed by F.Grate,PE. Report No. Wood Connector Direction Date 1. 6EM-1364 NVTP4 Uplift 07/17/96 C CALCULATIONS Report of Design Capacities prepared by V.N.Tolat Product Model No.of Pages Date Signature 1. NVHTA 2 through 4 12/06/96 V.N.Tolat,PE 2 NVBH 5 through 5 12/06/96 V.N.Tolat PE. 3. NVSA 7 through 7. 12/06/96 V.N.Tolat,PE 4. NVHC 6 through 6 12/06/96 V.N.Tolat,PE 5. NVrP 1 through 1 12/06/96 V.N.Tolat,PE. D STATEMENTS 1. No Financial Interest letter issued by Vipin N.Tolat PE.on 12/18/96 signed and sealed by V.N. Tolat,PE. 2. No change letter issued by Nu-Vue Industries,Inc.on 03/17/03 and signed by M.R Guardado. Candido F.Font PE. Sr.Product Control Examiner • NAA No 03-02.24.10 Expiration Date: May 226 2008 Approval Date: April 17,2003 E-1 Top Plate Anchors.They are designed to anchor top and bottom wood plates to wood auras. Holden Double Strap Riveted Truss Anchor..They ace designed of 14 ganga steel plates to resist latmW and uplift farces. The seats are made of 20 gauge steel. i e ! UPLIFT o � o li o t �awP"w.e^"m°eel.ems o . qs• ; `L; IT Product Plate Dimensions Fasbmer Uplift Festem Uplift i picdud � Dimaodon Fastom Uplift Fwww Uplift Faster Ll L2 •Code Size Gauge A B 8d Lbs. 10d Lbs Coda H lOd' Lbs 16d' Lbs lOda li` Lbs Lba NVTP4 2x4 20 3-5/8" 7-3/16° 6 goo 6 968 NVHTA 8 14 8" 8 1935 8 2028 6 -1617 1943 Try 1p6 2x6 ZO 5-5/80 80 8 1067 8 1200 NVHTA 10 14 !0" 10 2133 10 2133 6 1617 1943 NVHTA 12 14 120 12* 2133 12* 2133 6 1617 1943 NV7P8 2x8 20 7-318" 8- 10 1200 10 1200 NV$TA 14 14 140 14• 2133 14* 2133 6 1617 1943 NVTP4H 2,4 18 3-5/80 7-3/160 12 1200 12 1200 NVTP6H 2x6 18 5-5/80 80 NVHTAI6 14 160 18* 2133 18* 2133 6 1617 1943 NVTpgH 2x8 18 7-3/80 8-3/160 NVHTAI8 14 180 20* 2133 20* 2133 6 1617 1943 NVHTA20 14 20" 22* 2133 22* 2133 6 1617 1943 i)MioimumWait Penetattioa10d1.776"&1.572" NVHTA22 14 220 24* 2133 24* 2133 6 1617 1943 1)Minionno mbadmmt Into coarrea40. tRonucTRMEvso 2) *m=bcroffasteaescan bemdmxdto10withoutloweringcapaohy. esu amm shwas 3) 3TOWnoMberoffastmainbothstnV& ,bumk,.t�, - O ( NOTES: 4Totdmm�baof iaseat. m 5)Nails are necemsryin steps and sed to achieve design Ica& a)Tho appmvedpmducb"bc made of galvanized sted o gto ASTMA653*uctud quality Mzdo 33 6) aMee to 1 under ds shay Gap clip(stet 2)Sor ontbeocombined loading s (min.yield 33 kd)and amininmmc oatingofG90 arming to ASTMA525. 7)Naos through chords s>>att not ftmxthelrasa pLRe oaths opposite side Mgt b)Allowable loads am based on National Design Speaifi=tions ferwood consknctoa 1991 Edidon&1993 Etta. VPWX TOUT.P.8 �T c)Design loads are for Sou&=Pina species with a specific gravity of 0.55.Allowable loads for othor spades or MWZMAS tt0 tmm 0 TU (C5%) 1\u"7 ueM&Bwmb& IMIM PAW 29 Suva conditions WmRbe acilm"aazadiagly. setts oma mm CM FL B13(1 p 12847 Flostda nm d)Fps aro connamwim nails,lag screws orbofts for single shear as showed andnoted(athe approval. � o (305)6940397 e)All tests was inaccordancewMASTMD-1761. Fes(305)6940398 f)Allommble losdafirwiadupliShavoahoadybeen iacreasedbyadmatloaIoM factorof33%aadnootiarinmeasaisps twos muss AND TOP PLATB ANCSORs maw y ego DWG#: mt= Dem ACCtPtA O IM May N 1 of 2 9' U 1 v t Deep Seat Truss Anchor.They are desigaed to resist ktmal and Fiveway Grip Clip(520).They are designed from 18 ganga steel to secure rafter and gauge steal and the seats of 20 fO is made of 14 ��, ttosses to Wall studs or top plates and Wa11 etude to sM plates. UPLIFT f �c UPLuT 41FTL2L2 —LI Ll Trlss Plate rem"d to O'en89er upaPt to bottm d= 7l ,: Ll t.. Product Descdoon l?astena Allowable Leads r Code Header Joist Upla Ll L2 NVHC 5wagcup 16-8d 12-8d 710 560 730 37 or or Product StrapDfinanskn Fastener Upli& Fastener 16-lOd 12-lOd Code Gouge H 10d' Lbs. 16d' Lbs. 10dx W Lim. Lys, or • 16-6d 12-6d NVSTA8 14 8" 5 1221 5 1221 6 1671 1541 NVSTA 10 14 10" 6* 1221 6 Ml 6 1671 1541 1) Combined load ofUphBwithLl orUplitiwith l2 must aatisfythe fDnowhg egnati= NVSTA 12 14 12" 7* 1221 7 1221 6 1671 1541 j Actual NVSTA 14 14 14" 9* 1221 9 1221 6 1671 1541 f Up lift AL1arL2 + NVSTA16 14 16" 9* 1221 9 1221 6 1671 1541 Allow"Uplift A1lowableLlorL2 ��1.0 NVSTA 18 14 18" 10* 1221 10 1221 6 1671 1541 NVSTA20 14 20" 11* 1221 11 1221 5 1671 1541 2)For GeamalNota am Sheet 1. NVSTA22 14 22" 12* 1221 12 1221 6 1671 1541 t 1)Alkia nembedmntinto 4". � ,dmmocaete. 2) *mamba of fast s can bereduced to 5 without lowering anchor ty. neo -0 4.815 3) sTotaltuunbaoffastnerinshap. 4) 4Total number offasbanainseat 5)NWIs are maxsse y m shag and seat to achieve design.loads. 6)See Note 1 underFiveway(trip clip for combined boding. 7)Nails through chords aball not f w the tress plate on the opposite aide. VA'n K TOLAT,P.B ( ) NIL-vile .�. 1 n M comm w"THE MfFlu, 3#12847 1053-1059 EW 29 Street Ona Room M ONG M F1ialmL,Flaidamon BY rte' a Fes�694-0398 eaaswa cum aur a► v� TRUE ANGORS AND SWAY CLW smaa2 io. MICE °� G�y� as: May Hama NU-12of2 �' M 1 A M I- AL* MIAMI-DADS COUNTY,FLORIDA _ METRO-DADS FLAGLER BURDINGt BUILDING CODE COMPLIANCE OFFICE(ACCO) 140 WEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIVISION MIAMI,FLORIDA 33130-1563 (305)375-2901 FAX(305)375-2908 NOTICE OF ACCEPTANCE (NOA) Nu-Vue Industries,Inc. 1053-1059 East 29 Street Hialeah,Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami-Dade County Product Control Division and accepted by the Board of Rules and Appeals(BORA)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 Division(In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes.If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke,modify,or suspend the use of such product or material within their jurisdiction.BCPRC reserves the right to revoke this acceptance,if it is determined by Miami-Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the High velocity Hurricane. Zone of the Florida Building Code. DESCRIPTION:Wood Connectors NVTA,NVTAS,NVBH,NVUH&NVRT. APPROVAL DOCUMENT:Drawing No.NU-2,sheets i through 3,titled"1WTA and NVTAS Anchors; NVBH 24and NVUH 26 Hangers&NVRT Flat and Twisted Rafter Ties,"dated 02/13/03 with last revision on 07/07/03,prepared by Nu-Vue Industries,Inc.signed and sealed by V.N.Tolat,PE,bearing the Miami-Dade County Product Control Approval stamp with the Notice of Acceptance(NOA)number and approval date by the Miami-Dade County Product Control Division. MISSILE IMPACT RATING:None LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo,city,state 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 otherpurposes 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 revises NOA#03-0327.14 and consists of this page 1 as well as approval document mentioned above. The submitted documentation was reviewed by Can +ont PE. NOA No:041202.01 Cl i /27 LO Expiration Date: August 21,2008 Approval Date:January 13,2005 Page 1 Nu-Vue Industries,Ing. NOTICE OF ACCEPTANCE: 93P ENCE SUgMMED (For File ONLY.Not part of NOA) A DRAWINGS 1. Drawings prepared by Nu-Vue Industries,Inc.,titled"NVTA and NVTAS Truss Anchors; NVBH24 and NVUH26 Hangers&NVRT Flat and Twisted Rafter Ties",drawing No.NU-2, sheetsl through 3,dated 02/13/03 with last revision on 07/07/03,signed and sealed by V.N. Tolat,PE. B TEST Test reports on wood connectors per ASTM D1761 by Product Testing,Inc.,signed and sealed by C.R.Caudel,PE&S.E.Black,PE. Report No. Wood Connector Direction Date 1. PT 024073 NVTA Upward 11/06/02 2. PT 02-4075 NVTA Upward 11/07/02 3. PT 024074 NVTA Upward 11/06/02 4. PT 02-3938 NVTA Upward 08/06/02 5. PT 03-4177 NVRT36 Upward 02/03/03 6. PT 03-4202 NVRT36-T Upward 02/19/03 7. PT 03-4271 NVRT36-T Upward 03/27/03 L PT 03-4270 NVRT24-T Upward 03!27/03 9. PT 024095 NVUH26 Up&Downward 01/17/03 10. PT 024096 NVBH24 Up&Downward 12/03/02 11. 31-22456.0002 NVTA&NVTAS Lateral 07/06/02 C CALCULATIONS Report of Design Capacities prepared by V.N.Tolat,PE Product Model No.of Pages Date Signature 1. NVBM24 7 through 8 05105/03 V.N.Tola4 PE 2 NVRT 9 through 14 05/05/03 V.N.Tolat PE. 3. NVTA&NVTAS 1 through 6 05/05/03 V.N.Tolat,PE 4. NVTA&NVTAS 1 through 14 02/06/03 V.N.Tolat,PE 5. NVRT 15 through 15 07/07/03 V.N.Tolat,PE D STATEMENTS 1. No Financial Interest and code compliance letter issued by Vipin N.Told FE.on 03/26/03 signed and sealed by V.N.Tolat,PE. 2. Letter to Nu-Vue Industries issued by Building Code Compliance Office on 08/10/04and signed by C.F Font PE. Oi Q Can do F.Font PE. Sr.Product Control Examiner NOA No 041202.01 Expiration Date: August 21,2008 Approval Date: January 13,2005 E-1 TABLE 1 Truss Anchors NVTA and Rivet Anchors with Seat NVTAS Truss Anchors NVTA and Rivet Anchors with Sept WAS N Product Gauge Gouge Fasteners M"'imtun Allowable Load M Product Gouge Gawge Fasteners Maxim= ABowabie Load (be) LengthCode seat strap 10d or l6d t toe Uplft U. tea ar o wa (ha)Length Code seat strap tOd x 1.S' UpINt Li L2 o s seer 20 e ewe eras ass 18 - NWA-16 NVrAS 212 2D 14 a ase - 290 / 800 18 NVTA-18' NVTAS 212 20 14 a320 � 830 � s ills • "a 18• MA-18 NVTAS 214 2D 14 290 800 18 NvrA-18 NYfAS 214 20 14 SM 83 ' 20' NVTA-2D NVI'AS 2ts 20 14 250 500 20 NwA-2o NVTAS 218 20 14520 L30 ' tt tome Am V, 22' WTA-22 NWAS 218 20 14 1 terse • 250 S00 22 NVrA-22 NWAS 218 20 14 am' (w ' 13 1146 . 24. NVTA-24 NVTAS 220 20 14 280 500 24 NvrA-24 wwAS 22o 20 14 g2p 83p ' 28. NVTA-26 NVTAS 222 20 14 250 S00 26 NVTA-28 NVTAS 222 20 14 520, 830 28• NVTA-2e NVI•AS 224 20 14 250 a0 28 NWA-28 NVTAS 224 20 14 S2)i 83 30. NVTA-30 NVTAS 228 20 14 MIS 250 8w 30 WTA-30 WAS 228 20 14 520� 830 ' 38' NVTA-36 NVTAS 232 20 14 250 5o 36 NVTA-36 NVTAS 232 20 14 320 ' 630 48• NVTA-48 NVTAS 244 20 14 2S0 500 48 NVrA-48 NVTAS 244 20 14 620 am cateral NAM perpendoutor I. Sted min amlorm to ASTM ASA structural Waft 33(Nin.)idd•33 iron)end � FRODiiMitlym to wall a minknum galvanized aoaft of 0 6o per ASTM AM 2�ko¢tton,1Edition. NoticedOeeMt9 (NOS) wad 1' D/ O 1� Oeeiwt ft Wada are lar Sou6im Phe apache with a apaet8a greeny of OZ& 1• O cootie Wadm Wade for~spaales ill be adjusted tg1% Cwt Reinforcements Required 2 4,Ned Penetration Depth factor an NOS table 12 f Q-0.5S and have been reduced for . O 8 Mouble bods far wind uplift hate chady been increased by a duration a Contxsta TW 8oatn p factor of 33A�on"nana This Increase to not allowed far sled stress N - _ ilL dead Wad and rrhd bad are combined 1 tParaim o wan L1 or Tie with concrete filled Holm�'IV 0 H nth' NVTA, NVTAS N 7.AnawaDls loads lcr atone than one dfaallon for a single connection cannot be WINK roj,A1;PE g g��fv 9� � added together.A design toad which con be divided Into onods h the 4" t n 1( 8d mroct�ro given mat be owduatod as falme: EM �4;L (CNII�I+L.73DG.e112847 los8-]ON 8aec 89 SmOtNVTA 1� WAS 1 =a MIS NV 8.Allowable leads are booed an 1}•thick wood moMos hodeae othowiea noted. FAATG CM 894-0888 Q.An tic beans aM�gatad oancrele Ptaida � � NVTA AND NVTAS TV3SS ANS fBG canasta tar tie booms ami grout' mortar for co ncratto n sorry - 4``a3 be a aft of 2500 Pm.Concrste rnasosy dell comply wM AMM Sheet; Date ltevidma Jds7.2ena 10.An teats have been earxivated In accordance with ASTM 0-1781. KU-2 I of 8 ma i&srb3 ^w` �� TABLE 3 TABLE 4 NVBH 24 BUTTERFLY HANGER NVUH 26 JOIST HANGER FASiF1tER ALLOWABLE LOADS(ma.) 2a4EDUI E ALLOWABLE Loans(am) SCHEDU� DOtINWARD $ �^ DO11Nwm GRA 1TL0ADS UPLIFT LOAD 1332 $ 1UPLIFT �LOSADS AD 1 NV8W2 18 1a 8 1113 sgq 2x6Vih128 1420 10 2233 1213 Notes: Notes 1.Use a8 Vedfied fasteners to scheWs to aehleve values 1.Use all speeMed fasteners In echo"to achieve values Indicated. IndWated. 2 Vdm aro based an 11'header and Joist thk knew 2.Vduee are based an 3'header thldamm and lr joist thklmese. 3 See Comral Notes,Sheet 1. 3.Sae General Notes,Sheet 1. SYMM.®Mid Span SYMM.0 Mid Spat UPLIFT UPLIFT 2j W.' 'IPDOWNWARD ol° 0000 00 oopo � 1i • DOWNWARD LOAD D • • • vm N.TOIAT,PH �� @I ue Iaduetr3es.I. • 2,r (Cmu O a FL REQ G 1247 1068-1069Bed Streek • IAODUCF&EY» Appolvd°fa sr �e -0897 a wibtheP d1 via" PAM 0100694-CM 1[' � egAoA O NM 24 AND NM 26 HANGERS I1" Revisions:Aes7,2DW NU-2 2 of 3 1+66.1&zaos TABLE 5 TABLE 6 NVRT Flat and Twisted Rafter Ties NVRT Twisted Rafter Ties to Concrete Tie Beams or Concrete Filled Mosonry. Length Product Gauge 16d Fasteners Maximum Uplift Load (lbs) Length pact No. of 16d nalls No, of }" diameter Maximum Uplift . (i") Code TOTAL Flat Ties Twisted Ties (in) Code Gauge to Wood Framing Topcons to Concrete Load (lbs) 12 NVRT--12 14 6 3 484 454 12 NVRT--12 14 3 3 454 8 4 608 so 4 3 MA 16 NVRT-16 14 10 8 786 788 18 NVRT--;16 14 S 4 3 6 sol 4 6 4a 7W 756 1 a 18 NVRT-18 14 L 10 8 907 18 NVRT-18 14 8 5 14 7 1 1 7 S 20 NVRT-20 14 14 7 907 1 20 NVRT--20 14 7 4 18 I 8 11351 8 O 4 1 7 1089 1 7 5 22 NVRT-22 14 18 1 a t 1 22 NVRT-22 146 5 1a 1 9 1138 5 24 NVRT-24 14 18 S f1 1 24 NVRT-24 14 059 s s 8 1 9 135 1 1 9 —3-- 14 1 7 1089 1059 1 7 S AM 30 NVRT--30 14 18 I JI 113525 f 30 NVRT-3o 14 18—� 0 1135 125 1 g 4 7 1 1059 36 NVRT-36 14 18 8 1125 1 38 NVRT-38 14 1 I11125 S o 14 7 1 low T S 48 NVRT--48 14 O t8 8 11 t128 48 NVRT-46 14 8 t6 IRRft5 Notes: Notes: 1. Specify'r for flat and'T'for Twisted when arderUtg. ,rte,�Ptmlaa 1. 1TW Tw Zr r D/ tlebean or formed to MW of t� I comets '(''�'f[-'I 2. Fasta�ar vaWes are based on a mtnhman 1r thick wood members. F have a min,edge d of and mtnimummaeo7 �t 2} spacing of 1 as shown 3. •indfeates no, of naffs In each connected wood member. 2 See Germs Notes,shoat t. 4. See General Notes,sheet 1. " O 1r 6lvidow UPLIFT U , . O _ 16d O 1� '.' Apprmad asewMdm Tapcmre LerlolH _< 00k NVRT Anchor spacing of 8 Holes dia. " .�.4 HALF HALF 1�" �1$ FFVLI MN.7=T,PEca,n+ected cawrocted ib, u Y Ql�ito tares to wad .RM if 12847 t deet,Fla"89013 e 2 Mrn edge dletanao FAIL L t15NGtt1 ReInforcament raWk-ed NVRT FLAT AND TWLSM RAFTER TEES TW Boom famed with ZVto3 DWG,*I aeol: I DaOs: Bevis J*7.9009 concrete Cd masonary or eonarota tie beam MJ--2 Sof 9 FSB.13,saoB M IAM IDA NIIAMI DARE COUNTY,FLORIDA _ METRO-DARE FLAGLER BUII.DING BUILDING CODE COMPLIANCE OFFICE METRO-DARE FLAGLER BUILDING 140 WEST FLAMER STREET,SUITE 1603 PRODUCT CONTROL NOTICE OF ACCEPTANCE (305)375-290-290WAK 1 FAX(305)373-2908 Hlltl,Ine. CONTRACTOR LICENSING SECTION 5400 S. 122nd L Ave. (305)375-2527 FAX(305)375-2558 Tulsa,OK 94146 CONTRACTOR ENFORCEMENT DIVISION (305)375-2966 FAX(305)375-2908 PRODUCT CONTROL DIVISION Your application for Notice of Acceptance(NOA)of (305)3752902 FAX(305)372-6339 Hilts Kwik-Con H Concrete Screw Anchor under Chapter 8 of the Code of Miami-Dade County governing the use of Alternate Materials and Types of Construction,and completely described herein,has been recommended for acceptance by the Miami-Dade County Building Code Compliance Office(BCCO)under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite.or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0727.01 EXPIRES: 0 /08 3/2006 Raul Rodriguez Chief Product Control Division THIS IS THE COVERSHEET SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE&PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami-Dade County,Florida under the conditions set forth above. Francisco J.Quintana,R.A. Director Miami-Dade County APPROVED: 08/23/2001 Building Code Compliance Office 11s GM 1*200%mmpkm%nodce accepance cover page dot Internet mail address:postmaster@buildingcodeoniine.com Homepage:http:/Avww.buildingeodeonline.com 103401 Wil ' Inc. ACCEPTANCE NO: 01-0727.01 . APPROVED: AUG 2 3 X001 EXPIRES: 08/03/2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No.99-1028.09,which was issued on 03/10/2000.It approves concrete screws as described in Section 2 of this Notice of Acceptance.They are designed to comply with the South Florida Building Code(SFBC), 1994 Edition for Miami-Dade County for the locations where the actual loads as determined by SFBC Chapter 23,do not exceed the allowable load indicted in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The concrete screws HIM Kwlk Con H shall be fabricated and used in strict compliance with the following documents:Drawing No.543-001-C,titled"Hilti Kwik Con H Screws",prepared by 11ilti,Inc.dated 10/06/99 sheet 1 of 1.It bears the Miami-Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami-Dade Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LUWTATIONS 3.1 Allowable loads are for 2250 psi Compressive Strength Concrete and Concrete Masonry unit per ASTM C90 4. INSTALLATION 4.1 The Concrete Screws shall be installed in strict compliance with the installation instructions published in the Hilti's Product Technical Guide. 5. LABELING 5.1 Each box of screws shall have a permanent label with the manufacturer's name or logo,city,state and the following statement:"Miami-Dade County Product Control Approved". 6. BUILDINGPERMIT 6.1 Application for Building Permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings as identified in Section 2 of this Notice of Acceptance, clearly marked to show the models selected for the proposed installation. 6.13 Any other document required by the Building Official or the SFBC in order to properly evaluate the installation of these products. Candido Font,PE,Sr.Product Control Examiner Product Control Division -2- Inc. ACCEPTANCE NO: 01-0727.01 APPROVED: AUG 2 3 2.001 EXPIRES: 08/03/2006 NOTICE OF ACCEPTANCE STANDARD CONDITIONS 1. Renewal of this Acceptance(approval)shall be considered after a renewal application has been filed and the original submitted documentation,including test-supporting data,engineering documents,are no older than eight(8)years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name,city,state,and the following statement: "Miami-Dade County Product Control Approved",or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered it a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product(identical)as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance,including the correct installation of the product; d) The engineer who originally prepared,signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials,use,and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance,unless prior written approval has been requested(through the filing of a revision application with appropriate fee)and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance of this product or process. b) Misuse of this Acceptance as an endorsement of any product,for sales,advertising or any other purpose. 6. The Notice of Acceptance number preceded by the words Miami-Dade CouWy,Florida,and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents,where it applies,shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1,2 and this last page 3. Candido Font,PE,Sr.Product Control Examiner Product Control Division END OF THIS ACCEPTANCE -3- Mti•Inc. ACCEPTANCE NO: 01-0727.01 APPROVED: " 2 3 20 EXPIRES: 08/03/2006 ` NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS (For File ONLY. Not part of NOA) A DRAWINQS: I. Drawings prepared by Hilti,Inc.titled 11FM i Kwik Con H Screws";Drawing No.543-001-C,dated 10/06/99,sheet 1 of 1 signed and sealed by T.E.Lunn,PE, B TEST: 1. Test report on Strength of Anchors in Concrete and Masonry Elements prepared by Atech Associates, Inc.project Number 70-0295-00065,dated 04/27/95,signed and sealed by P.G.Read,PE. 2. Test report on Corrosion Resistance of Fasteners prepared by Material Testing Services,Job No. 257322-PS,dated June 27—July 10, 1995,signed by D.M.Moyer. C CALCULATIONS: N/A D MATERIAL CERTIFICATIONS: ' 1. Camcar Textron drawings No XCT-92500 through XCT-92515 of Camcrete Special Toru,dated 09/22/92,drawn by Dave B. E STATEMENTS: 1. No change letter issued by Hilti,Inc.on 07/23/2001,signed by A.T.Liechti. Candido Font,PE,Sr.Product Control Examiner Product Control Division E1 HILTI Kwik Con II PA B=MMENS YlQ6�PdU[1ffi{Afa1. DESIGN LOADS = DESCRIPTION : `' aPL =$-am P Carbon Steel Screws H no= Wig Anchor Embedment Concrete 2250 psi C90 Concrete Block Size Depth Shear Tension Shear Tension HITI Kwlk Con A screws are made of plain carbon steel galvanized to 8 um (*0 or stainless steel as shown below, for use with the 3/16' 1' 256# 114# 212# 140# listed design values 3/16' 1-1/4' -- --- 301# --- 3/16' 1-3/4' 254# 246# — -- 1/4' 1' 359# 149# 279# 143# 1/4' 1-1/4' --- -- 430# --- 1/4' 1-3/4' 4934 392# -- --- HITT, INC. All Specimens were torx hex washer head _ - PO BOX 21148 TULSA, OK 74121 Stainless Steel Screws Anchor Embedment Concrete 2250 psi C90 Concrete Block Kwik Con II - Phillips Flat Head Size Depth Shear Tension Shear Tension 3/16' 1' )K 253# N 112# 3# 302 lE 156 HILT I 3/16' 1-1/4' --- --- 1334# 162# - K W I K CON I 3/16' 1-3/4' 1281# )K 243# SCREWS 1/4' 1' 358# 156# 329# 134# U4' 1-3/4' 477# 382# -- --- Kwik Con II - Torx Hex Washer Head I All 3/16' specimens are ph Blips flat head REVISION DATE: All 1/4' specimens are torx hex washer head DATE: 10-06-99 _ DRAWING 543-001—C GENERAL NOTES = - SCALE 1" 1" srIEET No. 1 OF 1 1) Design toads are based on ultimate loads divided by 4. Kwik Con II - Torx Flat Head pmuua FOR OFFICE USE t2) In order to achieve the design load, a minimum edge distance of 1-1/2' far NO 3/16' # screw, and 2-1/2' for 1/4' # screw shall be observed. ACCMA=!m. . hMM CME3) Spacing of an&w shall be 2' in concrete and 3' in concrete blocks In order rxi �� T P . �to achieve the design loads. n 4) Anchor installation shalt be made in accordance'with HRtrs published hr :-� 'a•=:, MWOMM a+ eM.nmc}c:,cu;<xxra sic c >cxs aee8,0a tm. .D stallation instructions In the Product Technical Guide. ;.: .'µ A,� 1�Y/Ed �y {W�+G�,{'C**3'yy:'��J.;�(jjl, Fy `�Nle1Y Mt�MO-l)AdE 2LA�Lxf1[U�Iq ill 1�.t7ILI�t1��Ob.�<�"Ot�tPtK[*�1rtG�:p�I� METRO-DAUISS FLAGLER 0.W1-0114.0 140 W-MrtJAdUIR S 1'Ralm. :itliT9 160 iVIIAM-1.FLbiil)A 31130450 PHDDIWI MR> h+ TIfiE _ : t3as)37s 2901 MAX t3as)37,5 os Vt ted Stcd.Plmdoeb Company Cot-M(A*CT'Qtt:i ICL'"I C,;.$ECrION 703:Tho$ s Drive .Box.l�il t3o5t 1i-450 PA*k(330 3"_2S$s Molttgamety',i iii 5.6-060 WNTRAC'roa 0Wo8rVtt #trtvt i�pty t3tiS?.35+�'t66 f1G3R3)Y73.?908 PRODUC.r CON-MO..ntVrstotu. Your application for:No.Lice,ofAcceptance NOA)of:' (cos)375-202 PAX{atrS} .0� Facet Moutit J ist lftage>rs. tttider Chapter R;ofthe Code of Miami-bade'COunty Bove ing,tha use ofAlternate l te�cals and Typps,of Constrtiotion,.arid ebrnpletely described herein,has been omm lad for aWaptunee by the Iirlianli Dade County'. uilding"COdc Compliance Office(SC-CO)UudfT tha:0 ndihons si e0frod herein. This:NOA shall noir be valid after the:expiration date°stated below. BC.CO reserves the right to secure this product tar Mat0tial at any time from a jobsite or manufaeture.es.plant for quality eontroi testing if this- product or materttti:fhils.to perform in.the approved manner, BCCO.tray rewvttke, mordi'fy, or au pend'the use:of sut It prptlttet or material. imzrcedjut * BCCO >est r s the righ't'`ta rer�ake this app -if if.,it is,: de�0min :,'-by 13CCO that'this.'produet or matsria'l falls to meet tha requirm- enta of the. South plorrl is Bttildixi tide, Thee.e epep.'ee of such.tosting:vuill be incurred by the manufacturer. A PTAl 1+Wi &03 7.04 EX-'IBES. ,0644,AA Raul Rodriguez Clriof l'rc duct ControlDivision TH I R , P CIF N :: BUILDING C JDE PRQ=-T t ,V`IEW CtyM1VI TEE This:application :for Product Approval has been rcuiawed by. the BCC0 and approved by the. jUildipg Code and Product Review Committee to be used in Miami-Dade County, Florida under"tlte conditlons:;sat forth above. rranaisco J,E)aintnna, �.;4. . t rcatar Wiami-bade County 13 _210A Building Cock Co'riapliattt al'fi e M0450001%0PXQM i 0twtdo0eo omomi c cover pato dot Interact mail addri m, posts agar tbuildlrigcodoontine comIlomaF gex http:lIw..%v >builttingeodeou.11nacom to8� off- t I l Ai<'PR{JVEM, 9AYS f 20 x.l This:rx tiow-9-thie�i+ot.fdo O.1 A pttt m No.x}7-1215 07 which.v3ssirad an 06104198. It approves,wood conttaatc cs :as desar3bcd in Gat on 2 t f this Notice cif Aeceptttinoe,dost ned to Comply with thaSouth Florida liuilding -ad 1 }, 1;9 4 Edition for Nllami,44dd:C+�ct�ty�.,for the locations,where the actual.Ion ass. rtd�}t+y�r�i�tyttr�ycdR�4y.'s--F httpte,r ,::dn!nookO.caru4d thc-l6sign Coat!indicated in the:mpproved drs:�vin . �'Ji-„ k` 4YC�TOy J The.,U titO StOet'I ort:Cneat0h shall lam'fabcictztedznd usetf jR;strjet co"Ikmba WitCt t13�fditciVitr dit u sittaw 3 wl 4-M&'NJC� U ` I£ i.,sheet 140. 1 ofd.titled `"p`ace;i taa r�rJoist Nt U uted. I' sdtld :Compattl►;dtc i tl l D:is with rn�rewr cons:'Thc dta Ingo sl till bear the.l srti-i2 1�tty lsrodtrct t',�tttral Approvzrt sttYttip vrhh the tYoixat3 of 1ldccptance nurtfterand�pp�val dttt�by soe I plan i3-Dada:Ptadltcttltttttrol Miswtt�:'i'h 40cU onts;,shatl hereinufterbe atbrrsd to.as the-appt�byed drawings.. 3 L[NLY'1`ATIONS. 31 Al10,90Wn imOiarei&r Soothom Pi to or Wtor with.aspr it gratir3t ttf 1?: 'urf Moisture aon .orf,a °o;Qr; less.: 3 Allo val�le loads:aru bast si on tcsttng por A5'l'NJ I I x+61'ettd:cat: talatlt ns per Natisinal O+�fi�n Sppgitl�ttoi�rot 'o C�tistructf.0 1 J9 Y.Edition- 1 }3, rcaot. 4. iNSTALLAT[oN 4 i The wood:rotttivetott.�sliall ba ittstulled in strict domptionce widi tkapproved drawn S: GAX , :1: tt0..Y.. , ttiient� �nt ln�et��►r#li`fife it�inrtt'aatu is ri�nto or iogQ;e�t�,sta attid t�t� f tllowing. ttttettXent "Niittm%.lids C- un ty Pro laat trk a.E pl pproveti' 6. � AUI�I�Il1it�1'* �1�' fi. Application#or Bondi .Permit ail be aoconip.attiesi Gy copies of this fall w ng:: x..1,:1 AIS Not!*of Acceptanco 6.l, G1ttp1't sxte copi s•oFthe..Apert}Ycd dt tyings:as'ltlgntitlscl to Cetic a :of this:NOtiCc of AGaeptcttzc cleanly rtt, ed to show the ht + rs zln :ntt Jes; c czect l`vr the.propnsuti..instullation,. : Ap tttlier d xtInont wired 14�rstlie:k olitlin8.71 1o1n1 rtr tate IrQE Ib.ortltat to pt early a rakt tc:tht: .instnllattot�;trl��ti .�t�duota Candido f ont,PC,-Sr. Product Control tlxatt�itett Product Conttal:D visiort 2 10q i 0.4ttodE itel Pro urs gositnnnv APPROVED:MAY S; 1 20(" I; Ren wh :of this:Ao��t�nott;�h}�pstal l beeonSidbrOd after a renew-d opOtI a ort has baotufilcd'and throori loal st�bntltt d d nt tttti n,.in indisl$test potting&to,dnginearirig dotAuRa nts,.ura tro of#er liaa Dight{S YOM. . st prttl xtU ap i ed:prctditGts shall ba penuanend Iaboled.with the lonufacturces numc,city state,aad the �t4n $tu�cmcn � "'l li mr. i uc tnt Frc or -Con dil�p�ravcd"',;or aA specifieally stated:.hs thetpnicM , 1t!ttitttt$t�l'tlis tkcu�,oc: I -UuO. ls.orf Acte jotttcc rarltl trot be r6nA lered i r: n) `fot~re has been n conn 4n tltc 5out#t lrtorida i3tiiidir<g.CotlPJ'erinOAtl�c:ovtttztaia>of i1t;srotlact ao tls�c prodact rs trot to com,�l#iiln � the code alrung��; ir? pr�atittot'is rtb loot`ttte srtitteprodrt£idcittll} tlia Doe:originally:appsnvca; c) .Ii eA.rh�ept nc+s holtle J. Aot cbmpRed with-all the"Ouftnits ofthis act;+spt n±ec,including.-the tam.ct In<.sttrilai n of the prod tet,,^ d.). the rcqircd documantat-+q nt.roll}sub. itted:i$:tto longer prrtotic#qB n engirtaotiitg ism ssl tti: d:. :Ails' d es use,for termittatron of th'rs:Afteptartceunlessp +at' rdten np s {: u hart rogttcsued thr�tug)t tl c l t n :af a r vision;ilppli l It tn. Ittt upo rppr tc fco)and-grauted by tills 6 ince. I Any,df tho 14{lav'rit : halt4l oU,grounds for removal or-this:Acocptonco.. qy UoS41si `tu, for►porlb m tctc oftlri$l ri-oduct orpromi ss, U) +Iisuso x ftlt , coeptom.q.as aur ondor. ment,orn prpdi1 1;l'o-SaW d .'it ing. r nriy�rtt r ptrrp6m. ;. Tlrc N nice of iWofshte.au rbor pi dcd t tltQ>tvords isrtii-t ack t ;ttttyi.T•lorido,and otic l X lri>art tn:dcEa nmy bo displayod in Iv'ctrtrs rig litort tuo: :lf-.oq.portion ot'th Nbti ref t c rn 'i dl pplsr 1, lmrt It sli:11.btu atone in its entirety+. 7. A oopy.bf:tliis Aoat pttthewas',%Volt as opprotrcd drawings and pmvIdcd'.o. #Ito.uscr:tY.thQ.ittarrtrfst+urdr or fts distributors rts�d shall 6rtt avdilalsld for insjEtiotr At tl job sito,at mll trine, fine vtgincer opad:not rases!the noplos. Fditurizr to corifply wttlt Wy-'sdcd6n o€':tfrls.: tti�cptrritcit shad bo:cAuse nor term9natitsn and removtti or#du stnoea . I"l is NWoo df Aocepto meconsists.of,VaSpa A !,ills;>xRst=pauc I :tnrlido font,P °Sf,.peoduct Control.*r tnralccr Produet Controt Djvi�jpn NU t F THIS;ACCEPTANck 1+ STEEL DI1l13 NS FAsGENERAL NOT:�S =WMILE AILE LOADS Obs:3 GAilLE v tfE1, D A 1 Hcou fi I "ST t�Cif 7 l> AM sffNI Y11Y X11�A1Fsfki�G�A& �k M= Wit tMpq. & 26• 16 1 WIG 3 1.I4 .1 7lti 1 3!! t6i 16d 6) IDd x 1 1/2 N/q .2J FASTERS A it'C[ 49*:t�W NAft$ WgLm D'fW" WED 3> A�Lciy�rAi{l t;UPLWT t im= 41 V9 84 1 I►Ct�EA$EfI' A Sf3DRT T>�tt 1 M cost+` 'e+i:an ersd:oP t to achWve m�ttaiw6te loads. I98tAFy�tm rAET IfR t F +`a FCa*')IND f:1IAU CE1DCDf 3 1 cAt+ . s SHotL 1.E kidpwt-at�of Loon.For 163 ia9�t. I00S`DWro4� v DOW'L04PS INEREASEII'RY ISMU TERM � @ Df?titN tgnd 1i.Vted fs a* :4. t�1€B t l astids ttsEteot.as i�IA ci uoUFt eapwlty tees tttarr Clm re S skim 6. .ske+►ed t or 1.eSt s 3ti AtL[ ►ABLE .; CIQit fiCE NATIRNAL DESK i SPECIFICATIONS. FCR tidu=C:C9NlS? t'rm,rDlTmN 16 1 '93 ERRATfs, Fm A SC91TE9iRN PINE'Cm 't1= CiR KTTM O'TEST lit tN IiCG�tD�AdAi� 7M 1�STb1 11L761 N TYPW.AL SOefiL f1a AQLAnW SKH26L PI GM=l7 STEEL D*tewlmgs Cbs? FASTENER SCtst:DUlE AI-LQt1AI11:E t.Q1Y9?S` sTkis.} CO11t V H $. A. 10 A14ER JmZT UPLWT 1 9/16 3 1 VZ 1S/16 .0) tad 427 Od x 1 U.i2 480 WA '. 20 1 9^6 4 3t4 1 1/$ .13lIS CO 10d 441 Sd x 11.E .670 WA 6E i 3/f5. Cllil i0d' t B) 8d x I L!L On 7"36 "C 1G3&$�•"pol i"esfG PHt 1 "my 't cm 1 9/IB 8 1!d . MY I LIB 1SPt6 0141'30d Ob Bd x 1 I/8 13u�0 94S _.._. 3 1/16 S 2 I 2/4 CW 16d. C4> 8d 1!!73 . N!A p w .A WZ 3146 7 : 21 1/4 p23 16ts 41P Ltd low sly a�4327.64 3 146 8 E 1 ve cm Sd (0) 8d f 1090 1 Ml*ulm,hft#er thICkr ess ShoU be 1.3/4 bu*Ws Bar led na is akd 2 Vw*wxPor 16d ands.•' x A4to+ra to bo%ox t"d 1st" is at ton Durs'�s Of L004 3 ttptl4 t load's ttststd as WA had uptwt cap*ctty Less than the r.egadred.700 pcwu+s. UNITED $lt—EL :PRbDUCTS CO 703 ROGERS DRIVE MONTGOMMY SIN 561)69 nod w� sti . FACE MOUNT JCIIST HANGERS �— RAWING Nl KSr;.Rs ftXfi&WpaWjL THOMAS A. KOLDEN. P.E. a— TTPICAL .926-2 INSk'AUAY1CN1 SKEET rlUMBM -- CIVIL. NUMBER FL.4SM. 9 O .JL2Ei 2 r P1iOilcr STEEL DIMENSIONS an> FASTENER'SDMEMjLZ ALLOWABLE LOADS Ube,) �taL i�t[ITE� CQP1E GAt A HEADER .WPS DOLJN UPt FT 1) STM SKALL.CLDt W#4 TLPASTH "W. STWm''UttRt GittADE 33t.t1iON.AND A DALv T7 COATPI+tO L F G-60 K JC26? 12tf 3!8 3 PA'4 i 31d C36) 16ti' t12) lata 8f33 1x2l FASNFdS_AR7ECDfaGi(t�[ YPRE NAPLs tJNLESs ePT1RVL,SEK17ED'.3) A�COWA E t7RLIFT l:QADS WAvE BEEN vic D � p SFI<aiF TSNy.S Zg• 18 3/4 3 lI4 L 3!4 C2W 16d <Id> ldd 2849' ea15 DtlRl4T FAGT�[1�6 33x F 2'WP#iti:LORD CCR DPTit t NO nAT$e#.SSE.ALLt1W6p,, 1 PubUShed laid 10 Far total of hlP at 43 degrees and ;jack at 9 degrees combined.• : 4) ALLOWABLE,VOWN 1AMM ARE NOT INCREASED BY SIVRT TElW 2. �M 'he^ader" *S* stoup be' E fncf+es for 16d ra&V;a D.NJI TION FAQT� 3 AlOWW41'v•DOWN land Ust"'is at:10DS.Duration+O °Loud. «D ALLIWAOLC LLPiIpS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FDR V=*cma RPIFTm I*3*j TION.4... V" ERRATA.f 1D: SRt"Ht. N L0V. FINE CGa m RETTEB) L TEST PERI IN AtZCORDA= WITH ASTM DIVW HJC TYPICAL. HJC INSTALLATION Pttom T !STaL DO<E6 MNSGm) FASTEWER C.HE Lac AUMMBLLE LVADS . CODE. GAUGE W K D iM1 FADER JOIST Dghm i UPLP. JUSi4l 19 19/1 . 3 I/8- 1 3/4 1 C4) 1ad' Ai* 100 343 WR JUS26 18 1 9/16 4 13116 1 3/4 ( : C4> Pad' GO) tOd 840 ' s6D: `t< --'- Jt)Sa8 -18 , 1 9/16 .6 11/16 -1 3/4' 1• 40 Ptd- C47 10d. 1t 3 >1fa4 Jusma P8 ' 1 s/ifi' 7 13AS 1 3/4 7- t$) 10e1� • C4) 1714 l�0 860 P SpedFWd.,jaiSt nags Shuttbe lnstatted at 30 to 49 degrees hoslaantatty Such that they 00retreate through the end of t%e ;joist aced b+to the he"er: 2 tern won heoder thickness shatt be, 1 3/4 kmh es Par Itid rAlam ' 3 UpWtbie atIWWN load Ws+eed is at IOt7Z Dututton aP t.anni. - UNtTE:D STEEL, I%QDUCT$� Cp 4 LpuFY'LDaidt3 tilted as N/A had upDFt Capacless tlmn tra requtred 7th pounds. 703 RII=01 DRIVE: MQNTdb4EkY MAI S4i159 •� I FACE MOUNT JOIST HAN15ERS a ZOO IlERAWINfr 1+1131d#ER. THOMAS fit tFIR..IIEN, P,E: Si-" NUNDE 12� . Jus �;,s��__ clrrrt Ix FL*5Q899 .— TYPICAL JUS INSTALLATIaN e---