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RC-01-23-111 county paperworkMiami-Dade County Building Department4/14/23.1:59 PM e-Permitting MIAMI-DADE EmployeeBusinessResidentVisitor MUNICIPAL INSPECTION REQUIREMENTS AND RECORD 04/14/2023 MUNICIPAL NO.2023-040095 FOLIO;1132060136310 JOB SITE ADDRESS 390 NE 93 ST PROPOSED USE SINGLE FAM RES-CLUST-ZERO LOT-TOWN H /GARAGE ENCLOSURE LEGAL MIAMI SHORES SEC 1 AMD PB 10-70 LOT 1 El/2 LOT 2 BLK 47 APPLICATION TYPE ALTER INTERIOR 664 SOFT 1 UNITS 1 FLOORS OWNER NAME CARIV INVESTMENTS LLC CONTRACTOR QUALIFIER PERMIT TYPE MUNICIPAL BLDG CATEGORIES 0002 MUNICIPAL SUB-GENERAL BLDR DATE:4/14/2023 PROCESS NUMBER;M2023007204 NEW ‘AMOUNT PAID 129.00 DERM 1 MINOR REVIEW 120.00 DERM 1 UP FRONT FEE-80.00 DERM 1 MIN PLAN REVI 80.00 RSUR 2 RER 7.5%SUR 9.00 UBS1 1 BLDG 7.5%UPF 1.88 UPMU 25 UPFRONT FEE F 25.00 URS1 1 RER 7.5%UPFR 6.00 4/14/2023 12:49 BNZWEB1 182304142881 WEBIPAS 129.00 Back to Main Menu BLDG Home Page |BLDG Main Menu |BLDG Permit Menu |BLDG Plans Procossing Menu |Inspection Types |Address Format Home I About |Phone Directory [Privacy |Disclaimer E-mail your comments,questions and suggestions to Webmaster This page was last edited on:February 23.2004 Web Site ©2004 Miami-Dade County. All rights reserved. 1/1https://vwwx.miamidade.gov/Apps/RER/ePermittingMenu/Home/PrintPe rmitCard?PROS=M2023007204 MIAMI-DADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES http://www.miamidade.gov/building/home.asp 4/14/2023 12:49:57 PM Permit #Process #Tracking # 2023040095M20230072041123007204 THIS COPY OF PLANS MUST BE AVAILABLE ON BUILDING SITE OR AN INSPECTION WILL NOT BE MADE. Reviewer DateDispositionReviewProcess# 2/2/2023VALLE,MARIADERMCOREAM2023007204 2/1/2023BICCHI, PIERANGIOLO IMPACT FEES NM2023007204 2/4/2023ROJAS,RICHARDDERMONSITE SEWAGE TREATMENT Sc DISPOSAL SYSTEMS NM2023007204 2/1/2023WEBAPPLICATIONAM2023007204UPFRONTFEES ID 4/14/2023CASTILLO, EDUARDO AM2023007204HRS 3/31/2023PINTO,MARTAM2023007204WASAA Disclaimer. Subject to compliance with all Federal,State,and County Laws,rules and regulations. Miami-Dade County assumes no responsibility for accuracy of or results of these plans. NOTICE:In addition to the requirements of this permit,there may be additional restrictions applicable to the 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. Stamp DescriptionTradeDispositionStampName Approved ApprovedDERMA Approved ApprovedHRSA Water and Sewer PO Box 330316 Miami,Florida 33233-0316 T 786-268-5360 F 786-268-5150 MIAMI- COUNTY] mumldiilr.gi VERIFICATION FORM M2023Q07204BLDGPROCESS#:March 31.2023DATE: INVOICE(S)#;N/AVF#23-2Q23-L-VF-2109 N00123178 THIS FORM EXPIRES ONE YEAR FROM THE DATE ON FORM FELIPE CARO GARAGE CONVERSION SFR 390 NE 93 ST M2023007204PROJECTNAME; PROJECT/AGREEMENT NUMBER:2023 GARAGE CONVERSION FOR SFR W/2635 SF AS PER PLANS ADDING 195 SF TOTALING 2830 SFPROJECTDESCRIPTION: Block Proposed sq.ft.Previous sq.ft.LotZipCodeAddressFolio 390 NE 93 ST 33138 1 El/2 LOT 2 2 2,8301132060136310 Wetlands Affordable Housing SIR Inspection #Critical HabitatReasonforConnectionInformationConnectionType New Construction,Demolition. Remodeling N/ANoNoNoWater THIS VERIFICATION LETTER CERTIFIES THAT AVAILABILITY OF A WATER AND/OR SEWER MAIN ONLY,AND IT DOES NOT GUARANTEE THE EXISTENCE OF A WATER SERVICE LINE.FIRE LINE OR OF A SEWER LATERAL WITH SUFFICIENT DEPTH TO SERVE THE PROPERTY.FOR ADDITIONAL INFORMATION EMAIL NEWBUSINESSSUPVLIST@MIAMIDADE.GOV.SHOULD IT BECOME NECESSARY TO INSTALL A SERVICE LINE AND/OR A SEWER LATERAL MDWASD REQUIRES THAT THE DEVELOPER RETAINS SERVICES FROM DESIGNERS AND CONTRACTORS WITH SKILL SETS FOR DESIGNING,BUILDING.AND CONNECTING TO PUBLIC WATER AND SEWER SYSTEMS.A WATER AND/OR SEWER AGREEMENT MAY BE AN INSPECTION FOR ANY EXISTING SERVICES WILL BE PROCESSED WITH THIS FORM,AND A SERVICE UPGRADE MAY BE REQUIRED WHICH MAY TAKE UP TO 12 WEEKS.^THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N)3 INCH WATER MAIN AND/OR DOES NOT HAVE A(N)0 INCH GRAVITY SEWER MAIN ABUTTING THE SUBJECT PROPERTY, ●REQUIRED, Sewer Gallons Per DayWaterGaltonsPerDaySquareFootage/#UnitsProposedUse f SFR less than 3001 sqft (210 qpd/unit)1 21U Sewer Gallons Per DayWaterGallonsPerDaySquareFootage/#UnitsPreviousUse 2018 ●SFR less than 3001 sqft (210 qpd/unit)1 210 N/ASewerServiceArea Net Sewer GPD Net Sewer Cost ($) Sewer Basin Charge ($) Water Service Area Net Water GPD Net Water Cost ($) Water Basin Charge ($) 0 $0.00 No $0.00TotalConnectionCharges($) Total Construction Connection Charges ($)(accrues interest daily) Construction Connection Charges Status $0.00 N/A WE ARE WILLING TO SERVE THE SUBJECT PROPERTY,SUBJECT TO PROHIBITIONS,OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF THE ANTICIPATED DAILY WATER AND/OR SEWAGE FLOW FOR THIS PROJECT WHICH WILL BE THE NUMBER OF GALLONS PER DAY INCREASE STATED ABOVE.IF "WILL HAVE",UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF WATER AND/OR SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT IF APPLICABLE WITH THE DEPARTMENT.FURTHERMORE.APPROVAL OFSEWAGEFLOWSINTOTHEDEPARTMENT’S SYSTEM MUST BE OBTAINED FROM D.E.R.M.SUBJECT TO RER’S TERMS AND CONDITIONS SET DECREE (CASE NO.1 ;12-CV-24400-FAM)OR DOH ONSITE SEWER TREATMENT &DISPOSAL SYSTEM RULES &STATUES.ALL FORTH IN THE CONSENT Total Fees ($)Total QuantityPrice($)Fixed Fee Item 90 1.00 yu.uuWaterAilocationCertificate-Initial 30.001,0030\A/3t6r\/Arif]r;^1ini Pm $120,00TotalFixedFee Verification Form Total ($)$120.00 COMMENTS;Refunds are based on the date of payment and subject to State Statute 95-11.Some fees are not reftjndable.Only 5/8"meter for domestic service and no irrigation meter:YesOUST/DEV IS RESPONSIBLE FOR EXIST SERV TO MEET DEPT STANDARDS MIN 1"W/5/8"METER MAX AND NO IRRIGATION SERVICE.IF UPGRADE OR NEW SERV REQ AT OWNERS EXP MAY TAKE UP TO 16 WEEKS CUSTOMER PHONE;CUSTOMER NAME;ALVARO VILLAFANE Jose VilliersApprovedby;Ronnie DiazPrepareby: Printed Name of SupervisorPrintedNameofReviewer Attached the Comprehensive Planning and Water Supply Certification Letter Page 1 of 1 Miami Dade County Department of Regulatory and Economic Resources -Job Copy 1123007204 -4/14/2023 12:49:57 PM 23-2023-L-VF 2109.pdf STATE OF FLORIDA DEPARTMENT OF HEALTHi^B®/ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM APPLICATION FOR CONSTRUCTION PERMIT PERMIT NO. DATE PAID: FEE PAID: RECEIPT #: 1.U wr APPLICATION FOR: [1 [] InnovativeI]Holding Tank Temporary [][/]Existing System []Abandonment New System Repair []I ] APPLICANT:BREIZH LLC TELEPHONE:786 564 4040ErnestoSantanaP.E.AGENT: 16438 SW 85 Ln.Miami,FL 33193i-lAIIING ADDRESS: SYSTEMS MUST BE CONSTRUCTED IT IS THE TO BE COMPLETED BY APPLICANT OR APPLICANT'S AUTHORIZED AGENT. BY A PERSON LICENSED PURSUANT TO 489.105(3)(m)OR 489.552,FLORIDA STATUTES. APPLICANT'S RESPONSIBILITY TO PROVIDE DOCUMENTATION OF THE DATE THE LOT WAS CREATED OR PLATTED (MM/DD/YY)IF REQUESTING CONSIDERATION OF STATUTORY GRANDFATHER PROVISIONS. PROPERTY INFORMATION PLATTED:1925SUBDIVISION:MIAMI SHORES SEC 1 AMDBLOCK:47LOT: 11-3206-013-6310 I/M OR EQUIVALENT:[NoPROPERTYID#:]ZONING: PROPERTY SIZE:0.23356 ACRES WATER SUPPLY:[]PRIVATE PUBLIC [/]<=2000GPD []>2000GPD DISTANCE TO SEWER:N/AISSEWERAVAILABLEASPER381.0065,FS?[No FT] PROPERTY ADDRESS:390 NE 93 ST Miami Shores,FL 33138-2828 390NE93 ST Miami Shores,FL 33138-2828DIRECTIONSTOPROPERTY: [/]RESIDENTIALBUILDINGINFORMATION []COMMERCIAL Building Commercial/Institutional System Design Area Sqft Table 1,Chapter 64E-6,FAC Unit Type of E s tablishmen t No.of BedroomsNo L Single Family 4 2894.0 8 people1 (E)400 sqft DF2 (E)1050 gis septic tank in working Condition N(.60788 y ■- 3 \/ /4 Floor/Equipment Drains[][1 Other (Specify) ★zUipiall)siitncd Gmcsio S'.iii.w P F -EmcMc>SttnUinsi P 6.o.c Date 2tH7i»?0.^02 n n -tUHio'.Ernesto Santana P.E.DS 1.cnujiI^sporbciu/v'^*<^c-US 09-12-2022 //S'cSIGNATURE:,TE DH 4015,08/09 (Obsoletes previous editions which may not be used) Regulatory and Economic Resources 1123007204 -4/14/2023 12:49:57 Septic Sytem Documents.pdf Job 1 of 4 PM STATE OF FLORIDA DEPARTMENT OF HEALTH APPLICATION FOR CONSTRUCTION PERMIT Permit Application Number PARTII-SITEPLAN Scale:Each block represents 10 feet and 1 inch =40 feet. TH1:RE are <10 FERTIIENT ●pfr)pERnE3 AFIECT THE ONS TE SEWA 93ld ■MA — FEATURES Of ADiACE'IT W-STftSS-fttAr-MA^^ 1 ?EA‘MEN ■AN ) CLNEi CLI”-M B 'STEM INLTALl AT!C \|.discos;L S' R ’25.00 T «W.1I I ●0B9-.4'46" 4 ■wn'●● 1T::^ Arc or> /tq \TT TW JT*R .isiLifo . T rf.F.Eli "●<*'l.f.ekJ''-;'0-'● Elev.:. > #●SO'^:ttr3«3*r s c t s A, \r6%\?;I tr rf-iU ;V. 1 4 ●.J;—rr —■Jt■M3L i t*3>1I I '.O, V*t.}9 llO«K*« 390 NE 93 ST Miami Shores,FL 33138-2828Notes: (E)1050 gis Septic tank and 400 SOFT DF in workin condition. 7^ Louis Rivera (Plumbing police Miami Inc.CFC1430091)Site Plan submitted by:, Plan Approved 09-05-2022DateNotApproved. County Health DepartmentBy. ALL CHANGES MUST BE APPROVED BY THE COUNTY HEALTH DEPARTMENT Page 2 of 4DH4015,08/09 (Obsoletes previous editions which may not be used)Incorporated:64E-6.001,FAC (Stock Number:5744-002-4015-6) Miami Dade County Department of Regulatory and Economic Resources -Job Copy 1123007204 -4/14/2023 12:49:57 PM Septic Sytem Documents.pdf stoO/a PERMIT #.Ibi STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM 'SITE EVALUATION AND SYSTEM SPECIFICATIONSmIv5^ AGENT;APPLICANT:BREIZH LLC SUBDIVISION:MIAMI SHORES SEC 1 AMDBLOCK:47LOT:1 ]PROPERTY ID #:11-3206-013-6310 I Tax ID Number TO B^COMPLETED BY ENGINEER,HEALTH DEPARTMENT EMPLOYEE,OR OTHER QUALIFIED PERSON.ENGINEERS MUST PROVIDE REGISTRATION NUMBER AND SIGN AND SEAL EACH PAGE OF SUBMITTAL ■CCMPLETE ALL ITEMS. PROP^IRTY SIZE CONFORMS TO SITE PLAN:['/\YES TOTAL ESTIMATED SEWAGE FLOW: AUTHORIZED SEWAGE FLOW: UNOBSTRUCTED AREA AVAILABLE: NET USABLE AREA AVAILABLE:0,23356 ACRES [RESIDENCBS-TABI.R ! [2500 GPD/ACRE UNOBSTRUCTED AREA REQUIRED:750 []NO GALLONS PER DAY GALLONS PER DAY ]400 ]583.9 SQFT750SQFT BENCHMARK/REFERENCE POINT LOCATION:CL E 4tli AVE 9.48'NGVD,Interc.Property Line &CL E 4th AVE ELEVATION OF PROPOSED SYSTEM SITE IS 3.6 ]BENCHMRRK/REFERENCE POINT1[BELOW[INCHES THE MINIMUM SETBACK WHICH CAN BE MAINTAINED FROM THE PROPOSED SYSTEM TO THE FOLLOWING FEATURES SURFACE WATER:N/A WELLS:PUBLIC:N/A BUILDING FOUNDATIONS: NORMALLY WET?[|YES l/]NO FT NON-POTABLE:N/A FT DITCHES/SWALES:N/A FT LIMITED USE:N/A FT PROPERTY LINES:5 FTFT FT PRIVATE:N/A POTABLE WATER LINES:11.0 FTFT5 10 YEAR FLOODING?|]YES ]/]NO SITE ELEVATION:9.18 FT MSL/NGVD i 1 YES [/l NO FT MSL/NGVD SITE SUBJECT TO FREQUENT FLOODING: 10 YEAR FLOOD ELEVATION FOR SITE:N/A SHWT=4.0 Contour map SOIL PROFILE INFORMATION SITE 2SOILPROFILEINFORMATIONSITE1 MUNSELL #/COLOR 10 YR (4/2)Brown Sandy loam DEPTHTEXTUREMUNSELL#/COLOR 10 YR(4/2)Brown DEPTHTEXTURE 0 TO 4Sandyloam0TO4 TOTO 4 TO 72Loamysand10YR(7/I) Light gray Loamy sand Refusal 4 TO 7210YR(7/1) Light gray Refusal TOTO TOTO TOTO TOTO TOTO TOTO USDA SOIL SERIES:URBAN LANDUSDASOILSERIES:URBAN LAND ]■]EXISTING GRADE.TYPE :[APPARENT [.BELOW MOTTLING:(]YES OBSERVED WATER TABLE:N/A ESTIMATED WET SEASON WATER TABLE ELEVATION:62.16 HIGH WATER TABLE VEGETATION:[|YES [/|NO [BELOWINCHES 1 EXISTING GRADE [/1 NO DEPTH ;N/A INCHE S INCHES DEPTH OF EXCAVATION:55 "i ]OTHER (SPECIFY) INCHESSOILTEXTURE/LOADING RATE FOR SYSTEM SIZING:0.8 DRAINFIELD CONFIGURATION:I/l TRENCH REMARKS/ADDITIONAL CRITERIA: [I BED V/●AmQ60788 -★★g -!4-2022 ^rATt Of .-SITE EVALUATED BY:Ernesto Santana P.E.60788 (telef.:786 564 4040) of 4SDH4015,08/09 (Obsoletes previous editions which may not be used)Incorporated:64E-6.001,FAC Miami Dade County Department of Regulatory and Economic Resources -Job Copy 1123007204 -4/14/2023 12:49:57 PM Septic Sytem Documents.pdf ■''Nini'" PERMIT #STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM EXISTING SYSTEM AND SYSTEM REPAIR EVALUATION APPLICANT:BRE12H LLC CONTRACTOR ID#:11-3206-013-631(SUEDIV:MIAMI SHORES SEC 1 AMDBLOCK:_47 390 NE 93 ST,Miami Shores,FL LOT:1 33138-2828 TO BE COMPLETED BY FLORIDA REGISTERED ENGINEER,DEPARTMENT EMPLOYEE,SEPTIC TANK CONTRACTOR OR OTHEP CERTIFIED PERSON. COMPLETE TANK CERTIFICATION BELOW OR NOTE IN REMARKS WHY THE TANKS CANNOT BE CERTIFIED. COMPLETE ALL APPLICABLE ITEMS.SIGN AND SEAL ALL SUBMITTED DOCUMENTS. EXISTING TANK INFORMATION X 4.0'X 4.5Tankdim.:L x W x D MATERIAL;CQNC. MATERIAL: MATERIAL: MATERIAL: BAFFLED:[Y ] BAFFLED:[Y /N ] LEGEND;N/A LEGEND: LEGEND: LEGEND: [1050 ]GALLONS SEPTIC TANK ]GALLONS SEPTIC TANK ]GALLONS GREASE INTERCEPTOR ]GALLONS DOSING TANK [ [ #PUMPS:[][ 9/5 /22 BY Norimar Services ,HAVE ],ARE FREE OF OBSERVABLE ]INSTALLED. 09-05-2022 I CERTIFY THAT THE LISTED TANKS WERE PUMPED ON THE VOLUMES SPECIFIED AS DETERMINED BY [DIMENSIONS DEFECTS OR LEAKS,AND HAVE A [SOLIDS DEFLECTION DEVICE Plumbing police Miami Inc.Louis Rivera BUSINESS NAME DATESIGNATUREOFLICENSEDCONTRACTOR EXISTING DRAINFIELD INFORMATION NO.OF TRENCHES [X ]DIMENSIONS:27.25 X 14.67 SYSTEM NO.OF TRENCHES [ "i ]FILLED []MOUND [] []BED [400 ’]SQUARE FEET PRIMARY DRAINFIELD SYSTEM ]SQUARE FEET TYPE OF SYSTEM: CONFIGURATION: ]DIMENSIONS:X[ [y ]STANDARD [J ]TRENCH [] [y]GRAVITY SYSTEM ELEVATION OF BOTTOM OF DRAINFIELD IN RELATION TO EXISTING GRADE 30 []DOSED SYSTEM INCHES [BELOW [y]HEADER []D-BOXDESIGN: 1 SYSTEM FAILURE AND REPAIR INFORMATION []COMMERCIAL [yi TABLE 1,64E-6,FAC [y]DOMESTIC[1955 [400 TYPE OF WASTE t ]METERED WATER ]SYSTEM INSTALLATION DATE ]GPD ESTIMATED SEWAGE FLOW BASED ON []PATIO /DECK [y]PARKING[]POOL [] []DRAINAGE STRUCTURES CONDITIONS:[]SLOPING PROPERTY SITE []SYSTEM DAMAGE [] []MAINTENANCE []WATER TABLE []SOILS []ROOTS NATURE OF []HYDRAULIC OVERLOAD FAILURE:[]DRAINAGE /RUN OFF []D BOX/HEADER []DRAINFIELD[]TANK[]SEWAGE ON GROUND []PLUMBING BACKUP FAILURE SYMPTOM:[] REMARKS/ADDITIONAL CRITERIA Exist.1050 Gls Septic tank in working condition and 400 soft drainfield is damage 4^~ DATE:9-15-2022SUBMITTEDBY;Plumbing Police Miami Inc Louis RivgriTLE/LicENSE Lie #CFC143009L Septic Sytem Doc\unents.pdf Job Copyt Page 4 of 4 MecaWind v2331 Inc.,www.meca■bi:, V v^CEA,i;,-.:V<^<^0-SOOSl \% :)ftwai(Pf'.'eLoper:Mr-.:''.Enterr :-opyr...●< Calculations Prepared by: Date:Mar 30,2023 '*/ File Location:_ D:\Dropbox\Family Room\UDBARDY INC\2022\22094 -Caro Miami Shcn-etJ.56.CalcsN*- 22064 ★= Wind Loads.wnd r ^ST Basic Wind Paramaters Wind Load Standard Wind Design Speed Structure Type =ASCE 7-10 =175.0 mph =Building Exposure Category Risk Category Building Type X’;“v\V'^IEk\bTosed WhU3'III General Wind Settings Incl_LF DynType =True =Rigid =1.000 Hr =0.000 ft =0.000 ft =False =False =Ch 27 Pt 1 =Include ASD Load Factor of 0.6 in Pressures =Dynamic Type of Structure =Natural Frequency of Structure (Mode 1) =Altitude (Ground Elevation)above Sea Level =Base Elevation of Structure =Simple Diaphragm Building =Show the Base Reactions in the output MWFRSType =MWFRS Method Selected NF Alt Bdist SDB Reacs Topographic Factor per Fig 26.8-1 Topo None 1.000 =Topographic Feature =Topographic FactorKzt Building Inputs RoofType:Building Roof Type =Hipped 82.000 ft Width Perp to Ridge =46.000 ft =24.000 ft =Slope =22.62 Deg w Eave Height Roof Entry Method Roof Slope :Length Along Ridge :Ridge Hipped Length =1.000 ft 5.0 :12 EHtL REHip Theta:Slope of Roof :Is there a Parapet Slope Par False Exposure Constants per Table 26.9-1: Alpha:Const from Table 26.9-1=9.500 Const from Table 26.9-1=0.105 Const from Table 26.9-1=0.154 Const from Table 26.9-1=0.200 Const from Table 26.9-1=900.000 ft Const from Table 26.9-1=1.000 Const from Table 26.9-1=0.650 Const from Table 26.9-1=0.200 Zg: Bt:At: Bm:Am: Eps:C: Overhang Inputs: Std OHType True=Overhangs on all sides are the same =Type of Roof Wall Intersections =Overhang of Roof Beyond Wall 0 0.000 ftOH Wind Force Resisting System (MWFRS)Calculations per Ch 27 Part 1: =Eave Height =Ridge Height =Mean Roof Height: =Mean Roof Height for Kh:_ =Since 15 ft [4.572 m]<Zh <Zg —>2.01 *(2h/rg)"(2/Alpha> =Topographic Factor is 1 since no Topographic feature specified =Wind Directionality Factor per Table 26.6-1 =Ref Table 26.11-1 for Enclosed Building =Roof Area =Load Factor based upon ASD Design =(0.00256 *Kh 'Kzt *Kd ■*V"2)*LF =For Negative Internal Pressure of Enclosed Building use qh*LF =For Positive Internal Pressure of Enclosed Building use qh*LF Main EHt =24.000 ft =33.583 ft =28.792 ft =28.792 ft =0.974 =1.000 =0.85 =+/-0.18 =3982.53 sq ft =0.60 =38.94 psf =38.94 psf =38.94 psf RHt 0.5*(EHt+RHt)h h +-Base DistZh Kh Kzt Kd GCPi RA LF qh qin qip Gust Factor Calculation: Gust Factor Category I Rigid Structures -Simplified Method =For Rigid Structures (Nat.Freq.>l Hz)use 0.85 Gust Factor Category II Rigid Structures -Complete Analysis =0.6 *Ht =Cc *(33 /Zm)"0.167 =L ’(Zm /33)^Epsilon =(1 /(1 +0.63 *((B +Ht)/Lzm)■'0.63))''0.5 =0.925*((l+1.7*lzm*3.4*Q)/(l+1.7*3.4*lzm)) Gust Factor Used in Analysis Lessor Of G1 Or G2 0.85G1 17.275 ft 0.223 439.290 0.910 0.878 Zm Izra Lzm« Q G2 0.850G MWFRS Wind Normal to Ridge (Ref Fig 27.4-1) =Mean Roof Height Of Building =Ridge Height Of Roof =Horizontal Dimension Of Building Normal To Wind Direction 28.792 ft 33.583 ft 82.000 ft h RHt B Consonants And Cladding (C&C)Calculations per Ch 30 Part 1: =Eave Height =Ridge Height =Mean Roof Height:0.5*(EHt+RHt) =Mean Roof Height for Kh:h +Base_Dist =Since 15 ft [4.572 m]<Zh <Zg -->2.01 *(Zh/zg)●'(2/Alpha) =Topographic Factor is 1 since no Topographic feature specified =Wind Directionality Factor per Table 26.6-1 =Ref Table 26.11-1 for Enclosed Building =Load Factor based upon ASD Design =(0.00256 *Kh ♦Kzt *Kd *V^2)*LF =Least Horizontal Dimension:Min(B,L) =Min(0.1 *LHD,0.4 *h =Max(al,0.04 *LHD,3 ft [0.9 m]) =24.000 ft =33.583 ft =28.792 ft =28.792 ft =0.974 =1.000 =0.85 =+/-0.18 =0.60 =38.94 psf =46.000 ft =4.600 ft =4.600 ft EHt RHt h Zh Kh Kzt Kd GCPi LF qh LHD al a Wind Pressures for C&C Ch 30 Pt 1 All wind pressures include a load factor of 0.6 1/3 Ref GCp Min GCp Max Description Zone Width Span Area PP Rule Fig Max psf Min psfsqftftftft 43.73 41.66 41.66 42.20 -57.09 -45.55 -45.55 -46.10 -1.286 -0.990 -0.990 -1.004 30.4-1 30.4-1 30.4-1 30.4-1 0.943 0.890 0.890 0.904 3.000 6.000 6.000 5.000 7.000 7.000 7.000 7.000 21.00 42.00 42.00 35.00 5 NoDoor1 Door 2 Door 3 Door 4 4 No No4 4 No =Span Length x Effective Width 1/3 Rule =Effective width need not be less than 1/3 of the span length GCp Area =External Pressure Coefficients taken from Figures 30.4-1 through 30.4-7 [Eqn 30.4-1]*qh*(GCp -GCpi) *Per Para 30.2.2 the Minimum Pressure for CSC is 9.60 psf [0.460 kPa)[Includes LF} Wind Pressure:P =46.000 ft =0.561 =0.626 =22.62 Deg =-0.6,-0.6 =0.06,-0.41 =-0.6,-0.6 =0.06,-0.41 =-0.18,-0.935 =Horizontal Dimension Of building Parallel To Wind Direction =Ratio Of L/B used For Cp determination =Ratio Of h/L used For Cp determination =Slope of Roof L L/B h/L Slope OH_Top_+Y =Overhang Top +Y (Leeward) OH_Top_-y =Overhang Top Windward Edge Roof LW =Roof (Leeward) =Roof (Windward) =“Roof +/-X Coeff (0 to h/2)(0.000 ft to 14.396 ft) =Roof +/-X Coeff (h/2 to h)(14.396 ft to 28.792 ft) =Roof +/-X Coeff (h/2 to h)(14.396 ft to 28.792 ft) =Roof +/-X Coeff (h to 2h)(28.792 ft to 57.583 ft) =Roof +/-X Coeff (h to 2h)(28.792 ft to 57.583 ft) Roof_WW Roof_X Roof_X_l Roof_X_2 Roof_X_3 Roof_X_4 ●‘Includes Reduction Factor 0.8 For roof area,applied To Cp=-1.3 For h/L>= =-0.18,-0.85 =-0.18,-0.85 =-0.18,-0.55 =-0.18,-0.55 1 &(0 To h/2) =0.80 =-0.50 =-0.70 =1.50 =-1.00 =Windward Wall Coefficient (All L/B Values) =Leward Wall Coefficient Using L/B =Side Wall Coefficient (All L/B values) =Parapet Combined Net Pressure Coefficient (Windward Parapet) =Parapet Combined Net Pressure Coefficient (Leeward Parapet) Wall Wind Pressures based On Positive Internal Pressure (+GCPi)-Normal to Ridge All wind pressures include a load factor of 0.6 Cp_WW Cp_LW Cp_SW GCpn_WW GCpn_LW Total Minimum Press Pressure* psf Side Press psf GCPi Windward Leeward Press psf psf psf KztElevKz qz Press psf psfft 9.60-30.18 42.0318.47 -23.5624.00 0.937 1.000 37.47 0.18 Wall Wind Pressures based on Negative Internal Pressure (-GCPi)-Normal to Ridge All wind pressures include a load factor of 0.6 Total Minimum Press Pressure* psf GCPi Windward Leeward Side Press Press psf psf Elev Kz Kzt qz Press psf psfpsfpsfft 9.6032.49 -9.54 -16.16 42.0324.00 0.937 1.000 37.47 -0.18 Notes Wall Pressures: =Velocity Press Exp Coeff =0.00256*Kz*Kzt*Kd*V'2 =Topographical Factor =Internal Press Coefficient Kzt GCPi Windward =qz *G *Cp_WW -qip *+GCPi Total =Windward Press -Leeward Press Kz qz =qh *G *Cp_SW -qip ●+GCPi =qh *G *Cp_LW -qip *+GCPi Side Leeward _ *Minimum Pressure:Para 27.4.7 no less than 9.60 psf (Incl LF)applied to Walls -Pressures Acting AWAY from Surface+Pressures Acting TOWARD Surface Roof Wind Pressures for Positive &Negative Internal Pressure (+/-GCPi)-Normal to Ridge All wind pressures include a load factor of 0.6 Start End Cp_min Cp_max GCPi Dist Dist Pressure Pressure Pressure Pressure Pp_min* psf Roof Var Pn_min* psf Pn_max psf Pp_max psfftft -26.87 -20.58 -26.87 -20.58 -37.96 -37.96 -35.13 -35.13 -25.22 -26.87 -5.02 -26.87 -5.02 -12.97 -12.97 -12.97 -12.97 -12.97 -12.97 -12.85 -6.56 -12.85 N/A -0.600 -0.600 0.180 N/A 0.060 -0.410 0.180 N/A -0.600 -0.600 0.180 N/A 0.060 -0.410 0.180 0.000 14.396 -0.180 -0.935 0.180 0.000 14.396 -0.180 -0.935 0.180 -12.85N/AOH_Top_+Y OH_Top_-Y Roof_LW Roof_WW Roof_X (+X) Roof_X (-X) Roof_X_l (+X)14.396 28.792 -0.180 -0.850 0.180 Roof_X_2 (-X)14.396 28.792 -0.180 -0.850 0.180 Roof_X_3 (+X)28.792 57.583 -0.180 -0.550 0.180 Roof X 4 (-X)28.792 57.583 -0.180 -0.550 0.180 8.99N/A N/A -12.85 8.99 1.05 1.05 1.05 1.05 1.05 1.05 -6.56N/A -23.94 -23.94 -21.11 -21.11 -11.21 -11.21 -25.22 Notes Roof Pressures: Start Dist =Start Dist from Windward Edge End Dist =End Cp_Max Pp_max Pp_min* OH =Overhang *The smaller uplift pressures due to Cp_Min can become critical when wind is combined with roof live load or snow load;load combinations are given in ASCE 7 +Pressures Acting TOWARD Surface Dist from Windward Edge =Smallest Coefficient Magnitude Pn_max =qh*G*Cp_max -qin*(-GCpi) Pn_min*=qh*G*Cp_min -qin*(-GCPi) Y =Dir Perpendcular to Ridge Z =Vertical =Largest Coefficient Magnitude Cp_Min =qh*G*Cp_max -qip*(+GCPi) =qh*G*Cp_rain -qip*(+GCPi) X =Dir along Ridge -Pressures Acting AWAY from Surface MWFRS Wind Parallel to Ridge (Ref Fig 27.4-1) =Mean Roof Height Of Building 28.792 fth =33.583 ft =46.000 ft =82.000 ft =1.783 =0.351 =22.62 Deg =-0.18,-0.9 =-0.18,-0.5 =-0.18,-0.5 =-0.18,-0.3 =-0.18,-0.9 =-0.18,-0.9 =-0.18,-0.5 =-0.18,-0.5 =-0.18,-0.3 =-0.18,-0.3 =Ridge Height Of Roof =Horizontal Dimension Of Building Normal To Wind Direction =Horizontal Dimension Of building Parallel To Wind Direction =Ratio Of L/B used For Cp determination =Ratio Of h/L used For Cp determination =Slope of Roof RHt B L L/B h/L Slope Hip_End_l =Hipped End Coeff (0 to h)(0.000 ft to 28.792 ft) Hip_End_2 =Hipped End Coeff (h to 2h)(28.792 ft to 57.583 ft) Hip_End_3 =Hipped End Coeff (h to 2h)(28.792 ft to 57.583 ft) Hip_End_4 =Hipped End Coeff (>2h)(>57.583 ft) Roof_1 Roof 2 Coeff (0 to h)(0.000 ft to 28.792 ft) Coeff (0 to h)(0.000 ft to 28.792 ft) Coeff (h to 2h)(28.792 ft to 57.583 ft) Coeff (h to 2h)(28.792 ft to 57.583 ft) Roof -Roof =Roof =Roof =Roof Coeff (>2h)(>57.583 ft) =Roof Coeff (>2h)(>57.583 ft) Roof_3 Roof_4 Roof_5 Roof 6 =0.80 =-0.34 =-0.70 =1.50 =-1.00 =Windward Wall Coefficient (All L/B Values) =Leward Wall Coefficient Using L/B =Side Wall Coefficient (All L/B values) =Parapet Combined Net Pressure Coefficient (Windward Parapet) =Parapet Combined Net Pressure Coefficient (Leeward Parapet) Cp_WW Cp_LW Cp_SW GCpn_WW GCpn_LW Wall Wind Pressures based On Positive Internal Pressure (+GCPi)-Parallel to Ridge All wind pressures include a load factor of 0.6 Side Press psf Total Minimum Press Pressure* psf GCPi Windward Leeward Press psf Elev Kz Kzt qz Press psf psfpsfpsfft 18.47 -18.38 -30.18 36.85 9.6024.00 0.937 1.000 37.47 0.18 Wall Wind Pressures based on Negative Internal Pressure (-GCPi)-Parallel to Ridge All wind pressures include a load factor of 0.6 Total Minimum Press Pressure* psf GCPi Windward Leeward Side Press Press psf psf Elev Kz Kzt qz Press psf psfpsfpsfft 9.60-4.36 -16.16 36.8524.00 0.937 1.000 37.47 -0.18 32.49 Notes Wall Pressures: =Velocity Press Exp Coeff =0.00256*Kz*Kzt*Kd*V''2 =Topographical Factor =Internal Press Coefficient KztKz GCPi Windward =qz *G *Cp_WW -qip *+GCPi Total qz =qh *G *Cp_SW -qip *+GCPi =qh *G *Cp_LW -qip *+GCPi Side Windward Press -Leeward PressLeeward_ ‘Minimum Pressure:Para 27.4.7 no less than 9.60 psf (Incl LF)applied to Walls -Pressures Acting AWAY from Surface+Pressures Acting TOWARD Surface Roof Wind Pressures for Positive &Negative Internal Pressure (+/-GCPi)-Parallel to Ridge All wind pressures include a load factor of 0.6 Start End Cp_min Cp_max GCPi Dist Dist Pressure Pressure Pressure Pressure Pp_min* psf Roof Var Pn_min* psf Pn_max psf Pp_max psfftft -36.79 -23.56 -23.56 -16.94 -36.79 -36.79 -23.56 -23.56 -16.94 -16.94 -12.97 -12.97 -12.97 -12.97 -12.97 -12.97 -12.97 -12.97 -12.97 -12.97 -22.78 -9.54 -9.54 -2.92 -22.78 -22.78 -9.54 -9.54 -2.92 -2.92 0.000 28.792 -0.180 -0.900 0.180 0.180 0.180 0.180 0.180 0.180 0.180 0.180 0.180 0.180 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Hip_End_l (-X) Hip_End_2 (+X)28.792 57.583 -0.180 -0.500 Hip_End_3 (-X)28.792 57.583 -0.180 -0.500 Hip_End_4 (+X)57.583 82.000 -0.180 -0.300 Roof 1 (+Y)0.000 28.792 -0.180 -0.900 0.000 28.792 -0.180 -0.900 28.792 57.583 -0.180 -0.500 28.792 57.583 -0.180 -0.500 57.583 82.000 -0.180 -0.300 57.583 82.000 -0.180 -0.300 Roof_2 (-Y) Roof_3 (+Y) Roof_4 (-Y) Roof_5 (+Y) Roof 6 (-Y) Notes Roof Pressures: Start Dist =Start Dist from Windward Edge =End Dist from Windward Edge =Smallest Coefficient Magnitude =qh*G*Cp_max -qin*(-GCpi) Pn_min*=qh*G*Cp_min -qin*(-GCPi) Y =Dir Perpendcular to Ridge Z =Vertical End Dist Cp_Min Pn max =Largest Coefficient Magnitude =qh*G*Cp_max -qip*(+GCPi) =qh*G*Cp_min -qip*(+GCPi) X =Dir along Ridge Cp_Max Pp_max Pp_rain* OH =Overhang *The smaller uplift pressures due to Cp_Min can become critical when wind is combined load combinations are given in ASCE 7withroofliveloadorsnowload; -Pressures Acting AWAY from Surface+Pressures Acting TOWARD Surface