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WS-19-2095Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Issue Date: Location Address Parcel Number 750 NE 97TH ST, Miami Shores, FL 33138 1132060142220 Contacts Permit NO.: W$-09-19-2095 Permit Type: Wi fd#>wS/Shutter3 Work Classification.- Door Rdplacement Permit status: Approved I F -tion: 03/10/2020 Description: DOOR LEGALIZATION Valuation: $ 700.00 Inspection Requests: Total Sq Feet: 2,468.00 Fees INVESTINGHOUSE LLC Owner DARWIN TORREMIC 2061 NW 112 AVE 131, MIAMI, FL 33172 TUA CONSTRUCTION AND STEEL DBA Contractor TUA MINORITY BUILDERS LLC EDUARDO MENDOZA Business: 3053038743 $50.00 CCF $0.60 Description: DOOR LEGALIZATION Valuation: $ 700.00 Inspection Requests: Total Sq Feet: 2,468.00 Fees Amount Application Fee - Other $50.00 CCF $0.60 DBPR Fee $2.00 DCA Fee $2.00 Education Surcharge $0.20 Scanning Fee $15.00 Technology Fee $2.50 Windows/Shutters Fee $50.00 Total: $122.30 Payments Date Paid Amt Paid Total Fees $122.30 Check # 1692 09/09/2019 $50.00 Check # 1693 09/12/2019 $72.30 Amount Due: $0.00 Building Department Copy 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 T: I ify t�iat all the foregoing information is accurate and that all work will be done in compliance with all applicable laws re ulati ons ct n and3ni Futhermore, I authorize the above named contractor to do the work stated. Applicant / Contractor / Agent Date September 12, 2019 Page 2 of 2 \ ``\0\ Miami Shores Village �Pt RECEIVED Building Department SEP os 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 20 1—+ tPA-V1 BUILDING Master Permit No. *i�c'—ot — Iof - al 4 PERMIT APPLICATION Sub Permit No. (A S— 0C1— I9I 00is- UILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION RENEWAL PLUMBING ❑ MECHANICAL PUBLIC WORKS ❑ CHANGE OF [:]CANCELLATION ❑ SHOP JOB ADDRESS: N CONTRACTOR DRAWINGS City: Miami Shores County: Miami Dade Zip: 331, Folio/Parcel#: 7 n GQ, l `I Z Z 2 C Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): �� ,��\Yl�l� �`� Phone#: Address: City: State: \ Zip: �J 1 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: fit gra Cc°,ti-•� r ��c �� [ �J�C�'��Phone#: Address: City: r �� State: \ Zip: 37-3 I Y :� Qualifier Name: 1 Phone#: –lc--) 15 State Certification or Registration #: C�r�"7 ��i2 — I Certificate of Competency #: DESIGNER: Architect/Engineer: e#: Address: City: State: Zip: Value of Work for this Permit: $_Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work:: Specify color of color thru tile: a, d ii ,rte � Submittal Fee $ J I ub CCF $ • t0� CO/CC $ X� Scanning Fee $ 15.00 Radon Fee $ 101-00 0,10 D��BPR$ �• 00 Notary $ Technology Fee $ V a Training/Education Fee $ • n�L 0 Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ l k • O (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zi 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 ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, 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 will be delivered to the person whose property is subject to attachment. Also, a certified 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 not be approved and a reinspection fee will be charged. or The foregoing instrument was acgm'owledged before me this day of 17 .20by ti) vv,\�c NICCC cL\C�Cn.who ipersonally kno n to me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: Print: " _c Seal: II ,:r " ' e MARIA RObRIGUEZ MY COMMISSION # GG 068353 EXPIRES: February 4, 2021 ''iFOF F��•`�, Bonded Thru Notary Public Umla- Iters APPROVED BY / (Revised02/24/2014) as Signature _ NTRACTOR The foregoing instrument was acknowledged before me this _ day of &�E)p 20 1 � by A�: ill 40J 94who is personally known to me or who has produced as identification and who did take an oath. NOTARY Sign: Print: Seal: Plans Examiner Structural Review RAFAEL E MARQUEZ MY COMMISSION # GG021946 EXPIRES August 16, 2020 Zoning Clerk Detail by Entity Name Flonda Department of Slate OV .org ,rag r�>6'P�F?. f rt s?:��}stwr Ll .r;^�tiasr Department of State / Division of Corporations / Search Records / Detail By Document Number / Detail by Entity Name Florida Limited Liability Company WESTINGHOUSE L.L.0 Filing Information Document Number FEI/EIN Number Date Filed Effective Date State Status Last Event Event Date Filed Event Effective Date Principal Address 1835 NW 112th Ave Suite 174 MIAMI, FL 33172 Changed: 03/07/2017 Mailing Address 1835 NW 112th Ave Suite 174 MIAMI, FL 33172 L14000031286 37-1752975 02/24/2014 02/21/2014 FL ACTIVE LC DISSOCIATION MEM 05/02/2014 NONE Changed: 03/07/2017 Registered Agent Name & Address PALACIOS, ANDRES A 1835 NW 112th Ave Suite 174 MIAMI, FL 33172 Name Changed: 04/07/2019 Address Changed: 04/07/2019 Authorized Person(s) Detail Name & Address Title President Page 1 of 2 DIVISION OF GORPORATIGNS http://search. sunbiz. org/Inquiry/CorporationSearchISearchResultDetail?inquirytype=Entity... 9/4/2019 Detail by Entity Name TORREALBA, DARWIN D 1835 NW 112th Ave Suite 174 MIAMI, FL 33172 Annual Reports Report Year Filed Date 2017 03/07/2017 2018 04/27/2018 2019 04/07/2019 Document Images Page 2 of 2 04?0712019 --ANNUAL REPORT View image in PDF format 04/27t2018 --ANNUAL REPORT View image in PDF format 03/07/2017 -- ANNUAL REPORT View image in PDF format 03/04/2010 -- ANNUAL. REPORT View image in PDF format C4t15i2U15 -- ANNUr1L_ItEF OFiT, View image in PDF format 05/02;2014 -- CORLCDSMEM View image in PDF format 02/2412014 -- Florida Limited Liability View image in PDF format -iondit .^t!Dt!:!ITIf!11!: or rtaU:' :^ivic;ol: of C:)tt:(:.rat*rl:i http: //search. sunbiz. org/Inquiry/CorporationSearchISearchRe sultDetail?inquirytype=Entity... 9/4/2019 750 N.E. 97 ST MIAMI SHORES, FLORIDA 33138 ...... . .. • . FRONT DOOR REPLACEMENT ; �,� :...:. •••��• DESIGN BY: MAURICIO SALAZAR, P.E. Florida License # 55757 DATE: SEPTEMBER 02, 2019 MAURICIO SALAZAR, P.E. Florida License No. 55757 Page 1 of 18 Page 1 of 4 MecaWind v2325 Calculations Prepared by: Calculations Prepared For: Client: INVESTINGHOUSE LLC. Date: Sep 03, 2019 Designer: M. SALAZAR, P.E. Location: MIAMI SHORES Description: 750 N.E. 97 ST FileLocation Basic Wind Parameters = Eave Height Structures (Nat. Freq.>l Hz) use 0.85 = 8.330 ft Wind Load Standard = ASCE 7-10 Exposure Category = C = 15.170 ft Wind Design Speed = 175.0 mph Risk Category = II = 11.750 ft Structure Type = Building Building Type = Enclosed = 11.750 ft General Wind Settings = Since Zh<15 ft [4.572 m3 --> 2.01 * (15/zg)^(2/Alpha) = 0.849 = ASCE 7-10 Wind Parameters = Topographic Factor is = 0 ••• *ooe0 •066• 060006 Incl LF = Include ASD Load Factor of 0.6 in Pressures = True** 0 0 •• • DynType = Dynamic Type of Structure = Ref Table 26.11-1 for = Ric�ijl•••0 0 • 6 0 0 NF = Natural Frequency of Structure (Mode 1) = 1.000 Az •••6 •••••• NF = Natural Frequency of Structure = Load Factor based upon = 1.dOb•A?• • • 0 Alt = Altitude (Ground Elevation) above Sea Level = 0.g" f! 6666 666.60 Bdist = Base Elevation of Structure = For Negative Internal • = O.OaO•.fr • • • • GenElev = Specify the Elevations For Wind Pressures = Mej j "if Ht •66• 666•• 6 • SDB = Simple Diaphragm Building = FalsEs 6•••0 ••••• MWFRS = Analysis Procedure being used for MWFRS = Ch027 *Pt 1 0000 ••000• C&C = Analysis Procedure being used for C&C = Ch•!0OPke1 0 • MWFRSType = MWFRS Method Selected = Ch:27 •Pt:l •• 6 • ••6••• 00006• Topographic Factor per Fig 26.8-1 6• • • • • •6.6.0• Topo = Topographic Feature = Nont• • • •• • 0 Kzt = Topographic Factor = 1.000 609.6• Building Inputs RoofType: Building Roof Type = Hipped Hipped = W Width Perp to Ridge = 50.000 ft L Length Along Ridge = 57.170 ft EHt Eave Height = 8.330 ft Hip Ridge Hipped Length = 1.000 ft RE Roof Entry Method = Ridge RHt Ridge Height = 15.170 ft OH Specify Roof to Wall intersection and Overhang= None Theta Roof Slope = 15.3 Deg Par Is there a Parapet = False OH ALL : None = 0.000 ft Exposure Constants per Table 26.9-1: Alpha: Const from Table 26.9-1= 9.500 Zg: Const from Table 26.9-1= 900.000 ft At: Const from Table 26.9-1= 0.105 Bt: Const from Table 26.9-1= 1.000 Am: Const from Table 26.9-1= 0.154 Bm: Const from Table 26.9-1= 0.650 C: Const from Table 26.9-1= 0.200 Eps: Const from Table 26.9-1= 0.200 Overhang Inputs: Std = Overhangs on all sides are the same = True OHType = Type of Roof Wall Intersections = None Main Wind Force Resisting System (MWFRS) Calculations per Ch 27 Part 1: EHt = Eave Height Structures (Nat. Freq.>l Hz) use 0.85 = 8.330 ft RHt = Ridge Height I:I Rigid Structures - Complete Analysis = 15.170 ft h = Mean Roof Height: 0.5*(EHt+RHt) = 11.750 ft Zh = Mean Roof Height for Kh: h + Base_Dist = 11.750 ft Kh = Since Zh<15 ft [4.572 m3 --> 2.01 * (15/zg)^(2/Alpha) = 0.849 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 GCPi = Ref Table 26.11-1 for Enclosed Building = +/-0.18 RA = Roof Area = 2952.99 sq ft LF = Load Factor based upon ASD Design = 0.60 qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 33.94 psf qin = For Negative Internal Pressure of Enclosed Building use qh*LF = 33.94 psf qip = For Positive Internal Pressure of Enclosed Building use qh*LF = 33.94 psf Gust Factor Calculation: Gust Factor Category I Rigid Structures - Simplified Method G1 = For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category I:I Rigid Structures - Complete Analysis Zm = 0.6 * Ht = 15.000 ft Izm = Cc (33 / Zm) ^ 0.167 = 0.228 Lzm = L (Zm / 33) ^ Epsilon = 427.057 Q = (1 / (1 + 0.63 * ((B + Ht) / Lzm)^0.63))^0.5 = 0.918 Page 2 of 18 Descon 8.0.0.15 (Basic License) Licensed to: Tabio Engineering Corp. Page 2 of 4 G2 = 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.882 Gust Factor Used in Analysis G. = Lessor Of G1 Or G2 = 0.850 MWFRS Wind Normal to Ridge (Ref Fig 27.4-11 h = Mean Roof Height Of Building = 11.750 ft RHt = Ridge Height Of Roof = 15.170 ft B = Horizontal Dimension Of Building Normal To Wind Direction = 57.170 ft L = Horizontal Dimension Of building Parallel To Wind Direction = 50.000 ft L/B = Ratio Of L/B used For Cp determination = 0.875 h/L = Ratio Of h/L used For Cp determination = 0.235 Slope = Slope of Roof = 15.3 Deg Roof LW = Roof (Leeward) _ -0.51, -0.51 Roof WW = Roof Coefficient (Windward) = 0.01, -0.49 Roof X 1 = Roof +/-X Coeff (0 to h) (0.000 ft to 11.750 ft) _ -0.18, -0.9 Roof X_2 = Roof +/-X Coeff (0 to h) (0.000 ft to 11.750 ft) _ -0.18, -0.9 Roof _X 3 = Roof +/-X Coeff (h to 2h) (11.750 ft to 23.500 ft) _ -0.18, -0.5 Roof X 4 = Roof +/-X Coeff (h to 2h) (11.750 ft to 23.500 ft) _ -0.18, -0.5 Roof X_5 = Roof +/-X Coeff (>2h) (>23.500 ft) _ -0.18, -0.3 Roof -X-6 = Roof +/-X Coeff (>2h) (>23.500 ft) _ -0.18, -0.3 Cp-WW = Windward Wall Coefficient (All L/B Values) = 0.80 Cp_LW = Leward Wall Coefficient Using L/B = -0.50 Cp-SW = Side Wall Coefficient (All L/B values) _ -0.70 •000 GCpn WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.50 • •••• GCpn_LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) • • • _ -1.Q4 • • •• Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Norma]• to Ridge•••• All wind pressures include a load factor of 0.6 000000 • •••• 0000 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum 0000• 0000•• Press Press Press Press Pressure* ft psf psf psf psf psf psf 0000•• psf • • • •• • • • ---- ----- ----- ----- ----------- ------- 09 •• 0000 8.33 0.849 1.000 33.94 0.18 16.97 -20.53 -26.30 37.51 9.50090•6 0 Wall Wind Pressures based on Negative Internal Pressure (-GCPi) - Normal to RidgL••••• All wind pressures include a load factor of 0.6 • • • •• 0 • •• Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum 0000•• Press Press Press Press Pressure* ft psf psf psf psf psf psf psf 8.33 0.849 1.000 33.94 -0.18 29.19 -8.32 -14.09 37.51 9.60 Notes Wall Pressures: Kz = Velocity Press Exp Coeff Kzt = Topographical Factor qz = 0.00256*Kz*Kzt*Kd*V^2 GCPi = Internal Press Coefficient Side = qh * G * Cp_SW - qip * +GCPi Windward = qz * G * Cp_WW - qip * +GCPi Leeward = qh * G * Cp_LW - qip * +GCPi Total = Windward Press - Leeward Press * Minimum Pressure: Para 27.4.7 no less than 9.60 psf (Incl LF) applied to Walls + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface Roof Wind Pressures for Positive & Negative Internal Pressure (+/- GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 Roof Var Start End Cp-min Cp_max GCPi Pressure Pressure Pressure Pressure Dist Dist Pn_min' Pp_min- Pn_max Pp_max ft ft psf psf psf psf Roof LW N/A N/A -0.510 -0.510 0.180 -8.60 -20.82 -8.60 -20.82 Roof WW N/A N/A 0.010 -0.490 0.180 6.40 -5.82 -8.03 -20.25 Roof X 1 (+X) 0.000 11.750 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof X 2 (-X) 0.000 11.750 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof X 3 (+X) 11.750 23.500 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 Roof X 4 (-X) 11.750 23.500 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 Roof X 5 (+X) 23.500 50.000 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 Roof -X-6 (-X) 23.500 50.000 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 Notes Roof Pressures: Start Dist = Start Dist from Windward Edge End Dist = End Dist from Windward Edge Cp Max = Largest Coefficient Magnitude Cp_Min = Smallest Coefficient Magnitude Pp_max = qh*G*Cp max - qip*(+GCPi) Pn max = qh*G*Cp max - qin*(-GCpi) Pp_min* = qh*G*Cp min - qip*(+GCPi) Pn_min* = qh*G*Cp_min - qin*(-GCPi) OH = Overhang X = Dir along Ridge Y = Dir Perpendcular to Ridge Z = Vertical * The smaller uplift pressures due to Cp Min can become critical when wind is combined Page 3 of 18 Descon 8.0.0.15 (Basic License) Licensed to: Tabio Engineering Corp. 0000•• • 0000•• 0000•• • 0000• 0000• 0000•• • • • 0000•• 0000•• • Page 3 of 4 with roof live load or snow load; load combinations are given in ASCE 7 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface MWFRS Wind Parallel to Ridge (Ref Fig 27.4-1) h Var = Mean Roof Height Of Building = 11.750 ft Cp-min RHt = Ridge Height Of Roof = 15.170 ft Pressure B Pressure = Horizontal Dimension Of Building Normal To Wind Direction = 50.000 ft Dist L = Horizontal Dimension Of building Parallel To Wind Direction 57.170 ft L/B Pp_min- = Ratio Of L/B used For Cp determination = 1.143 -------------- h/L ft ------ = Ratio Of h/L used For Cp determination = 0.206 ------ Slope ----- = Slope of Roof = 15.3 Deg psf Hip_End_l Hip End = Hipped End Coeff (0 to h) (0.000 ft to 11.750 ft) _ -0.18, -0.9 11.750 Hip_End_2 -0.900 = Hipped End Coeff (h to 2h) (11.750 ft to 23.500 ft) _ -0.18, -0.5 0.92 Hip_End_3 -------- -19.86 = Hipped End Coeff (>2h) (>23.500 ft) _ -0.18, -0.3 2 (-X) Hip End4 = Hipped End Coeff (>2h) (>23.500 ft) _ -0.18, -0.3 Roof 1 = Roof Coeff (0 to h) (0.000 ft to 11.750 ft) _ -0.18, -0.9 -20.53 Roof 2 = Roof Coeff (0 to h) (0.000 ft to 11.750 ft) _ -0.18, -0.9 -0.180 Roof _3 = Roof Coeff (h to 2h) (11.750 ft to 23.500 ft) _ -0.18, -0.5 -11.30 Roof 4 = Roof Coeff (h to 2h) (11.750 ft to 23.500 ft) _ -0.18, -0.5 23.500 Roof 5 = Roof Coeff (>2h) (>23.500 ft) _ -0.18, -0.3 0.180 Roof -6 = Roof Coeff (>2h) (>23.500 ft) _ -0.18, -0.3 Roof 1 C WW Cp-WW 0.000 = Windward Wall Coefficient (All L/B Values) = 0.80 0000 Cp-LW 0.180 = Leward Wall Coefficient using L/B =-Oi47••• • • •••• Cp SW Roof 2 = Side Wall Coefficient (All L/B values) _ -0.474 • • •• GCpn_WW -0.900 = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.0406 • • • GCpn-LW -19.86 = Parapet Combined Net Pressure Coefficient (Leeward Parapet) = -1.00••• 0000 11.750 23.500 -0.180 00.000 • 0.180 0.92 Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Par Pl%koto Rid 0 ••• �••••• g••••• -20.53 Roof 4 All wind pressures include a load factor of 0.6 23.500 -0.180 Elev Kz Kzt qz GCPi Windward Leeward Side Total 00.000 Minimum • • • •• • • • -11.30 -8.32 Press Press Press Press Pressure •• 0000 23.500 ft psf psf psf psf psf psf psf 0000•• • • • • 0.180 0.92 -11.30 -2.55 -14.76 Roof -6 8.33 0.849 1.000 33.94 0.18 16.97 19.71 -26.30 36.68 9.�0 -0.180 -0.300 0.180 • �••••• -2.55 -14.76 Wall Wind Pressures based on Negative Internal Pressure (-GCPi) - Paraifel Rid:e All wind pressures include a load factor of 0.6 •••• 0000 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft ---- psf psf psf psf psf psf ----- ----- ----- -------------------- ------ psf 8.33 ----- 0.849 1.000 33.94 -0.18 29.19 -7.49 -14.09 36.68 --------- 9.60 Notes Wall Pressures: Kz = Velocity Press Exp Coeff Kzt = Topographical Factor qz = 0.00256*Kz*Kzt*Kd*V^2 GCPi = Internal Press Coefficient Side = qh * G * Cp-SW - qip * +GCPi Windward = qz * G * Cp WW - qip * +GCPi Leeward = qh * G * Cp_LW - qip * +GCPi Total = Windward Press - Leeward Press * Minimum Pressure: Para 27.4.7 no less than 9.60 psf (Incl LF) applied to Walls + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface Roof Wind Pressures for Positive 6 Negative Internal Pressure (+/- GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Roof Var Start End Cp-min Cp_max GCPi Pressure Pressure Pressure Pressure Dist Dist Pn_min* Pp_min- Pn_max Pp -------------- ft ------ ft ------ ------ ------ ----- psf -------- psf -------- psf -max psf Hip End 1 (-X) 0.000 11.750 -0.180 -0.900 0.180 0.92 -11.30 -------- -19.86 -------- -32.07 Hip End 2 (-X) 11.750 23.500 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 Hip End 3 (+X) 23.500 57.170 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 Hip End 4 (-X) 23.500 28.085 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 Roof 1 (+Y) 0.000 11.750 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof 2 (-Y) 0.000 11.750 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof 3 (+Y) 11.750 23.500 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 Roof 4 (-Y) 11.750 23.500 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 Roof_5 (+Y) 23.500 57.170 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 Roof -6 (-Y) 23.500 57.170 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 Notes Roof Pressures: Start Dist = Start Dist from Windward Edge End Dist = End Dist from Windward Edge Page 4 of 18 Descon 8.0.0.15 (Basic License) Licensed to: Tabio Engineering Corp. 0000•• • • • 0000•• • 0000•• 0000• • 0000• 0000•• • 0000•• • 0000•• Page 4 of 4 Cp Max = Largest Coefficient Magnitude Cp_Min = Smallest Coefficient Magnitude Pp_max = qh*G*Cp max - qip*(+GCPi) Pn max = qh*G*Cp_max - qin*(-GCpi) Pp min* = qh*G*Cp min - qip*(+GCPi) Pn min* = qh*G*Cp min - qin*(-GCPi) OH = Overhang X = Dir along Ridge Y = Dir Perpendcular to Ridge Z = Vertical * 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 - Pressures Acting AWAY from Surface Components And Cladding (C&C) Calculations per Ch 30 Part 1: EHt = Eave Height = 8.330 ft RHt = Ridge Height = 15.170 ft h = Mean Roof Height: 0.5*(EHt+RHt) = 11.750 ft Zh = Mean Roof Height for Kh: h + Base_Dist = 11.750 ft Kh = Since Zh<15 ft [4.572 m] --> 2.01 * ( [15 ft or 4.572 m] / zg)^(2/Alpha)= 0.849 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 GCPi = Ref Table 26.11-1 for Enclosed Building = +/-0.18 LF = Load Factor based upon ASD Design = 0.60 qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 33.94 psf LHD = Least Horizontal Dimension: Min(B, L) = 50.000 ft al = Min(0.1 * LHD, 0.4 * h = 4.700 ft a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) = 4.700 ft Wind Pressures for C&C Ch 30 Pt 1 • • All wind pressures include a load factor of 0.6 06•• i 00.0.0 Description Zone Width Span Area 1/3 Ref GCp GCp p p • Rule Fig Max Min Max Min ••606• ft ft ft sq ft psf psf 0000 • • ----- ---- ----- ----- ----- ---- ------ ----- ----- ------ front door 5 3.000 6.670 20.01 No 30.4-1 0.947 -1.294 38.25 -50.00•••• • • Area = Span Length x Effective Width •• 00 1/3 Rule = Effective width need not be less than 1/3 of the span length 00.00• GCp = External Pressure Coefficients taken from Figures 30.4-1 through 3:.907 p = Wind Pressure: qh*(GCp - GCpi) [Eqn 30.4-13* 0 0 *Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] {Includes T•F]• of • Descon 8.0.0.15 (Basic License) Licensed to: Tabio Engineering Corp. 0000 0000 0000•• 0000 0000•• 0000•• 0000 • • 0000 0000• • •• 0000• 0000 0000•• • • • • 0000•• ••9••• 6090•• •• • • • • • Page 5 of 18 tt,S�:��k2�nsi: .10011LVW% 610 F a at [ r:�:. N-41 r BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Product Approval USER: Public User Product Approval Menu > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email FL17798-R2 Revision 2017 Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Masonite International 1955 Powis Road West Chicago, IL 60185 (800)663-3667 sschreiber@masonite.com Sjgvgct reiber: • •. ;schrei¢e nason .; o .• .•. •. • • • •• .• .•. .• • •• • V. . . .• . . • . • • • • . • • • • . • • ••• • . . • . • • • . • • •• •• • • • •• •• ••• • • • ••• • • Page 6 of 18 Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Institute National Accreditation & Management Institute Standard TAS 202 Method 1 Option A Year 1994 Date Submitted 12/01/2017 Date Validated 12/04/2017 Date Pending FBC Approval Date Approved 12/06/2017 .. ... . . . . . .. Summary of Products • • • FL # Model, Number or Name Description 17798.1 Fir Wood Side -Hinged Door Unite* •• 6-8".Single or Dpuble Opaque Inswing Door w/ or w/o Sidelites Limits of Use C`er;ijcgtiont Ayensy.Certificate Approved for use in HVHZ: Yes FL17798•R2 C eANNI006721.02.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No .•• 12(3j/7O7�Q • Design Pressure: +50.0/-55.0 IntaQ�tiorInstructions :E.*.: : : 0 0•••: Page 7of18 Other: Evaluated for use in locations adhering to the Florida Building Code including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE 7, Minimum Design Loads for Buildings and Other Structures, does not exceed the pressures listed. When large missile impact resistance is required, hurricane protective system is required. See DWG-MA-FLO155-06 for additional details. 17798.2 1 Fir Wood Side -Hinged Door Unit Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +55.0/-55.0 Other: Evaluated for use in locations adhering to the Florida Building Code including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE 7, Minimum Design Loads for Buildings and Other Structures, does not exceed the pressures listed. When large missile impact resistance is required, hurricane protective system is required. See DWG-MA-FLO155-06 for additional details. FL17798 R2 II FL0155.pdf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports FL17798 R2 AE 514008A.pdf Created by Independent Third Party: Yes 6'-8" Single or Double Opaque Outswing Door w/ or w/o Sidelites Certification Agency Certificate FL17798 R2 C CAC NI006721.02.pdf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL17798 R2 II FL0155.pdf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports FL17798 R2 AE 514008A.pdf Created by Independent Third Party: Yes 117798.3 1 Fir Wood Side -Hinged Door Unit 16-8" Single or Double Glazed Inswing Door w/ or w/o Sidelites 1 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +47.5/-47.5 Other: Evaluated for use in locations adhering to the Florida Building Code including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE 7, Minimum Design Loads for Buildings and Other Structures, does not exceed the pressures listed. When large missile impact resistance is required, hurricane protective system is requirgd? See DWG-MA-FLO156-06 for additional details. •• 17798.4 [ Fir Wood Side -Hinged Door Unit m�._......� .� ___..e.. ._...._ • • • • Limits of Use " • Approved for use in HVHZ: Yes •.' Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +47.5/-47.5 •:' Other: Evaluated for use in locations adhering to the Florida • Certification Agency Certificate FL17798 R2 C CAC NI006721.0l.pdf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL17798 R2 II FL0156.pdf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports FL17798 R2 AE 514008A.pdf •�rgated�b% Ii depesident Third Party: Yes 6'-8" Single or Double Glazed Outswing Door w/ or w/o Sidelites — -• • • . • •...w..—.•..e—.�..�.�.._. GeCMticpt[oq 4gncy.Certificate FL11998•R2 C-_C+AE�#JI006721.01.pdf Quality Assurance Contract Expiration Date 12/31/2020 In4ti0l$tiOr' IQstrLjctions FLIZ2M W 1: FLS Tpdf • • 000 0 • • • • Page 8 of 18 Building Code including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE 7, Minimum Design Loads for Buildings and Other Structures, does not exceed the pressures listed. When large missile impact resistance is required, hurricane protective system is required. See DWG-MA-FLO156-06 for additional details. Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports FL17798 R2 AE 514008A.pdf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: elFecl. Credit Card a e • •• • • • • ••• • •• • •• • • •• • • • • •• • • • • • • • • • • • • • • • • • • • • • ••f•: : : : ;•••; Page 9of18 ••• • • • ••• • • NOTICE OF PRODUCT CERTIFICATION -y - Company: Masonite International Corporation Certification No.: NI006721.02 1955 Powis Road Certification Date: 09/22/2006 West Chicago, IL 60185 Expiration Date: 12/31/2020 Revision Date: 11/21/2014 Product: Fir Opaque Inswing or Outswing Wood Door w/ or w/o Non -Impact Rated Sidelites (w/Wood Frame unless noted) Specification: PA 202/TAS 202/ASTM E330 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within NAMI's Certified Product Listing at www.Namicertification.com. NAMI's Certification Program is accredited bV The American National Standards Institute (ANSI). National Accreditation &Management Institute, Inc./47�4•GeQrg0 �a�hin • on Uembrtal Highway/Hayes, VA 23072 Tel: (804) 684-512¢l'Fa1t:•(804 A4�5421 :•: ... . . . . ... . . NAMI AUTHORIZED Rf:: • • •• • • • • • • • • Page 10 of 18 666 0• • .. • • • • • *0: • Inswing Glazed Structural Water Missile Test Report Number Configuration or or Maximum Design Test Impact Drawing Number & Outswing Opaque Size Pressure Pressure Rated Comments X US Opaque 3'0" x 6'8" +50/-55 2.86 psf No NCTL-210-3313-1 Single Maximum Panel Size: 3'0" x 6'8" Anchor Details-MA-FL0155-06 X O/S Opaque 3'0" x 6'8" +55/-55 5.25 psf No NCTL-210-3313-1 Single Maximum Panel Size: 3'0" x 6'8" Anchor Details-MA-FL0155-06 XX I/S Opaque 6'0" x 6'8" +50/-55 2.86 psf No NCTL-210-3313-1 Double Maximum Panel Size: 3'0" x 6'8" Anchor Details-MA-FL0155-06 XX O/S Opaque 6'0" x 6'8" +55/-55 5.25 psf No NCTL-210-3313-1 Double Maximum Panel Size: 3'0" x 6'8" Anchor Details-MA-FL0155-06 XO/OX US Opaque 6'0" x 6'8" +50/-55 2.86 psf Door -No NCTL-210-3313-1 Single w/Sidelite Glazed Sidelite Sidelite-No Maximum Panel Size: 3'0" x 6'8" Anchor Details-MA-FL0155-06 XO/OX O/S Opaque 6'0" x 6'8" +55/-55 5.25 psf Door -No NCTL-210-33 t3-1 Single w/Sidelite Glazed Sidelite Sidelite-No Maximum Panel Size: 3'0" x 6'8" Anchor Details-MA-FL0155-06 OXO I/S Opaque 5'0" x 6'8" +50/-55 2.86 psf Door -No NCTL-210-3313-1 Single w/Sidelites Glazed Sidelite Sidelites-No Maximum Panel Size: 3'0" x 6'8" Anchor Details-MA-FL0155-06 OXO O/S Opaque 5'0" x 6'8" +55/-55 5.25 psf Door -No NCTL-210-3313-1 Single w/Sidelites Glazed Sidelite Sidelites-No Maximum Panel Size: 3'0" x 6'8" . • 000 . . . • Anchor Details-MA-FL0155-06 OXXO I/S Opaque 8'0" x 6'8" +50/-55 • . .$ po' ; p-.-Ors-No NCTL-210-3313-1 Double w/Sidelites Glazed Sidelite•' • ' • • • • • • • • Sidelites-No Maximum Panel Size: 3'0" x 6'8" 0• • • • Anchor Details-MA-FL0155-06 OXXO O/S Opaque 8'0" x 6'8" +55/-55 5.25 psf Doors -No NCTL-210-3313-1 Double w/Sidelites Glazed Sidelite Sidelites-No Maximum Panel Size: 3'0" x 6'8" • • • • 00 Anchor Details -MA -FI -0155-06 National Accreditation &Management Institute, Inc./47�4•GeQrg0 �a�hin • on Uembrtal Highway/Hayes, VA 23072 Tel: (804) 684-512¢l'Fa1t:•(804 A4�5421 :•: ... . . . . ... . . NAMI AUTHORIZED Rf:: • • •• • • • • • • • • Page 10 of 18 666 0• • .. • • • • • *0: • SIDE -HINGED FIR WOOD DOOR UNIT 6'-B" DOUBLE DOOR WITH / WITHOUT SIDELITES GENERAL NOTES 1. EVALUATED FOR USE IN LOCATIONS ADHERING TO THE FLORIDA BUILDING CODE AND WHERE PRESSURE REQUIREMENTS AS DETERMINED BY ASCE 7, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, DOES NOT EXCEED THE DESIGN PRESSURES LISTED. 2. IF LARGE MISSILE IMPACT RESISTANCE IS REQUIRED, HURRICANE PROTECTIVE SYSTEM (SHUTTERS) IS REQUIRED. 3. ONE LITE SIDELITES GLAZED WITH 1/2" INSULATED GLASS. ML SIDELITES GLAZED WITH 7/32- TEMPERED. 101.5" MAX. OVERALL. FRAME WIDTH 6.75 MAX 36.375" MAX. D..0. PANEL WIDTH --{ 13.5" MAX. W/ASTRAGAL I FRAME WIDTH ® ® ® ® 7DL MAX D.L.O. 6.75" X 12" n $� � N �o a . AddandmtoNA11 Oel xatimk: NxOv ko- um Z TABLE OF CONTENTS SHEET #I DESCRIPTION i TYPICAL ELEVATIONS & GENERAL NOTES 2 ANCHORING LOCATIONS & DETAILS 3 ANCHORING LOCATIONS & DETAILS • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • GATE 912210 sc-_.e. N.T.S. DWG. BY: SWS CHK. BY: KURT IRALTHAZOR DRANING NO.: FLORIDA %56533 E Pa DW-MA-FL0155 SHEET 1 of _ 3 6" SEE DETAIL3 6` ^E" 3" 3` I� � � n I 3• c 3. c c I I 31 SEE DETAIL "C" I I I 16" 6" 6" 6" I I I _ 0 W Q a J Q B A B 0 � — 6" — g^ 3.. - — a I l 6 l y --1 61 I I 3" —1 r r _ 3" Y 3.. t 6" 3" 3' SEE DETAIL "F" #8 x 2-1/2" #10 x 2" #10 x 3/4" #8 x 2-1/2" #10 x 1" p #10 x 3/4" #10 x 1" #10 x 2" DETAIL "C" DETAIL "D" I 1.375' T INSWING THRESHOLD 0.962"I T �' OUTSWING THRESHOLD F " 3" 6' 3" 6 11.1 --"- SEE SEE DETAIL } 'D` J CY a 0 O � 6" ;EE DETAIL C" 6" Ln 00 0 0 O � J F= �O C7 z 0- Lnu LdLd #8 x 2-1/2" ASTRAGAL RETAINER BOLT HOLE MUST BE DRILLED THROUGH 6j6�THE THRESHOLD & INTO THE DETAIL "E" ASTRAGAL STRUCTURE DEEP ENOUGH ATTACH ASTRAGAL RETAINER BOLT FOR A 1.375" THROW STRIKE PLATE TO FRAME DETAIL "F" ASTRAGAL AS SHOWN. • • • • • • • •• •• •• • i• 1/2• IG ( 1T EMP.) •�OTEMP. ,R7 • /2BRE •0 IIfiERnp SIDE Add8R41LilbNAM CeAtl�oRzo pr►da.: NzOo • • • • • • PIN NAIL TYPICAL GLAZING DEl•AIL soca. N. T. S. DWG. BY: SWS CNK. Bf: DRAWING NO.: D SEE DETAIL "C" SHT. 2 3" �� 61, 6"3 c "� r I � 6" c I 3l U c. SEE DETAIL "D' SHT. 2 Y J a D 0 w ATTACHMENT ATTACHMENT D�AIL 1. ANCHOR ANALYSIS FOR LOADING CONDITIONS PREPARED, SIGNED AND SEALED BY ROBERTO LOMAS, PE (FLORIDA #62514) WITH THE LOWEST (LEAST) FASTENER RATING FROM THE DIFFERENT FASTENERS BEING CONSIDERED FOR USE. JAMB, HEAD, AND THRESHOLD FASTENERS ANALYZED FOR THIS UNIT INCLUDE #10 WOOD SCREWS OR 1/4" TAPCONS. A PHYSICAL SHIM MUST BE PLACED IN SHIM SPACE AT EACH ANCHOR LOCATION. TAPCON EDGE DISTANCE MIN 2-1/2". WOOD SCREW EDGE DISTANCE MIN 3/4". 10 6" �i �"11{��T 6" �'1 Imo' I A"fdn to NW Celhtieatia ik: AfX00 Do 2 1.M2N. c,.. HARDWARE SCHEDULE MAX" SHIM CIL 1. 6' 6" T -. w — — 2. — — a N J a 0 w w 6 IF 11 11111 G H 11 6 111 1 O_ 0 6" �i �"11{��T 6" �'1 Imo' I A"fdn to NW Celhtieatia ik: AfX00 Do 2 1.M2N. c,.. HARDWARE SCHEDULE MAX" SHIM CIL 1. KWIKSET SERIES 400 GRADE 3 CYLINDRICAL LATCH AND SERIES 980 GRADE 1 DEADLOCK HARDWARE TO BE INSTALLED AT 5-1/2" CENTERLINE. 2. 4" X 4" FULL MORTISE BUTT HINGES. TYPICAL MASONRY ANCHOR INSTALLATION •• ••• • • • • • •• ••� i'X1�2" CORRUGATED #lOX2" WOOD SCREW o ", t• • • • • • • F;Q J EACH END 6" AND 12" END END Oc 2. THE WOOD SCREW SINGLE SHEAR DESIGN VALUES COME FROM 1.50" • ` 0 25* • • • • • • • •� • • • ANSI/AF&PA NDA FOR SOUTHERN PINE LUMBER AND ACHIEVEMENT MIN MAX OF 1-1/2" MINIMUM EMBEDMENT. THE TAPCON MUST ACHIEVE SHIM ACRYLIC LATEX MINIMUM EMBEDMENT OF 1-1/4". I CAULK CIL - I`� Y: •: • • • • • • • • OAC EX 3. WOOD BUCKS BY OTHERS MUST BE ANCHORED PROPERLY TO • • • • • • •ATEXULK CL TRANSFER LOADS TO STRUCTURE. • • • • • • 4. MINIMUM DESIGN VALUE STRENGTH OF ANCHORS 171 LBS. TYPICAL WOOD BUCK • • COMBIMATIOIQ COMBINATION ANCHOR INSTALLATION MULLION (BOXED) MULLION (BOXED) -- ; .1 • • • 0 0 • • • •• • • • • • • • • •• • • • •• •• ••• • 0 0 ••• • • (2)WOOD SCREWS" EACH END • COMPOSITE MULLION (INTE Ln cc 00 0 0 O � J Z c U W �Q cl- _ LU O Cn ~ LLJ y g �2: DATE: 9/22/06 SCALE: N. T. S. DWG. BY: SWS CHK. BY: DRAWING NO.: Dr3GTlW-FL0155-06 SHEET 3 OF 3 L. Roberto Lomas P.E. 1432 Woodford Rd, Lewisville, NC 27023 434-688-0609 Manufacturer: Masonite Report #: 514008A Date: 10/10/2017 rllomas(�DI rlomaspe. com Test Report: N/A Product: Double Door with and without sidelites 12'x6'8" (wood frame) Scope: This analysis provides calculations, quantities, and spacing requirements for installing product to substrate, and it applies only to the product described herein. These calculations comply with requirements of the Florida Building Code. Anchor capacity in shear condition: Solid members w/ 6 w/out gap: a. With threads present in shear plane Fastener type: #10 wood screw (NDS 2012, NDS 2015, TR12) Al Y _ A2 Nominal diameter: D: 0.190 in Gap: g: 0.0000 in A4 A4 Root diameter: Or: 0.152 in Moment arm: 0.0000 in Load Minimum required penetration: p: 1.140 in Screw bending yield strength: Fb = 80,000 psi Side member: Douglas Fir -Larch (6=0.50) Main member: Spruce -Pine -Fir (6=0.42) 2 Side member thickness: t, = 1.000 in Main member thickness: tm = 1.500 in 70bs; Side member dowel bearing strength: Fe, = 4,650 psi Main member dowel bearing strength: Fpm = 3,350 psi Side member dowel bearing length: I, = 1.000 in Main member dowel bearing length: 1m = 1.140 in (in) Mode I. Mode I, Mode II Mode III, Mode III, Mode IV qm = 636.5 lbs/in qs = 884 lbs/in A: 0.0007 A: 0.00096 A: 0.00107 A: O.QpIM* • P = 725.61 lbs P= 884 lbs B: 1.07 B: 0.57 B: 0.5 B: • OAMG • KD = 2.400 Ko = 2.400 C: -427.674 C: -253.623 C: 009 -267.699 • • • C: •93.6• • Zm= 302 lbs Z,= 368 lbs P = 331 lbs Ms = 46.8 in -lbs Mm = 46.8 in -Ibis• • • • • • • • • • • • KD = 2.400 P = 297 lbs P = 319 lbs a P = 263 lbs Min. Design value: Z= 110 lbs Z= 138 lbs Ko = 2.400 KD = • • • • • 2.400 KD = 2.400 Duration Factor: Co = 1.6 Z= 124 lbs Z= • • • • 133 lbs • • Z= • 0110 00I0by Allowable Design Value (ZCD): Z'= 175 lbs/onchor OK • • • • 0000 Fastener type: 1/4 ITW Topcon Tabulated values • • • • • • N.O.A. 16-1222.06 154 edge spacing (in) • • • • • • • • Substrate: Hollow block 1 N/A distance 2.00 4.00 • • •: • 154 OK Minimum embedment: 1.25 in 2.00 130 161 • • • • Actual edge distance: 2.50 in 4.00 163 202 • • 0000•• • Actual C To C spacing: 3.00 in • • • • • • Allowable Design Value: Z .= 155 lbs/anchor (per interpolation when needed) • • • 0000 Fastener type: #10 Tek screw Substrate: 18 GA, Steel Tabulated design value: Z= 1266 lbs Safety factor: F5= 4 Allowable Design Value (Us): Z'= 316 lbs/onchor Minimum anchor capacity: 155 lbs/anchor Note: Anchors with the least capacity is used for calculations to qualify anchors with higher capacity. Anchor calculations, minimum required anchors 36.38 36.38 Design pressure: 60.0 psf E Al YAz 79.25 Al 72.75 37.50 36.38 36.38 37.50 Al Y A2 A4 A4 YY _ Al Y _ A2 I Al A4 A4 Al 147.75 1 of 4 79.25 Design pressure: 60.0 psf Max. Anchor Area Load Ind. Zone 2 (lbs) (�n) O.C. 70bs; Qty Load Load Result (ft) (lbs) (in) (in) (lbs) Qty (lbs) A, 2.4 146 N/A (in) 155 1 146 OK A, 2.3 138 N/A N/A 155 1 138 OK AZ 7.7 463 6.00 21.00 155 5 93 OK As 7.7 463 N/A N/A 155 3 154 OK Design pressure: 60.0 psf 0000•• • • 0000•• • 0 00••60 • 0 • •0• • • •••0• 0000•• • • • 0000•• • • •0000• 0 0 TAT 4F ` Luis R. Lomas P.E. FL No.: 62514 10/10/2017 Page 14 of 18 Max. Anchor Area Load Ind Zone Z (ft) (lbs) (�n) O.C. Cap. Qty Load Result (in) (lbs) (lbs) A, 2.4 146 N/A N/A 155 1 146 OK A2 7.9 473 6.00 21.00 155 5 95 OK A3 7.8 468 N/A N/A 155 4 117 OK A4 1 2.3 1 138 1 N/A N/A 155 1 138 OK A5 1 7.7 1 463 1 N/A N/A 1 155 3 154 OK 0000•• • • 0000•• • 0 00••60 • 0 • •0• • • •••0• 0000•• • • • 0000•• • • •0000• 0 0 TAT 4F ` Luis R. Lomas P.E. FL No.: 62514 10/10/2017 Page 14 of 18 L. Roberto Lomas P. E. 1432 Woodford Rd Manufacturer: Masonite Lewisville, NC 27023 Report #: 514008A 434-688-0609 Date: 10/10/2017 rl lornas(c)Irlornasoe. corn Anchor Locations: Double door 79.25 2 of 4 36.3836.38 6.00 TYR 6.00 TYR 18.19 TYP. 3.00 TYP. 1 6.00 5.00 R1 I l Ll0 .rr 4-TATE r • r r 1tI11t Luis R. Lomas P.E. FL No.: 62514 10/10/2017 Page 15 of 18 0000 • • 0000 0000•• 0000•• • 0000 0000•• 0000•• • • • •••• 0000 • 0000•• • 0000 0000 0000• 0000•• • •• • • 0000• 0 669900 •••••• 0 00 0000•• •• 0 • •• • • • • R1 I l Ll0 .rr 4-TATE r • r r 1tI11t Luis R. Lomas P.E. FL No.: 62514 10/10/2017 Page 15 of 18 L. Roberto Lomos P. E. 1432 Woodford Rd. Manufacturer: Masonite Lewisville, NC 27023 Report #: 514008A 434-688-0609 Date: 10/10/2017 rllomas(o)I rlomaspe. corn Double door with sidelites 6.00 TYP. 37.50 18.75 TYP. 6.00 TYP. 3.00 TYP. 36.38 - 18.19 TYP. 36.38 37.50 6.00 18" MAX •••• O.C. • • • • • ••••• •••• • • • 9.25 ••••• • •• • • •• •••• • • • • 6.00 3of4 Luis R. Lomas P.E. FL No.: 62514 10/10/2017 Page 16 of 18 L. Roberto Lomas P. E. 1432Woodford Rd. Manufacturer: Masonite Lewisville, NC 27023 Report #: 514008A 434-688-0609 Date: 10/10/2017 rllomasno lrlomaspe.com Installation instructions: 1. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN BELOW. 2. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 1/4" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN BELOW. 3. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL WITH 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN BELOW. 4. ALL FASTENERS TO BE CORROSION RESISTANT. 5. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S• • • • INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH • • • •••• • •••••• STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: • • • • • • A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 • • .00. • B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. • • • • • • • • • • • • • • • • • C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PS1 MINIMUM. • • • • • • • • • D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSI OR ALUMINUM 6063-T5 FU=30KSI • • • • 000* i • • • • i .052" THICK MINIMUM • • ' • •••• •••• ••••• 6. ANCHOR LOCATIONS SHOWN IN THIS DOCUMENT ARE THE MINIMUM REQUIRED FOR THE • • DESCRIBED PRODUCT EXPOSED AT THE DESIGN PRESSURE INDICATED HEREIN. • • 0 • • i i • • • • • • • • 7. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY • • • • • • • • • • • • • • • TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY • • • • • • • • OF THE ARCHITECT OR ENGINEER OF RECORD. •• • • • • • • •••••• 8. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. ... • • • 9. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" UNITS MUST BE ANCHORED THROUGH • .0. • • • • • • FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. • • • i • • • • • • ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER 0000 STRUCTURAL SUBSTRATE MATERIAL. 10. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 11. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 12. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. Luis R. Lomas P.E. FL No.: 62514 4 of 4 10/10/2017 Page 17 of 18 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 2 < O .^ S R a u � w � LL O 2 3 Z FRONT DOOR w +38.25 PSFw Z w o –50.02 PSF Z G E C w O ~ � w m F � s _ oz n a 0 CL ou c, � U 0 z u w z c� FRONT ELEVATION 1 Scale 1 /4" = 1' - 0., SPECIFICATIONS Lo r4wl DID 1. TO THE BEST OF THE SPECIALTY ENGINEER'S KNOWLEDGE AND PROFESSIONAL ABILITY, THESE DRAWINGS COMPLY WITH THE CURRENT MINIMUM REQUIREMENTS OF THE FLORIDA BUILDING CODE 2017 6TH EDITION. 2. WIND CALCULATIONS PER ASCE 7-10 Z • BASIC WIND SPEED 175 MPH EXPOSURE CATEGORY'C Lu • RISK CATEGORY'II' W �..«. an9oa o .w• 3. NEW FRONT DOOR TO BE MASONITE SPECIFICATION PA o 5 202/TAS 202/ASTM E330, FIR OPAQUE IN SWING OR OUT SWING WOOD DOOR WITH IMPACT GLASS, "�' O d .moo one o�ow YA o"`..09. 4. NEW DOOR RATED FOR +50/-55 PSF PER CERTIFICATION cw,monM°"O'E°.oa,o NUMBER NI006721.02, VALID UNTIL 12-31-2020 W p O .•. w nmaW:oo.91'oN. G —AT"— ..an01u11°'.1 c'o`in F H Z •• ••• • • • • • •• 0 IMaw»G • • • • • i • • • • U. m� r.i• ions • • •• • • • • t \l Ill I,,� • • • • t • U. • • `\\\\ ' Vr' '9 2� TYPICAL EXTERIOR DOOR JAMB DETAIL No 55757 314 r = 1 —O' 1 TYPICAL EXTERIOR DOOR • THRF4,403 HEAqD • • • • • O * D&TNI, • • • '�'.• D- BY: M.s. ECItED BY: M • STATE OF : z� • • • • • • i Q (u` % scS 314' = l'—O" • • • • • • • • • • • • • .�'••� P.7� �,S'•t O R I DAM�M SEPiEMBEG Ol, iD19 .. I:- • • • t • • �'�""/0 N A i E �``� MAURiaO SALAZAR, P.E. SHEET 1 OF 1 FLORIDA REG. #55157 Page 8 of 18 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • LERMIT #: w: _ Miami Shores V ie APPROVED BY I DATE ZONING DEPT BLDG DEPT SUBJECT TO CCMPUANCE WI FI1 ALL F UERAL STATE ANo CCUN1YIRU .ES AN') ,LATIONS 2x4 PT WOOD BLACKING AROUND ENTIRE OPENING G.W.B. ON PT FURRING CONC. FILLED MASONRY BLOCK - OR CONCRETE COLUMN. SEE STRUCTURAL PLANS. 2x PT BLOCKING AS REQUIRED DRYWWLL RETURN. FRONT ELEVATION Scale 1/4' =1' - 0". 2x PT WOOD BUCK -ATTACH W/ 1/4" DIA, TAPOONS W/ 1-1/4' MIN. EMBEDMENT INTO MASONRY/CONC AT CENTERLINE OF BUCK. 3 - FROM ENDS. AND BALANCE AT 12' O.C. �—ALUMINUM IMPACT DOOR (PER SCHEDULE) STUCCO - REFER TO N.O.A. FOR INSTALLATION FINISH REQUIREMENTS PROVIDE CONTINUOUS LIQUID APPLIED CONTINUOUS SILICONE CAULK JOINT POLYURETHANE RUBBER MEMBRANE 'VULKEM opuno 350 NF- (OR APPROVED EQUAL) AS SHOWN AROUND ENTIRE WINDOW OPENING 2 TYPICAL EXTERIOR DOOR JAMB DETAIL 2x PT WOOD BUCK -ATTACH W/ Ile DIA. TAPCONS W/ 1 -1/4 - MIN - -1/4'MIN. EMBEDMENT INTO MASONRY/CONC AT CENTERLINE OF BUCK. 3' FROM ENDS. AND BALANCE AT 12. O.C. ALUMINUM IMPACT DOOR (PER SCHEDULE) -REFER TO N.OA FOR INSTALLATION REQUIREUENTS. CONTINUOUS SILICONE CAULK JOINT OWNER SELECTED THRESHOLD W/ W BEVEL Z4 '. G.W.B. ON PT FURRING CONC. BEAM OR LINTEL SEE STRUCTURAL PLANS if —2X4 PT WOOD BLOCKING AROUND ENTIRE OPENING —DRYWALL RETURN. SEE ID PLANS —2x PT BLOCKING AS REQUIRED PROVIDE CONTINUOUS LIQUID APPLIED POLYURETHANE RUBBER MEMBRANE 'VULKEM 350 NF' (OR APPROVED EQUAL) AS SHOWN AROUND ENTIRE WINDOW OPENING FINISH FLOOR. PROVIDE RECESS AS REQUIRED O DOOR THRESHOLDS PER MANUFACTURER'S SPECIFICATIONS TYPICAL EXTERIOR DOOR THRESHOLD/HEAD DETAIL 3/4" = IP -0" SPECIFICATIONS 1. TO THE BEST OF THE SPECIALTY ENGINEER'S KNOWLEDGE AND PROFESSIONAL ABILITY,'rHut. DRAWINGS COMPLY WITH THE CURRENT • • • MINIMUM REQUIREMENTS OF THE FLORIDA "; •' BUILDING CODE 2017 6TH EDITION. 000000 0000 2. WIND CALCULATIONS PER ASCE 7-10 • • • • • • • BASIC WIND SPEED 175 MPH ••.••• • EXPOSURE CATEGORY'C •••••0 • RISK CATEGORY 'II' :00:0: 3. NEW FRONT DOOR TO BE MASONITE • • • SPECIFICATION PA 202/TAS 202/ASTM E33e01t OPAQUE IN SWING OR OUT SWING WOOD DOOR WITH IMPACT GLASS, 4. NEW DOOR RATED FOR +50/-55 PSF PER CERTIFICATION NUMBER NI006721.02, VALID UNTIL 12-31-2020 Ns 0 75 MAURICIO SALAZAR, P.E. FLORIDA REG. #55757 o a 0 a w a o u c5 z • \ )1 w .I1' 0000 0000 • W . 0000• • .. g e W Of �/ 2! z C I=n �s C o Z SCALE AS SHOWN DATE SEPTEMBER 02, 2019 1 OF 1