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RC-07-20-1631, 9333 N Miami Ave (6)Miami Shores Village RECEIVED BUILDING PERMIT APPLICATION Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BY FBC 20 Master Permit No. KC . L3 Sub Permit No. BUILDING ❑ ELECTRIC ROOFING REVISION ❑ EXTENSION RENEWAL ❑PLUMBING ❑ MECHANICAL []PUBLIC WORKS M CHANGE OF ❑ CANCELLATION ❑ SHOP A�j�j� DRAWINGS JOB ADDRESS: a1A J- A City: Miami Shores County: Miami Dade Zip: 3 3 Folio/Parcel#: nn Is the Building Historically Designated: Yes NO Occupancy Type: Atoad: Construction Type: Flood Zone: BFE: FFE: 1 OWNER: Name (Fee Simple Titleholder): � ir �'e; PAR; �W�-1ia Phonem I (a Address: 11 7-bi, P ' K 'I City: Al xis I Slv%0 f t s-State: l> I i Zip: 5 510 Tenant/Lessee Name: Phon Email: CONTRACTOR: Company Name: ��r^ V A7 1r*%0k MPhone#: .III �Tb'q.3)5 Address: 1`03�\ G.r6z" City: MA a /`,IP /� state: - L...Zip: //��r I Qualifier Name: iL��Ae to , 6 Phone#: State Certification or Registration #: &CLG IS .%''4 40 Certificate of Competency #: DESIGNER:Archhi�ittecct/Engineer: �S O.d HA ;A I/ Phone#: Address: 2Wc ASO Gqt.%. T 1. City: baQUb4` state: JELL. zip: 32S&P Value of Work for this Permit: $44 0wsp0 Square/Linear Footage of Work:yd D Type of Work: A Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: Specify color of color thru tile: Id - Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon fee $ DBPR $ Technology Fee $ Training/Education Fee $ Structural Reviews $ Notary $ Double Fee $ _ Bond $ TOTAL FEE NOW DUE $ (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 Zip 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 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 $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a c tified copy of the recorded notice of commencement must be posted at the job site for the first ' ch o en (7) dJJs after the building permit is issued. In the absence of s�uchsted notice, the inspectio will not be app ved nd a rein ecti ee will be charged. � � OWNER dt AGENT The foregoing instrument was acknowledged before me this day of K:) y tf 20 e�-k by ?61-4ri, 6 �cvu c:l.��ru' , who i ersonally known o me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: l_� Print: Seal: **************** APPROVED BY Signatu The foregoing instrument was X+Mf w- iedged before me this I day of O Limber , 20 ZN by Q40/ ktS ?0i who is personally known to me or who has produced D✓%\J?Y- as identification and who did take an oath. NOTARY PUBLIC: Sign:_ Print: "qj Nelelepe NalaKl POWeN � ar ivj Natelop N8t8XI FM ' Seal: _! Comm.:HH 159435 Comm.:HH 150435 ...� Expires: Sept. 27,2025..:`� Expires: Sept.27,2025 OF Notary Public - State of Florida Notary Public- -$late,of Florida ninu�a� Plans Examiner Zoning (Revised02/24/2014) Structural Review Clerk r Permit Number: BY: Owner's Name (Fee Simple Title Holder): i�f t Gtps J etc r/ Phon . Owner's Address: * I -z,"-S 3Avs�-,i,vz City: 01 All., ► S' -,,Les State : F� Zip Code: Job Address (where work is being done): _q S 3 � 1J ru :rA &.t< A, City: Miami Shores State: —Florida Zip Code: 3 3 i 5 Contractor's Company Name: Phone: 30S- Address: '�, L 'S Li City: t-4J-VA, fi-- State: (:7 L Zip Code: 331,3 Qualifier's Name : S o1-J Lic. Number: Architect/ Engineer of Record Name: W r=S � a.5TEL Phone: -7 l - 533 S Address: '�300 13--5Cr4q 106 &-V3 � u;zcD City: "z►4f,,, c State: I ` L Zip Code: 3 3 / 3 $ Describe Work: C Vz- o "-xj z) ► 2 C — 0 hereby certify that the work has been abandoned and/or the contractor/architect is unable or unwilling to complete the contract. I hold the Building Official and the Miami Shores Signature Owner / Agent rmless of all legal involve The foregoing instrument was aknowledged before me this 0 day of `f 20 �-cWho is personally known to me or who has produced as indentification. Notary Public: -- Sign and Seal: i 1 o, Poa`� `ieKll3llt1` rm q MY COMMISSION # GG292525 "OF FlPP° EXPIRES: March 15, 2023 Signatu C1 The foregoing instrument was aknowledged by before me this 7,�- day of LLe4 (,,20-I , by Who is personally known to me or who has produced Notary Public: Sign and Seal: as indentification. ,wts v Expires:.--pt. 27, 202page 2 of Z 80nW thru Aaron Notary z CALC ENGINEERING CITY 2000 NW 891' PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 COPY STRUCTURAL CALCULATIONS PROJECT: THE PENICHERO RESIDENCE ADDITION ' ADDRESS: 9333 N MIAMI AVE. MIAMI, FL, 33150 • • •: • • • • • • • • • • • • .... . ..... ...... .. . ..... APPLICABLE CODES - FBC 2020 • . . .. . ...... - ASCE 7-16 • • - ACI 318-14 • - NDS 2015 These Calculations contain manual and computer generated structural calculations. Computations were performed to the best of my knowledge according to sound and generally accepted engineering principals and Code requirements. The sign and seal provided herein is meant to cover all computation sheets pages 1 through 30. Masood Hajali, PhD, P.E. Florida Reg.: 82038 C E /v J x to Fa . No 82038 • ATC F 6t 1 CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 PROJECT: THE PENICHERO RESIDENCE ADDITION ADDRESS: 9333 N MIAMI AVE. MIAMI, FL, 33150 TABLE OF CONTENTS :!.••: '.fl. "';�' • N • • 1. DESIGN CRITERIA................................................................................................... •..................:..... 3 :... • 2. LOADS .l�..! ....................................................................................................................................!...........4 3. ROOF RAFTER DESIGN..........................................................................................RR..RA............. ....l.11 ...... . •...•. ! 4. CONCRETE BEAM DESIGN 21 ....................................................................................;.....•....*.........•.@.....0. f ! v.: • 5. CMU WALL DESIGN %•!•: ..............................................................................................�s••0........ ..•...027 .f.f.f 6. FOUNDATION DESIGN.........................................................................................................................30 Computer Programs Used: • Mecawind • Enercalc e ` ° aA * : No 82038 3 A 7A 7 c_- F 00 2 CALC ENGINEERING 2000 NW 89"' PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 1. DESIGN CRITERIA Desijtn Parameters • Florida Building Code, 2020 Edition • Wind Parameters: ■ ASCE 7-16 ■ Wind Velocity= 175 MPH (ULT) ■ Risk Category= II ■ Exposure= C ■ Mean Roof Height=15'-0" ■ Kd= 0.85 ■ GCpi= ±0.18 (Enclosed Structures) Materials Used • Concrete Strength at 28 days - f'c=3'000psi • Reinforcing - fy=60,000psi • Masonry —f m 1,500psi (f c=1'900psi) • Wood SYP No. 1 Design Loads • Refer to Section 2. Foundation Parameters • Presumptive Bearing Capacity 2000psf. 3 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 2. LOADS ROOF LOADS Live= 20psf Dead Load= 20psf System= 5psf • • • • • • TL= 55psf ...... • ...... .... ...... DESIGN UPLIFT FOR ENCLOSED RAFTER (Refer to MecaWind Output Below) :so**: WZone1= 60.9psf (ASD) L=7'-o" .... • • • • • • . ..... WZone2= 80.4psf (ASD) L=7'-o" **:so: • • • • 0 : 0 . WZone1,2= 70.7psf (ASD) (Average) L=7 -0 0 •.••.• • • WZone1= 48.1psf (ASD) L=20'-0" . . •• • ; ..0. ...... • WZone2= 64.Opsf (ASD) L=20'-0" • • • :0.0:0 :"": WZone1,2= 56.1psf (ASD) (Average) L=20'-0" • DESIGN UPLIFT FOR PARTIALLY ENCLOSED RAFTER (Refer to MecaWind Output Below) WZone1= 73.4psf (ASD) L=7'-0" WZone2= 92.9psf (ASD) L=7'-o" WZone1,2= 83.2 psf (ASD) (Average) L=7'-0" WIND LOADS FOR ENCLOSED MecaWind V2381 www.meca.biz, .., Basic Wind Parameters Wind Load Standard = ASCE 7-16 Exposure Category = C Wind Design Speed = 175.0 mph Risk Category = II Structure Type = Building Building Type = Enclosed General Wind Settings Incl_LF = Include ASD Load Factor of 0.6 in Pressures = True DynType = Dynamic Type of Structure = Rigid NF = Natural Frequency of Structure (Mode 1) = 1.000 Hz Zg = Altitude (Ground Elevation) above Sea Level = 0.000 ft Bdist = Base Elevation of Structure = 0.000 ft SDB = Simple Diaphragm Building = False MWFRSType = MWFRS Method Selected = Ch 27 Pt 1 Topographic Factor per Fig 26.8-1 Topo = Topographic Feature = None Kzt = Topographic Factor = 1.000 Building Inputs Roof Type: Building Roof Type = Flat RfHt Roof Height = 15.000 ft W Building Width = 60.000 ft L Building Length = 72.330 ft Par Is there a Parapet = False Exposure Constants per Table 26.11-1: Alpha: Table 26.11-1 Const = 9.500 Zg: Table 26.11-1 Const = 900.000 ft At: Table 26.11-1 Const = 0.105 Bt: Table 26.11-1 Const = 1.000 Am: Table 26.11-1 Const = 0.154 Bm: Table 26.11-1 Const = 0.650 C: Table 26.11-1 Const = 0.200 Eps: Table 26.11-1 Const = 0.200 4 I t CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 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: h = Mean Roof Height above grade = 15.000 ft Kh = 15 ft [4.572 m]< Z <Zg-->(2.01*(Z/zg)^(2/Alpha) {Table 26.10-1}= 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 Zg = Elevation above Sea Level = 0.000 ft Ke = Ground Elevation Factor: Ke = e^-(0.0000362*Zg) {Table 26.9-11 = 1.000 GCPi = Ref Table 26.13-1 for Enclosed Building = +/-0.18 RA = Roof Area = 4339.80 sq Oft • LF = Load Factor based upon ASD Design • • = 0.60 • • • qh = (0.00256 * Kh * Kzt * Kd * Ke * 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 •• Y• • • Gust Factor Calculation: • • •• Gust Factor Category I Rigid Structures - Simplified Method • •• • Gl = For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis 000000 • • 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 = 0.909 • • G2 = 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.877 • • Gust Factor Used in Analysis is • • • G = Lessor Of Gl Or G2 = 0.650 ♦ Y • MWFRS Wind Normal to Ridge (Ref Fig 27.3-1) h = Mean Roof Height Of Building = 15.000 ft RHt = Ridge Height Of Roof = 15.000 ft B = Horizontal Dimension Of Building Normal To Wind Direction = 72.330 ft L = Horizontal Dimension Of building Parallel To Wind Direction = 60.000 ft L/B = Ratio Of L/B used For Cp determination = 0.830 h/L = Ratio Of h/L used For Cp determination = 0.250 Slope = Slope of Roof = 0.0 Deg Roof = Roof Coeff (0 to h/2) (0.000 ft to 7.500 ft) _ -0.18, -0.9 Roof = Roof Coeff (h/2 to h) (7.500 ft to 15.000 ft) _ -0.18, -0.9 Roof = Roof Coeff (h to 2h) (15.000 ft to 30.000 ft) _ -0.18, -0.5 Roof = Roof Coeff (>2h) (>30.000 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 GCpn_WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.50 GCpn_LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) _ -1.00 Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft ----- psf psf psf psf psf ----- ----- ----- ------------ ------- ------ psf 15.00 ----- 0.849 1.000 33.94 0.18 16.97 -20.53 -26.30 37.51 --------- 9.60 Wall Wind Pressures based on Negative Internal Pressure (-GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft ----- psf psf psf psf psf ----- ----- ----- ------------- ------- ------ ----- psf 15.00 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 27.1.5 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) - Normal to Ridge All wind pressures include a load factor of 0.6 • • •••••• • • • ••••• • • • • • •• • • • • • • •••••• • 5 I j CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 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 (All) 0.000 7.500 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof (A11) 7.500 15.000 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof (All) 15.000 30.000 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 Roof (All) 30.000 60.000 -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 Magnitudl • a • Pp_max = qh*G*Cp_max - qip-(+GCPi) Pn_max = qh*G*Cp_max - gin*(-GCpi) •• • Pp min* = qh*G*Cp_min - qip*(+GCPi) Pn_min* = qh*G*Cp_min - qin*(-GCPi) so*:** • 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 combin" •• • • with roof live load or snow load; load combinations are given in ASCE 7 • •• • + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface • • sees MWFRS Wind Parallel to Ridge (Ref Fig 27.3-11 • •• • •• h = Mean Roof Height Of Building = 15.000 ft • • RHt = Ridge Height Of Roof = 15.000 ft •• • • B = Horizontal Dimension Of Building Normal To Wind Direction = 60.000 ft go**** L = Horizontal Dimension Of building Parallel To Wind Direction = 72.330 ft • • L/B = Ratio Of L/B used For Cp determination = 1.206 • • h/L = Ratio Of h/L used For Cp determination = 0.207 • • Slope = Slope of Roof = 0.0 Deg • • • •• • Roof = Roof Coeff (0 to h/2) (0.000 ft to 7.500 ft) _ -0.18, -0.9 Roof = Roof Coeff (h/2 to h) (7.500 ft to 15.000 ft) = -0.18, -0.9 Roof = Roof Coeff (h to 2h) (15.000 ft to 30.000 ft) = -0.18, -0.5 Roof = Roof Coeff (>2h) (>30.000 ft) = -0.18, -0.3 Cp_WW = Windward Wall Coefficient (All L/B Values) = 0.80 Cp_LW = Leward Wall Coefficient using L/B = -0.46 Cp-SW = Side Wall Coefficient (All L/B values) = -0.70 GCpn_WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.50 GCpn LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) = -1.00 Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf ----- ----- ----- ----- ---- --------------- ------ -------------- 15.00 0.849 1.000 33.94 0.18 16.97 -19.35 -26.30 36.32 9.60 Wall Wind Pressures based on Negative Internal Pressure (-GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf ----- ----- ----- ----- -------------------- ------ -------------- 15.00 0.849 1.000 33.94 -0.18 29.19 -7.13 -14.09 36.32 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 27.1.5 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 -max ft ft psf psf psf psf ---------- ------ ------ ------ ------ ----- -------- -------- -------- -------- Roof (All) 0.000 7.500 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof (All) 7.500 15.000 -0.180 -0.900 0.180 0.92 -11.30 -19.86 -32.07 Roof (All) 15.000 30.000 -0.180 -0.500 0.180 0.92 -11.30 -8.32 -20.53 Roof (All) 30.000 72.330 -0.180 -0.300 0.180 0.92 -11.30 -2.55 -14.76 e ••e•e• • sees • 0 • • sees•• **sees • sees• •• • •sees so **3000 • • •• • •see•• • • • • se • • ••sees • • • • •••see • 6 CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 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 :• 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 (CSC) Calculations per Ch 30 Part 1: • • • • • • • • • • • • • • • • h/W = Ratio of mean roof height to buildingwidth = 0.250 • h/L = Ratio of mean roof height to building length = 0.207 • • •• • • h = Mean Roof Height above grade = 15.000 ft • • Kh = 15 ft [4.572 m]< Z <Zg-->(2.01*(Z/zg)^(2/Alpha) {Table 26.10-11= 0.849 000000 • • • • 9000 • •• •• • 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. 13-1 for Enclosed Building = +/-0. 18 • • • • • • • • • • • • • • • • • LF = Load Factor based upon ASD Design = 0.60 • qh = (0.00256 * Kh * Kzt * Kd * Ke * V^2 ) * LF = 33.94 psf • • • 0 • • • LHD = Least Horizontal Dimension: Min (B, L) = 60.000 ft • • • • • • • •• • • al = Min(0.1 * LHD, 0.4 * h = 6.000 ft • • • • • a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) = 6.000 ft • • • • • • • • •••••• h/B = Ratio of mean roof height to least hor dim: h / B = 0.250 • • • • • • • 0.2*h = Parameter used to define Zone 3 = 3.000 ft • •• •• • • 0.6*h = Parameter used to define Zones 1 and 2 = 9.000 ft Wind Pressures for CGC Ch 30 Pt 1 All wind pressures include a load factor of 0.6 Description Zone Width Span Area 1/3 Ref GCp GCp p p Rule Fig Max Min Max Min ft ft ft sq ft psf ----------- ---- ----- ----- ----- ----------- ----- ------ ----- psf Roofing 1 1.000 1.000 1.00 No 30.3-2A 0.300 -1.700 16.29 ------- -63.81 Roofing 1' 1.000 1.000 1.00 No 30.3-2A 0.300 -0.900 16.29 -36.66 Roofing 2 1.000 1.000 1.00 No 30.3-2A 0.300 -2.300 16.29 -84.18 Roofing 3 1.000 1.000 1.00 No 30.3-2A 0.300 -3.200 16.29 -114.72 Rafter 1 2.000 7.000 16.33 Yes 30.3-2A 0.279 -1.612 15.57 -60.83 Rafter 2 2.000 7.000 16.33 Yes 30.3-2A 0.279 -2.187 15.57 -80.34 Rafter 1 2.000 20.000 133.33 Yes 30.3-2A 0.200 -1.237 12.90 -48.08 Rafter 2 2.000 20.000 133.33 Yes 30.3-2A 0.200 -1.704 12.90 -63.95 Wall 4 3.000 9.000 27.00 No 30.3-1 0.831 -0.921 34.33 -37.39 Area = Span Length x Effective Width 1/3 Rule = Effective width need not be less than 1/3 of the span length GCp = External Pressure Coefficients taken from Figures 30.3-1 through 30.3-7 p = Wind Pressure: qh*(GCp - GCpi) [Eqn 30.3-1]* * Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] {Includes LF) Since Roof Slope <= 10 Deg, the GCp value is reduced by 10% WIND LOADS FOR PARTIALLY ENCLOSED MecaWind v2381 www.meca.biz. Basic Wind Parameters Wind Load Standard = ASCE 7-16 Exposure Category = C Wind Design Speed = 175.0 mph Risk Category = II Structure Type = Building Building Type = Partially Enclosed General Wind Settings Incl_LF = Include ASD Load Factor of 0.6 in Pressures = True DynType = Dynamic Type of Structure = Rigid NF = Natural Frequency of Structure (Mode 1) = 1.000 Hz Zg = Altitude (Ground Elevation) above Sea Level = 0.000 ft Bdist = Base Elevation of Structure = 0.000 ft SDB = Simple Diaphragm Building = False zi = Level of highest opening in building or zero to use h = 0.0 ft MWFRSType = MWFRS Method Selected = Ch 27 Pt 1 Topographic Factor per Fig 26.8-1 VA v CALC ENGINEERING 2000 NW 89(h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Topo = Topographic Feature = None Kzt = Topographic Factor = 1.000 Building Inputs Roof Type: Building Roof Type = Flat RfHt Roof Height = 15.000 ft W Building Width = 60.000 ft L Building Length = 72.330 ft Frames Incl Transverse Frames= False n Number of Frames = 3 e Solidity Ratio = 0.350 Par Is there a Parapet = False • • Aog Tot Area of Openings= 0.00 sq ft Vi Unpart Int Volume = 0.00 ft^3 • • • Exposure Constants per Table 26.11-1: • • •• •• Alpha: Table 26.11-1 Const = 9.500 Zg: Table 26.11-1 Const = 900.000 ft • •••••• At: Table 26.11-1 Const = 0.105 Bt: Table 26.11-1 Const = 1.000 Am: Table 26.11-1 Const = 0.154 Bm: Table 26.11-1 Const = 0.650 • •• • C: Table 26.11-1 Const = 0.200 Eps: Table 26.11-1 Const = 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: • • • h = Mean Roof Height above grade = 15.000 ft • • Kh = 15 ft [4.572 m]< Z <Zg-->(2.01*(Z/zg)^(2/Alpha) {Table 26.10-1)= 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 Zg = Elevation above Sea Level = 0.000 ft Ke = Ground Elevation Factor: Ke = e^-(0.0000362*Zg) (Table 26.9-1) = 1.000 Ri = Reduction Factor for Partially Enclosed Large Volume Buildings = 1.000 GCPi = Ref Table 26.13-1 for Partially Enclosed Building: 0.55*Ri = +/-0.55 RA = Roof Area = 4339.80 sq ft LF = Load Factor based upon ASD Design = 0.60 qh = (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF = 33.94 psf qin = For Negative Internal Pressure of Partially Encl Bldg use qh*LF = 33.94 psf qip = For Positive Internal Pressure no zi entered so 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 II 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 = 0.909 G2 = 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.877 Gust Factor Used in Analysis G = Lessor Of G1 Or G2 = 0.850 MWFRS Wind Normal to Ridge (Ref Fig 27.3-1) h = Mean Roof Height Of Building = 15.000 ft RHt = Ridge Height Of Roof = 15.000 ft B = Horizontal Dimension Of Building Normal To Wind Direction = 72.330 ft L = Horizontal Dimension Of building Parallel To Wind Direction = 60.000 ft L/B = Ratio Of L/B used For Cp determination = 0.830 h/L = Ratio Of h/L used For Cp determination = 0.250 Slope = Slope of Roof = 0.0 Deg Roof = Roof Coeff (0 to h/2) (0.000 ft to 7.500 ft) = -0.18, -0.9 Roof = Roof Coeff (h/2 to h) (7.500 ft to 15.000 ft) = -0.18, -0.9 Roof = Roof Coeff (h to 2h) (15.000 ft to 30.000 ft) = -0.18, -0.5 Roof = Roof Coeff (>2h) (>30.000 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 GCpn_WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.50 GCpn LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) = -1.00 Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Press Press Press ft psf psf psf psf ----- ----- ----- ----- ---- 15.00 0.849 1.000 33.94 0.55 4.41 -33.09 -38.86 Total Minimum Press Pressure* psf psf -------------- 37.51 9.60 Wall Wind Pressures based on Negative Internal Pressure (-GCPi) - Normal to Ridge All wind pressures include a load factor of 0.6 • •••• •••••• • •••••• • • • • •••••• 8 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf psf psf psf ----- ----- ----- ----- -------------------- 15.00 0.849 1.000 33.94 -0.55 41.75 4.24 ----- -------------- -1.53 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 27.1.5 no less than 9.60 psf ••� • • (Incl LF) applied to Walls • + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface • •• • • • • • •••••• 0000 Roof Wind Pressures for Positive 6 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 (All) 0.000 7.500 -0.180 -0.900 0.550 13.47 -23.86 -7.30 -44.63 •• • • •• Roof (All) 7.500 15.000 -0.180 -0.900 0.550 13.47 -23.86 -7.30 -44.63 •• • • • Roof (All) 15.000 30.000 -0.180 -0.500 0.550 13.47 -23.86 4.24 -33.09 • •• •• • Roof (All) 30.000 60.000 -0.180 -0.300 0.550 13.47 -23.86 10.01 -27.32 • 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 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 27.3-1) h = Mean Roof Height Of Building = 15.000 ft RHt = Ridge Height Of Roof = 15.000 ft B = Horizontal Dimension Of Building Normal To Wind Direction = 60.000 ft L = Horizontal Dimension Of building Parallel To Wind Direction = 72.330 ft L/B = Ratio Of L/B used For Cp determination = 1.206 h/L = Ratio Of h/L used For Cp determination = 0.207 Slope = Slope of Roof = 0.0 Deg Roof = Roof Coeff (0 to h/2) (0.000 ft to 7.500 ft) = -0.18, -0.9 Roof = Roof Coeff (h/2 to h) (7.500 ft to 15.000 ft) = -0.18, -0.9 Roof = Roof Coeff (h to 2h) (15.000 ft to 30.000 ft) = -0.18, -0.5 Roof = Roof Coeff (>2h) (>30.000 ft) = -0.18, -0.3 Cp_WW = Windward Wall Coefficient (All L/B Values) = 0.80 Cp_LW = Leward Wall Coefficient using L/B = -0.46 Cp-SW = Side Wall Coefficient (All L/B values) = -0.70 GCpn WW = Parapet Combined Net Pressure Coefficient (Windward Parapet) = 1.50 GCpn LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet) = -1.00 Wall Wind Pressures based On Positive Internal Pressure (+GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf ----- ----- ----- ----- ---- --------------- psf psf psf ------ -------------- 15.00 0.849 1.000 33.94 0.55 4.41 -31.91 -38.86 36.32 9.60 Wall Wind Pressures based on Negative Internal Pressure (-GCPi) - Parallel to Ridge All wind pressures include a load factor of 0.6 Elev Kz Kzt qz GCPi Windward Leeward Side Total Minimum Press Press Press Press Pressure* ft psf psf psf ----- ----- ----- ----- ----- --------------- psf psf psf ----- ----- --------- 15.00 0.849 1.000 33.94 -0.55 41.75 5.43 -1.53 36.32 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 f CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 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 27.1.5 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 • e Roof Var Start End Cp_min Cp_max GCPi Pressure Pressure Pressure Pressure • ♦ • so Dist Dist Pn_min* Pp_min* Pn_max Pp max • • • ••e• • ft ft psf psf psf psf •••••• • • • •••• eeeee♦ ---------- ------ ------ - Roof (All) 0.000 7.500 -0.180 -0.900 0.550 13.47 -23.86 -7.30 -44.63 000000 • • • Roof (All) 7.500 15.000 -0.180 -0.900 0.550 13.47 -23.86 -7.30 -44.63 •• • • • • a • e: Roof (All) 15.000 30.000 -0.180 -0.500 0.550 13.47 -23.86 4.24 -33.09 •eeee• �••••• Roof (All) 30.000 72.330 -0.180 -0.300 0.550 13.47 -23.86 10.01 -27.32 ••• • • eeeeee •• • ••••• Notes Roof Pressures: • • •• •• e • • • •• Start Dist = Start Dist from Windward Edge End Dist = End Dist from Windward Edge •••••• • Cp_Max = Largest Coefficient Magnitude Cp_Min = Smallest Coefficient Magnitur • •• • • Pp_max = qh*G*Cp_max - qip*(+GCPi) Pn_max = qh*G*Cp_max - gin*(-GCpi) • • • • •• • Pp_min* = qh*G*Cp_min - qip*(+GCPi) Pn_min* = qh*G*Cp_min - qin*(-GCPi) • • •a� • e e e OH = Overhang X = Dir along Ridge Y = Dir Perpendcular to Ridge Z = Vertical • • • • •• •eeee• * The smaller uplift pressures due to Cp_Min can become critical when wind • • is combinade e e • • • • with roof live load or snow load; load combinations are given in ASCE 7 • •• •• • + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface e Components and Cladding (C&C) Calculations per Ch 30 Part 1: h/W = Ratio of mean roof height to building width = 0.250 h/L = Ratio of mean roof height to building length = 0.207 h = Mean Roof Height above grade = 15.000 ft Kh = 15 ft [4.572 m]< Z <Zg-->(2.01*(Z/zg)^(2/Alpha) {Table 26.10-11= 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 Ri = Reduction Factor for Partially Enclosed Large Volume Buildings = 1.000 GCPi = Ref Table 26.13-1 for Partially Enclosed Building: 0.55*Ri = +/-0.55 LF = Load Factor based upon ASD Design = 0.60 qh = (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF = 33.94 psf LHD = Least Horizontal Dimension: Min(B, L) = 60.000 ft al = Min(0.1 * LHD, 0.4 * h = 6.000 ft a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) = 6.000 ft h/B = Ratio of mean roof height to least hor dim: h / B = 0.250 0.2*h = Parameter used to define Zone 3 = 3.000 ft 0.6*h = Parameter used to define Zones 1 and 2 = 9.000 ft Wind Pressures for C&C Ch 30 Pt 1 All wind pressures include a load factor of 0.6 Description Zone Width Span Area 1/3 Ref GCp GCp p p Rule Fig Max Min Max Min ft ft ft sq ft psf ----------- ---- ----- ------ ------ ----------- ----- ------ ----- psf ------- Roofing 1 1.000 1.000 1.00 No 30.3-2A 0.300 -1.700 28.85 -76.37 Roofing 1' 1.000 1.000 1.00 No 30.3-2A 0.300 -0.900 28.85 -49.22 Roofing 2 1.000 1.000 1.00 No 30.3-2A 0.300 -2.300 28.85 -96.73 Roofing 3 1.000 1.000 1.00 No 30.3-2A 0.300 -3.200 28.85 -127.28 Rafter 1 2.000 7.000 16.33 Yes 30.3-2A 0.279 -1.612 28.13 -73.39 Rafter 1. 2.000 7.000 16.33 Yes 30.3-2A 0.279 -0.900 28.13 -49.22 Rafter 2 2.000 7.000 16.33 Yes 30.3-2A 0.279 -2.187 28.13 -92.90 Rafter 1 2.000 20.000 133.33 Yes 30.3-2A 0.200 -1.237 25.46 -60.64 Rafter 1' 2.000 20.000 133.33 Yes 30.3-2A 0.200 -0.838 25.46 -47.10 Rafter 2 2.000 20.000 133.33 Yes 30.3-2A 0.200 -1.704 25.46 -76.51 Wall 4 3.000 9.000 27.00 No 30.3-1 0.831 -0.921 46.89 -49.94 Area = Span Length x Effective Width 1/3 Rule = Effective width need not be less than 1/3 of the span length GCp = External Pressure Coefficients taken from Figures 30.3-1 through 30.3-7 p = Wind Pressure: qh-(GCp - GCpi) [Eqn 30.3-11* * Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf 10.460 kPa] (Includes LF) Since Roof Slope <= 10 Deg, the GCp value is reduced by 10% 10 CALC ENGINEERING 2000 NW 89"' PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Rafter A) Spans= Typical Spacing= Loads Uplift= Gravity= Reactions R Uplift= R Gravity= •.... 3. ROOF RAFTER DESIGN '••' : "';�' ...... .... • • .... :00606 ..... ..0 •• . • • 090 . 000000 .. :0060: 70.7psf *1.33ft = 94.1lb/ft ;••••• ' 45psf *1.33ft = 60lb/ft 4511b 2871b Connect to Ledger w/ (1) Hanger USP HUS210 w/(30) 16d@Ledger and (10) 16d@ Joist FL Approval 17232. Allowable Gravity = 54551b. Rafter Design From attached calculations use 2x10 SYP No. 1 11 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 .•••.• Simply supported Wood Beam Simply supporteb Wpbd Beata Calculation Calculation * 00000 00*000 Load Type: Grav Load Type: UpOl":•• • Grav Load 45 psf Uplf Load 7(L-"**. ps:...�� Trybutary Width 1.33 ft Trybutary Width 1.11" ft' Span 9.58 ft Span 9,�9::• ft0*.��• Cd 1.00 - Cd 1.6Q... - . Basic Fb 1000 psi Basic Fb 1000* : psi. Bending Check Bending Check •. W Grav 59.85 lb/ft W Uplf 94.03 lb'/ft M Grav 686.6 lb*ft M Uplf 1078.7 lb*ft M Grav 8239.2 lb/in M Uplf 12944.7 lb/in Rep member 1.15 - Rep member 1.15 - Fb 1150 psi Fb 1840 psi S req 7.16 in 3 S req 7.04 in 3 S sum 21.39 in 3 S sum 21.39 in 3 D/C y/0.33 D/C VO.33 Shear Check Shear Check Desing Shear 286.7 lb Desing Shear 450.4 lb Shear stress 31.0 psi Shear stress 48.7 psi Allowable Fv 175 psi Allowable Fv 175 psi D/C VO. 18 D/C V/0.28 Deflection Check Deflection Check Elastic Mod. 1600000 psi Elastic Mod. 1600000 psi Inertia 98.9 in 3 Inertia 98.9 in 3 Beam deflection 0.07 in Beam deflection 0.11 in Defl. Rat. Lim 240 - Defl. Rat. Lim 240 - Defl. Lim 0.48 in Defl. Lim 0.48 in D/C y/ 0 . 15 Then Use: 2 x 10 D/C V 0.24 Then Use: 2 x 10 12 CALC ENGINEERING 2000 NW 89"' PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Rafter B) Spans= 9'-211 ; • • • • • Typical Spacing= V-4" •• .... Loads Uplift= 70.7psf *1.33ft = 94.1lb/ft �••••� :""• Gravity= 45psf *1.33ft = 60lb/ft """ •• • ` Reactions •• R Uplift= 4321b R Gravity= 2751b 00 • • • Connect to Ledger w/ (1) Hanger USP HUS210 w/(30) 16d@Ledger and (10) 16d@ Joist FL Approval 17232. Allowable Gravity = 54551b. Rafter Design From attached calculations use 2x10 SYP No. 1 13 CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Simply supported Wood Beam Calculation Load Type: Grav Grav Load 45 psf Trybutary Width 1.33 ft Span 9.17 ft Cd 1.00 - Basic Fb 1000 psi Bending Check W Grav 59.85 M Grav 629.1 M Grav 7549.1 Rep member 1.15 Fb 1150 S req 6.56 S sum 21.39 D/C q►0.31 Shear Check Desing Shear 274.4 Shear stress 29.7 Allowable Fv 175 D/C VF0. 17 Deflection Check Elastic Mod. 1600000 Inertia 98.9 Beam deflection 0.06 Defl. Rat. Lim 240 Defl. Lim 0.46 D/C *%0. 13 Then Use: 2 x 10 lb/ft lb*ft lb/in psi in 3 in 3 Simply supported Wood Beam Calculation • • • Load Type: Up'7,f,' ; Uplf Load 7(0-A • 0„ psf•,,,' Trybutary Width 1!331000 ft • Span 9•fl000 ft;,,,�� Cd Basic Fb 1QQ�„• pss • • • •• •••••• Bending Check • • .• W Uplf 9:.0,3•, lb/ft••� M Uplf 98to 4 ' 1}a''4t,• M Uplf 11860.4 lb•/in Rep member 1.15 - Fb 1840 psi S req 6.45 in 3 S sum 21.39 in 3 D/C V 0.30 Shear Check lb Desing Shear 431.1 lb psi Shear stress 46.6 psi psi Allowable Fv 175 psi D/C V0.27 Deflection Check psi Elastic Mod. 1600000 psi in 3 Inertia 98.9 in 3 in Beam deflection 0.09 in - Defl. Rat. Lim 240 in Defl. Lim 0.46 in D/C V 0.21 Then Use: 2 x 10 14 CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Rafter C) Spans= 23'-9" Typical Spacing= Loads Uplift= 56.1psf *1.00ft = 56.1lb/ft �• •••• �••�•� ' Gravity= 45psf *1.00ft = 45lb/ft ��• • •••••• Reactions R Uplift= 6671b ..... R Gravity= 5351b ��""• Connect to Ledger w/ (1) Hanger USP HUS210-2 w/(8) 16d@Ledger and (8) Astp)oist F[ '• Approval 17232. Allowable Uplift = 21701b. • • • �•�•�� • Rafter Design From attached calculations use (2)-2x10 SYP No. 1 15 CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Rew 580 01 uxr. xw_0605,'er 8.0,,-Der-2003 Timber Beam S Joist Pie 1 (c)1983-2003ENERCALC Engknftdng Wf ware: �rtwnctty ecw6alcufetioe Description Railer C) Gravity Timber Member information Code Ref 2001 NDS, 2003 IBC, 2D03 NFPA 5000_ Base allowables are user derided. • ' • ...... Timber section 2-2x!D • • • • • • Beam Width in 3.000 • • • • • • ' • ' • Beam Depth in 9.250 696690 • • • • • • Le: Unbraced Length It 8.00 • • • Timber Grade '••• • •••••• Fb - Basic Allow psi 1,DOil_0 ' • • • • • Fv - Basic Allow psi 175.0 ' • • • • • • • • • Elastic Modulus ksi 1,6000 • • • •' i ' Load Duration Fade 1,000 • • • • • • • •' • • • • • • Member Type Manuf/Plne • • • • • Repetitive Status R"tive • • • • • • Center span Data . .'. • • • • Span It 23.75 ••••i• • • Dead Load Wft 25.00 ' live Load Wft 20-00 Results Ratio = 0-9005 O X= 11W fb : Actual psi 890.0 Fb _ Allowable psi 98&3 se"09 ox tv : Actual psi 27.0 Fv,: Allowable psi 175.0 Shew OK Left End DL lbs 296.87 LL lbs 237:50 Max. DL+LL lbs 534.37 @- Right End DL lbs 296.87 LL Ibs 237,50 Max. DL+LL lbs 53437 Deflections Ratio rite Center DL Deft in -0565 LJDeO Ratio 504.2 Center LL Deft in -0-452 LtDeft Ratio 630.2 Center Total Dell in -1.018 Location It 11-875 LJDett Ratio 260-1 16 CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Timber Beam & Joist Description RafterC) Timber Member Information Gore Ref. 2001 NDS, 2003 IBC, 2D03 NFRA 5000. Base allowables are user defined. Timber 5•ction 2-2XI D • • • • • • Beam Width in 3.000 • • • • • • • Beam Depth in 9.250 • • • • • • Le! Untxaced Length ft B.UO • Timber Grade • • • • • Fb - Basic Allow psi 1,050..0 Fv - Basic Allow psi W&O • • • • • • • • Elastic Modulus ksi 1,600:0 • �' • • • • • • • Load Duration Factor 1.600 • • • Member Type Manuf/Pine • • • • • • ' • Repetitive Status Repetitive • • • Center Span Data. . • .. Span ft 23-75 • Dead Load #/It • Live Load #lit 56.10 Results Ratio= 0.6758 Mm- Center in-k 47.47' A X = ft 11.87 lb _ Actual psi 1,109.5 Fb : Allowable psi 1,641.8 ee.y aK fv ' Actual psi 33.7 Fv :'Allowable psi 280.0 Shear OK Reactions Left End DL lbs 0.00 LL lbs 666.19 Max. DL+LL lbs 666:19 Q Right End DL lbs 0.00 LL lbs 66619 Max- DL+LL lbs 666A9 Deflections Ratio > 2401 GenterUL Dell in u.uuu L/Defi Ratio 0.0 Center LL Defl in -1.269 UDefl Ratio 224.7 Center Total Deft in -1.269 Location it 11,875 L/Defl Ratio 224.7 From FBC 2020 §1604.3 (see below), the value of the wind load can be modified, see calculations below. "The wind load is permitted to be taken as 0.42 times the "component and cladding" loads for the purpose of determining deflection limits herein. Where members support glass in accordance with Section 2403 using the deflection limit therein, the wind load shall be no less than 0.6 times the "component and cladding" loads for the purpose of determining deflection". 17 CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Loads Uplift= 56.1psf *1.00ft*(0.67) = 38lb/ft U*e. KWONS358. Ver 5.e4, 1.)"-2043 Timber Beam g Joist Pa94 1 (C)19e32Z EWRCAIC Engineering SOftwe • kmopcitY:aew:Cal• Description Rafter C) Uplift Deflection • .. . .r•... ...• 000*00 Timber Member Information Code Fief: 2001 NDs, 2003 IBC, 2003 NFPA 5000. Base allowable: are user defined. • . • • r..... Timber Section 2.2.10 ••.•.• • • • ..... i. • Beam Width in 3 000 • • 00 .. • • • • • • Beam Depth' in 9.250 • .... • • •' • • • • • • Le: Unbraced Length it 8.00 • • • • • • Timber Grade • • Fb - Basic Allow psi 1,050.0 • •' • • .. • • Fv - Basic Allow psi 175.0 • • • • • • r . • . • Elastic Modulus ksi '1,600_tl • .... • • • Load Duration Factor 1.600 ' Member Type ManufRine Repetitive Status Repetitive Center Span Data Span ft 23.75 Dead Load Live Load t 3&00 Results Ratio = OA577 32.15 Mmax @ Center 7 @ X = 11 11.07 lb':Actual psi 751.5 Fb:Allowable psi 1,641.8 Beading OK tv : Actual psi 228 Fv _;Ailbwable psi 280.0 Shear OK Left End DL Ibs 0.00 LL ibs 451.25 Max. DL+LL ibs 451.25 0 Right EndDL 1Gs 0.00 LL ibs 451.25 Max. DL+LL Nis 451.25 Canter DL Deft in 0.000 LtDefl Ratio 0:0 Center LL Deft in -0.859 LtDefl Ratio 331.7 Center Total Deft in -0.859 Locaticm it 11,875 UDefl Ratio 331.7 18 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Rafter D) Spans= 7'-10" Typical Spacing= V-4" Loads �•••�• Uplift= 70.7psf *1.33ft = 94.1lb/ft " ••. • Gravity= 45psf *1.33ft = 60lb/ft 000;,, "` • •••.:. • .... ...... Reactions '••• :�"" R Uplift= 4341b ..... R Gravity= 2351b „•••. •� •••�•• �..�.� Connect to Ledger w/ (1) Hanger USP HUS210 w/(30) 16d@Ledger and (10) %dqrloist Ft ••• • Approval 17232. Allowable Gravity = 54551b. •• • . , •..... , :t.... • Rafter Design From attached calculations use 2x10 SYP No. 1 19 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Simply supported Wood Beam Calculation Load Type: Grav Grav Load 45 psf Trybutary Width 1.33 ft Span 7.83 ft Cd 1.00 - Basic Fb 1000 psi Bending Check W Grav 59.85 M Grav 458.7 M Grav 5504.0 Rep member 1.15 Fb 1150 S req 4.79 S sum 21.39 D/C */0.22 Shear Check Desing Shear 234.3 Shear stress 25.3 Allowable Fv 175 D/C '%0. 14 Deflection Check Elastic Mod. 1600000 Inertia 98.9 Beam deflection 0.03 Defl. Rat. Lim 240 Defl. Lim 0.39 D/C */0.08 Then Use: 2 x 10 lb/ft lb*ft lb/in psi in 3 in 3 Simply supported Wood Beam Calculation Load Type: Uplf Uplf Load 83.2 psf Trybutary Width 1.33 ft Span 7.83 ft Cd 1.60 • - •••••• Basic Fb 1004••: psi .... .••.•• • • Bending Check ••••'• • W Uplf 11-0 e lb:tt•;• M Uplf 89.�VQ•• lb*ft M Uplf 10176.3 lbtit,•00 �- Rep member 1P15960 - • Fb 1540 psi• • S req 5.53 in;".;. S sum 21.39 in' 3 D/C If0.26 Shear Check lb Desing Shear 433.2 lb psi Shear stress 46.8 psi psi Allowable Fv 175 psi D/C %f O.2 7 Deflection Check psi Elastic Mod. 1600000 psi in 3 Inertia 98.9 in 3 in Beam deflection 0.06 in - Defl. Rat. Lim 240 in Defl. Lim 0.39 in D/C */ 0. 15 Then Use: 2 x 10 20 CALC ENGINEERING 2000 NW 89"' PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 B-1 (8"X12") Spans= Tributary Width Roof= Loads LL= DL= DL BM (8x12)= 4. CONCRETE BEAM DESIGN 8'-2" 2'-8" 20psf* 2.67ft=53.4#/ft 25psf*2.67ft=66.8#/ft 100#/ft From attached calculations use 8"x12" w/ 2#56, 2#5T, #3 ties @ 5" o.c. 21 CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 ufr.a-asaverse1-0a-200s. Page aAEneeswt0eEN£R( Mi1$EiCri#QT1 Elmo ttY:earCsiCu19L0t s Description General Information Code Ref: Act 318-OZ 1997 USG, 20031SC, 2003 NfPA 3000 Fy 60,000-0 psi Spans Considered Continuous Over Supports; ACI Dead Load Factor 120 tc 3,000-0 psi Stroup Fy 60,000.0 psi ACI Live Load Factor 1.60- Concrete Member Information • • • + • • Description ' • . • . • Span ft 8.17 •••'+• ••.••• Beam width in S.00 • ... • Beam Depth in 12.00 0000 End Fixity. Fin -I'm • • • • • i • Reinforcing <Center ^1II 0.61in2 • • • • • em 10-00in •••••• •• • Leff are 0-61in2 • • • • • Bar Depth 2.00in • • • • • • Right 0.61nn2 • • • • • • • • amnre Depth 2.00in • • • Loads • • • Using Live Load This Span ?? Yes • • • • • Dead Load k/ft 0:100 • • • • • • • Live Load k1ft 0.100 Results Beam OK Mmax @,Gntr k- 2.34 X = ft 4.08 Mn ` Phi" kit 2C98 tat@ Left End k-ft 0.00 Mn' Phi k-ft 24.98 Max @ Right End k-ft 0,00 Mn ` Phi k-ft 24.98 Bending OK Shear@ Left k 1.14 Shear @ Right k 1 14 Reactions & Deflections DL @ Left k 0:4 LL 0 Left k OA1 Total @ Leff It 0.82 DL @ Right k 0:41 LL @ Right It 1 Al Total @ Right k 0.82 Max- Deflection in -0.006 @X= ff 4.08 Inertia' Effective in4 1152.00 Shear Stirrups Spacing 0 2•1- Spacing @ A*L Spacing @ ;6'1- :Spacing @ 8*L Spacing @ Fright Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req d 22 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 8-2 (8"X12") Spans= Tributary Width Roof= Loads LL= DL= DL BM (8x12)= 13'-2" 13'-7" 20psf* 13.58ft=272#/ft 25psf* 13.58ft=340#/ft 100#/ft From attached calculations use 8"x12" w/ 2#713, 2#5T, #3 ties @ 5" o.c. •••••• •••• • • .... ...... • ••••s •• •• . •• 00000* ...... , • • .. • go 23 CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 UwrKW.=5358. Ver 5.19.0, 1-0*o-2= Multi -earl -Concrete Beam Page I Description B-2 General Information Code Ref. ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 60,0010 psi Spans Considered Contintious Over Supports ACI Dead Load Factor 120 fc 3,000.0 psi Stirrup Fy 60'000.0 psi ACI Live Load Factor 1,60 Concrete Member Information, - - ; . ; 1 Description 9..9 : 000* Span ft 13.17 • Beam Width in 8-00 • Beam Depth in 12,00 End Fixity Pirt-Pin Reinforcing Center Area 1-20in2 BarDepth 10-00in Left Area 0-61in2 Bar Depth 2.00in 00 66 Right Ar" 0.61in2 ,. Depmth 9 nnin Loads Using Live Load This Span '7? Yes Dead Load klit 0-440 • Live Load kffi 0280 [Results Beam OK Mmax @ Cntr k-ft 21-16 @X= ft 6.58 Mn * Phi k-ft 44-46 Max @ Left End k-ft 0,00 Mn * Phi k-ft 24.98 Max @ Right End k-ft 0.00 Mn * Phi k-ft 24.98 Bending OK Shear@ Left k 6.43 Shear @ Right k 6.43 LL @ Left k 1-84 Total @ Left k 474 DL @ Right k 2.90 LL @ Right k 1;94 Total @ Right k 4.74 Max Deflection in -0-254 @ X = ftj 6.58 Inertia: Effective in4 61 6-07 [Lea�rstirrups Stirrup Rebar Area m2 0-220 Spacing @ Left in 5.00 Spacing Q -2*L in 5.00 Spacing @ -4*L in Not Wd Spacing Q.6*L in Not Re d Spacing d.811- in 500 Spacing @ Right in, &GO 24 CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 8-3 (8"X16") Spans= 22'-10" Tributary Width Roof= 5'-8" Loads ...... LL= 20psf*5.67ft=114#/ft •....• ,..... ....;. ...... DL= 25psf*5.67ft=142#/ft "" :00.:0 ' DL BM (8x16)= 134#/ft :0 ...:::. .. . ... . . .00 From attached calculations use 8"x16" w/ 2#76, 2#5T, #3 ties @ 5" o.c. .. .. ;. •; •; . .. 0•. ...... . . . .. 00. . ...... .. . . 25 CALC ENGINEERING 2000 NW 89th PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 ter; KW-06us0s3ss, vsrs.a a. -Dec-boas iii�U� 1- pcffil llrlCt:'t@ £.' ETI Page 1 (e118B3= U3 €NERCALC E+wm&vrin4 Soitiwe ieMMCitY-cemrCduda*w8 General information Code Ref; ACI 318-02. 1997 UBC, 2003 IBC, 2003 NPPA 6000 Fy 60,000.0 psi Spans Considered Continuous Over Supports: ACI Dead Load Factor 120 rc 3,000.0 psi Stirrup Fy 60,000:0 psi ACI Live Load Factor 1.60 Concrete Member Information • • • • • • Description • • • • w • • Span ft 22.83 ••••.• •••• Beam Width in 8.06 • Beam Depth in 16.00 • • • + + • • End Fixity. Put -Pin •••••• i•••i• Reinforcing Carder 1.20in2 • • • • • ea. 14'00in Left area 0.61 in2 r••••• • • •• • • • • OWoaam 2.00in • • • • • • • Right Mee Oar Death 0.61in2 'Y M. 000900 • • • • Loads • • • Using Live Load This Span ?? Yes • • • • • Dead Load k/ft 0276 • • • • • • • Live Load klft 0.114 Results Beam OK Mmax @ Cntr k-ft 33,46 Q X = It 11.41 Mn * Phi k-ff 66.96 Max @ Left End k4t 0 0G Mn * Phi k-it 35.96 Max Q Right End k-ft 000 Mn * Phi k-ft 36.96 Bending OK Shear @,.Left It 5,86 Shear a Right It 5.86 Reactions & Deflections DL Q Left It 3.15 LL @ Leff k 1.30 Total @ Left k 4.45 RL @ Right k 3 15 LL i@ Right k 1:30 Total @ Right k 4.45 Max_ Deflection in -0.553 @ X,= It 11:41 Inertia : Effective in4 1,381.55 Shear stirrups Stirrup Rebar Area in2 0.220 Spacing @ Left in 7 00 Spacing @ .2*L in Not Req'd Spat V @„4*L in Not Req'd Spacing @ _6*L in Not Req'd Spacing @ _8*1. in Not Recfd Spacing @ Right in 7.00 ' (I CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 Critical Unbraced Span= Wlat= 5. CMU WALL DESIGN V-11" 37.4psf From calculations below use #5 @ 48". •900:0 ...... .... ...... .... . ..... ...... .. . ..... .. .. . .. ...... . . .. . ...... 27 CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 u : sa rwslw v., s.s.n, y-rz•�-auos Masonry Wail Design Page 9 WIW3.2003 ENERC,ALc En nearing Ewfiirars. ' l wmancg e4wcaleulxh s CMU General Information Code Ref: ACI 530-02 kl Wall Height 8.92It Seismic Factor 0..0000 rm 1,500.0 psi Parapet Height 0,00 it talc of Em = fin ` 900,00 Fs 24,000-0 psi Duration Factor 1000 Special Inspection Thickness 8.0 in Wall Wt MutL 1.000 Grout @ Rebar Only Rebar Size 5 Normal Weight Block Rebar Spacing 48 in Equivalent Depth to Rebar 3.810 in @ Center Solid Thickness 3.392 in Loads Uniform Load Concentric Axial Load Wind Load 37:100 psi • • • • • • Dead Load 0 000 #/it Dead Load 0.000 • #/it • • • • • • • • • • Live Load 0.000 #/it Live Load 0.000 #lft • • • • • • • • • Load Eccentricity 0.000 in Roof Load • • • • • • • • • • • • • Roof Load • •••••• Design Values MENOMINEE eggs _ : • • • • E 11350,000 psi Rebar Area 0.078 in2 np 0.03641 Poo* 0.921 • n : Es / Em 21.481 Radius of Gyration 2.952 in k 0 23590 a (fj{ 9-201� i •00• Wall Weight 55.000 psf Moment of Inertia 354.810 in4 • e • • • i . see** Max Allow Axial Stress = 0.25 fin (I-(h1140rr2)' Sp nsp 349.85 psi • • • • i • .... : • Allow Masonry Bending Stress = 0.33 Pm ' Spinsp = ' 495.00 psi ; See** • • Allow Steel Bending Stress = 24,000.00 psi • • • • • • • • • i • Load Combination &Stress Details Summary ; e • • • • . • Axial Bending Stresses Axial • • • • • • • • Moment Load steel Masonry Compression • Top of Wall in-# ths psi psi psi DL+LL 0.0 0.0 0.0 &0 0.00 DL + LL s Wind 0.0 0:0 0-0 0 0 0.00 DL + LL + Seismic 0.0 0.0 0.0 0.0 0.00 Between Base & Top of Wall DL + LL 0.0 245.3 0.0 0.0 6:03 DL + LL + Wind 4,463.7 245.3 16,407.1 235.8 6.03 DL + LL + Seismic 0.0 24&3 0.0 0 0 6.03 8.92ft high wall with 0.00ft parapet, Normal Block wl 8.00in wall w/ #5 bars at 48.00ino.c. at center Max. Bending Compressive Stress ......... 241.82 OK Allowable ... 495.00 OK Max. Axial Only Compressive Stress ......... 6.03 psi Allowable .......... 349-85 OK Max Steel Bending Stress ........... . .. 16,407.13 psi Allowable .. ...... , 24,000.00 OK 28 i 1 1 CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 ". 7- Page 2 ileac, -08f3-1.3. Vx5.5.r1, t-Dec-24iQ7 Masonry Wa11 ©esign t 57VNL90R3 KFiKRrALC 1ch itv ecw'La4culiteMte. cmu Final Loads ,& Moments Wall Weight moment @ Mid Ht 245.30 lbs Dead Load Moment @ Top of Wall 0.00 inn-# Dead Load Moment @ Mid Ht 0.00 in-# Live Load Moment @ Top of Wall 0.00 in-# LiveLoad Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment Seismic Moment @ Mid Ht 0.00 in-# Total Dead Load 0.00 ibs Total Live Load 0,00 ibs 6529.37 in-# 14240.36 ItsOf • • • • • • 96 • • • • •••• • ••••• •• •• • •• •••••• •• • • • •••••• • • 29 CALC ENGINEERING 2000 NW 891h PL, Unit 102 Doral, FL 33172 Ph: 305-898-9995 CA 5566 6. FOUNDATION DESIGN Under Critical Column — C3 TG= 52701b Allowable soil bearing= 2000psf Min. Footing Area= 5270/2000=2.635ft2 Use F-48 Under Critical Wall Tributary Width Roof= 12'-0" '..' • ,floe ...... ....• ...... Loads LL= 20*12=240lb/ft ••�� '....• ;flee•• :•••+: +•+mow DL= 25*12=300lb/ft flee••• .. +.;..• DL Wall= 60*(8.5)=510lb/If •• •••••• TL= 105501b If . • � � •� � ••�+0• Allowable soil bearing= 2000psf •• Min. Footing Width= 1050/2000=0.6ft Then use WF-16 ... • LOT 9 . • ..... ..... . • .••. •••... • ... ..... a-_.. ............... .......... ...................................................... ��1.��.. •• •••. •..'.••00 ..:...:....'.'.'..'�"'' o..:...:.:........'...':..'.'.'.'.'.'.'.'g t ASPHALT PA l/EMENT.'.'.'.'.'.'.. i�.•.'•......' 0 15 ALLY :.+...:1 _ .. ... ....... FN 77 V. 1/2" d.... 8.9 ... .... ..... .7d' C.B. , ...._._.__ In-- ------ Ln 11.0'r WALL 0• • :'.':':':':':'•:•:•:• .:• . I• . • .. • • 3; to 21' . LOT 10 0 •` (IiV� ...: 'r b I POOL • "CON ... .... �� BLOCK 3 6 5.20 In N c14 124.60' •��• .''. .... 0.21' 34.60 61b.89' �.. PAVERS o 30.50' I .20' ' _ PAVERS .'.'.�.'.'.'.'.'.' 6.'.' ASPHALT•.'.' N 0' 10' 20' V...... ............o : �. 4 17.3�' 9.50' a 1 inch = 20, ft. ..'r ' • . ..... ............... /n M C-' LO . . ;j CONC ui GAR, EL. =10.907521�(9�1.THE RTH 1112 . Oi W �•• !N N i. n •�� .,BL K3LT �nED bf REMAINDER OF LOT 11 ..,o.BLOCK 3 OO 18.70' ONESI d0 Q) �- Q N TILE th RESIDENCE 10.9b' �� Ci N M 17.40' -� o # 9333 ONC w N �` 3 o L.F.F.E.=11.16 ^ .75 0 F.F.E. =12.99 I ^0 M PLANTER I 9.95, 8.75 1 in 0 9.45' Ian 21.40' 12.75 ri I 20.30' 9.95, 0.45' p`. 8 7.15 „� i 6.30' (OUT) .�' 0.70 o TILE 0.70' n PLANTER 'n 3.6' '� 80' 3 9iP M 8 I PLANTER '....:..'.......'. .Q M I N �' ■ i-�? N o rn N S TILE 189.00' p, I ^o (BASIS OF BEARING ..yn 3 . 0' e o rn ASSUMED - 5� _ .e_.- 1 b / -R / ................. 1 P. `J�2,� �0 ��CS ��' F . 1 2' �..... ..... _ _-_ ._ _ 12" 00' (R&M e.c 5't PARKWAY F J P 1 NOTE1................... B.M. USED..#..N-568:':':':::.:....:................:.....................:....:............... ..............:.. .e':,..ELEVJTION 9.65 :':.: :......: :...... :`:':'.......'' :` :o. (N.G.V.D. 1929) .80' RIGHT WAY (BY PLAT) g •:•:•:•:VERTIPAL DATUM SHOWN.'.'..'.':.:•:•:•:•'•'.'..'.'.'...56f ASPHALT PA NEMENT:.:................� .............. :':':':' ':' :' (N.G.V.D. 1929) :':':':':':':':':':NORTH MIAMI AVENUE::'•'":':':':': :':':':':':':':' :':'... ...........' .............................'........................................................'.'.......' '........... I ... . ........... ..1�............................'.'..'..'.'.'...'.'.'.'.':..............................:...................9y.'.'.'.'.'.'.','.'.'. . �, .. ::.. ............ 1� 1 ..... •1�' ........... . . ....'. L.... ......... ..... .........7777..........................'...T.... NOES AND WALKWAY CROSS LOT LINES. MAP OF BOUNDARY SURVEY Property Address: 9333 N MIAMI AVE MIAMI SHORES, FL 33150 nlineLand SURVEYORS,INC. 15271 NW 60 AVE, Suite 206 Miami Lakes, FL 33014 www.OnlineLandSurveyors.Com SURVEYOR'S CERTIFICATION: I HEREBY CERTIFY THAT THIS "BOUNDARY SURVEY" IS A TRUE AND CORRECT REPRESENTATION OF A SURVEY PREPARED UNDER MY DIRECTION. THIS COMPLIES WITH THE MINI. STANDARDS, ASSET FORTH BY THE STATE OF FLORIDA BOARD OF PROONAL SU _ -YORS AND MAPPER IN CHAPTER 5J-17.051, FLORIDA ADMINISTRATIVE CODE PU/Ij SUANT TO(SECMN 472,027, FLORIDA STATUTES. r// ': 4.�t 1 F I /1� f �'' STATE O SIGNED `'S. �coai DI'' FOR THE FIRM MIGUEL ESPINO 'uR P.S.M. No. 5101 STATE OF FLORIDA NOT VALID WITHOUT AN AUTHENTIC ELECTRONIC SIGNATURE AND AUTHENTICATED ELECTRONIC SEAL AND/OR THIS MAP IS NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A LICENSE SURVEYOR AND MAPPER, Survey Date:7/1/2019 Survey Code:0-52967 Page 1 of 2 Not valid without all pages. } "• b Z NE 941h St 194M SI � NE 941h S. NE—h 51 NE 94th St • •' Mt' D N - - 9333 Nh -� 'ort Mle Avenue `- _ •'., •',t. r., -:.:.. Z.. _. ...._:._.... ... - • • Z „ PROPERTY FRONT VIEW LOCATION MAP N.T.S. CERTIFIED TO: FLOOD INFORMATION: TICHA PENICHEIRO Community Number: VILLAGE OF MIAMI SHORES ITS'SUCCESSORS AND/OR ASSIGNS AS THEIR 120652 INTEREST MAY APPEAR. Panel Number: 12086CO302L Suffix: L Date of Firm Index: 9/11/2009 Flood Zone: X Base Flood Elevation: N/A Date of Survey: 7/1/2019 LEGAL DESCRIPTION: LOT 10 AND THE NORTH 1/2 OF LOT 11, BLOCK 3, OF AMENDED PLAT OF MIAMI SHORES, SECTION ONE, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10, PAGE 70, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA Surveyor's Legend PROPERTY LINE 0-:' STRUCTURE TREE L.M.E. LAKE or LANDSCAPE MAINT. ESMT. ESMT. EASEMENT ® CONC. BLOCK WALL P.P. POWER POLE R.O.E. ROOF OVERHANG EASEMENT D.E. DRAINAGE EASEMENT s CHAIN -LINK or MARE FENCE Ck P.P. POOL PUMP L.B.E. LANDSCAPE BUFFER ESMT. ®C.S. CATCH BASIN .M k WOOD FENCE PL PLANTER PROPERTY LINE _. A.E. LIMITED ACCESS EASEMENT C.U.E. COUNTY UTILITY ESMT. TI I.D. IDENTIFICATION TEL TELEPHONE FACILITIES IRON FENCE I.E./E.E. INGRESS/ EGRESS ESMT. B.C. BLOCK CORNER U.P. UTILITY POLE U.E. UTILITY EASEMENT FND. OR F FOUND IRON PIPE / B.R. BEARING REFERENCE E.U.B. ELECTRIC U11UTY BOX — — CENTER LINE PIN AS NOTED ON PUT a CENTRAL ANGLE or DELTA SEP• SEPTIC TANK D.F. DRAIN FIELD LBO LICENSE # - BUSINESS R RECORD OR RADIUS RAD. RADIAL AC AIR CONDITIONER LS# LICENSE # -SURVEYOR W000 DECK CALC CALCULATED POINT N.R. NON RADIAL CSW CONC SIDEWALK SET SET MONUMENT TYP. TYPICAL DWY DRIVEWAY SCR. SCREEN CONCRETE ♦ CONTROL POINT I.R. IRON ROD I.P. IRON PIPE GAR. GARAGE III CONCRETE MONUMENT N&D NAIL R DISK ENCL ENCLOSURE ELEV ELEVATION ASPHALT P. T. POINT OF TANGENCY PK NAIL PARKER-KALON NAIL N.T.S. NOT TO SCALE P.C. POINT OF CURVATURE D.H. DRILL HOLE F.F. FINISHED FLOOR l® T.O.B. TOP OF BANK BRICK/TILE P.R.M. PERMANENT REFERENCE MONUMENT WELL FIRE HYDRANT E.O.W. EDGE OF WATER P.C.C. POINT OF COMPOUND CURVATURE P.R.C. POINT OF REVERSE CURVATURE O M.H. MAN HOLE E/P OR E.O.P. EDGE PAVEMENT WATER P.O.B. POINT OF BEGINNING E O.H.L OVERHEAD LINES C.V.G. CONCRETE VALLEY CUTTER B.S.L. BUILDING SETBACK LINE P.O.C. POINT OF COMMENCEMENT TX TRANSFORMER CAN CABLE TV. RISER S.T.L. SURVEY TIE LINE P.C.P. PERMANENT CONTROL POINT �-� APPROXIMATE EDGE OF WATER M FIELD MEASURED W.M. WATER METER rk CENTER LINE P PLATTED MEASURMENT P/E POOL EQUIPMENT R/W RIGHT OF WAY CONC CONCRETE SLAB R.O.E. PUBLIC UTILITY EASEMENT COVERED AREA D DEED C.M.E. CANAL MAINTENANCE EASEMENT C CALCULATED A.E. ANCHOR EASEMENT rtl GENERAL NOTES: 1) LEGAL DESCRIPTION PROVIDED BY OTHERS. o - 2) EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO • ` 1 ' DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING PROPERTY. 3) THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENT OR t OTHER RECORDED ENCUMBERANCES NOT SHOWN ON THE PLAT. ,` AffiliateR�feF 4) THE PURPOSE OF THIS SURVEY IS FOR USE IN OBTAINING TITLE INSURANCE P.Q. H-Ary AND FINANCING AND SHOULD NOT BE USED FOR CONSTRUCTION, PERMITTING DESIGN, OR ANY OTHER PURPOSE WITHOUT THE WRITTEN CONSENT OF Printing to Scale: ONLINE LAND SURVEYORS INC. 5) UNDERGROUND PORTIONS OF FOOTINGS, FOUNDATIONS OR OTHER 1. Select"None"from Page Scaling Page $.1bV: IMPROVEMENTS WERE NOT LOCATED. 2. Deselect "Auto -Rotate and Center" ( )0Auto$oteteend Center 6j ONLY VISIBLE AND ABOVE GROUND ENCROACHMENTS LOCATED. 7 FENCE OWNERSHIP NOT DETERMINED. 3. Select "Choose paper source by 3 i J! Chose "M sows by PDF Pepe site Q 8) WALL TIES ARE TO THE FACE OF THE WALL. PDF page size" 9) BEARINGS ARE BASE ON AN ASSUMED MERIDIAN. 10) BOUNDARY SURVEY MEANS A DRAWING AND/OR GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN AT A IELD WORK: 6/26/2019 SHOWN SCALE AND/OR NOT TO SCALE. RAWN BY: N.B. 11) NO IDENTIFICATION FOUND ON PROPERTY CORNERS UNLESS NOTED. 12) NOT VALID UNLESS SEALED WITH THE SIGNING SURVEYORS EMBOSSED OR ELECTRONIC SEAL, v 13) DIMENSIONS SHOWN ARE PLAT AND MEASURED UNLESS OTHERWISE SHOWN. HECKED BY: M.E. 14) ELEVATIONS IF SHOWN ARE BASED UPON N.G.VD. 1929 UNLESS OTHERWISE NOTED. FINAL REVISION: 0710112019 15) THIS IS A BOUNDARY SURVEY UNLESS OTHERWISE NOTED. No. 5101 COMPLETED: 71112019 16) THIS BOUNDARY SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF STATE 0 �q- 0- THE ENTITIES NAMED HEREON, THE CERTIFICATIONS DO NOT EXTEND TO ANY FLOOI 04' SCALE: 1 r = 20" UNNAMED PARTIES. ��aYq LB# 7904 URVEY CODE: 0-52967 15271 NW 60 AVE, Suite 206 n l i n e La n d33014 (I 91 Miami Lakes, -0123 Phone: (305) 910-0123 SURVEYORS,INC. Fax: (305) 675-0999 www.OnlineLandSurveyors.Com Survey Date:7/1/2019 Survey Code:0-52967 Page 2 of 2 Not valid without all pages.