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HomeMy WebLinkAboutWind load Gray JB DESIGN & PERMITTING , INC . Date:09/07/21 Project:Gray Residence/10600 S Ocean Dr,Unit 1010,Jensen Beach,FL Re:Wind Loads MecaWind v2351 Software Developer: Meca Enterprises Inc., www.meca.biz, Copyright © 2020 Calculations Prepared by: Calculations Prepared For: Client: Gray Residence Date: Sep 07, 2021 Project #: 21009 Designer: Julio Gonzalez, P.E. Location: 10600 S Ocean Dr., Unit 1010, Jensen Beach, FL 34957 Description: Windows and Door Retrofit File Location : D:\AHP 21009 Gray WL\Wind Loads\Gray Residence mecawind.wnd Basic Wind Parameters Wind Load Standard = ASCE 7-16 Exposure Category = D Wind Design Speed = 170.0 mph Risk Category = II Structure Type = Building Building Type = Enclosed Building Inputs RoofType: Building Roof Type = Flat Flat Roof = RfHt Roof Height = 130.000 ft W Building Width = 71.000 ft L Building Length = 278.000 ft OR Type of Overhang = None Parapet Type of Parapet = Parapet Par Is there a Parapet = True PHt Height of Parapet = 3.000 ft Por Parapet Porosity = Solid P GCPi Parapet Int Press = +/-0.00 OH ALL None = 0.000 ft Main Wind Force Resisting System (MWFRS) Calculations per Ch 27 Part 1: h = Mean Roof Height above grade = 130.000 ft Kh = 15 ft [4.572 m]I Z <Zg -->(2.01*(Z/zg)^(2/Alpha) (Table 26.10-11= 1.500 Not = 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 = 19738.00 sq ft LF = Load Factor based upon ASO Design = 0.60 `,�� qh = (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF = 56.59 psf F /nV qin = For Negative Internal Pressure of Enclosed Building use qh*LF = 56.59 psf ��, O • Z gip = For Positive Internal Pressure of Enclosed Building use qh*LF = 56.59 psf � `\• G�E V C lJ[� Gust Factor Calculation: : �� �\ ` �� Gust Factor Category I Rigid Structures - Simplified Method ^ •�• G1 = For Rigid Structures (Nat. Freq.>1 Hz) use 0.65 = 0.85 I` Gust Factor Category II Rigid Structures - Complete Analysis ♦ 'Bic�itally75�ed i1 1;lio Gowealez Z. = 0.6 Ht = 78.000 ft I q •Y1 DN:E=admin@jbdtear-US I'm = Cc * (33 / zm) 0.167 = 0.130 Ju118 6bl zaleZ CN=Julio Gonzalez,r-US- Lzm = L (Zm / 33) ^ Epsilon = 723.787 �_ �te2021.09.0722►32:44-QM'00' Q = (1 / (1 + 0.63 * ((B + Ht) / Lzm)^0.63))^0.5 = 0.884 13 G2 = 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.879 [/, Gust Factor Used in Analysis : S T A T E OF v. Z. = Lessor Of G1 Or G2 = 0.850 �O•• • Components and Cladding (C&C) Calculations per Ch 30 Part 3: �' •• O R Theta = Slope of Roof = 0.0 Deg .C1 •• •rl••.•• _N`G. h = Mean Roof Height above grade = 130.000 ftft 1.500 Kzt = Topographic2Factor isg1 si(nce0no(Topographicpha featureble specified2 . lF= 1.000 ,''f�� Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 GC Pi = 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 = 56.59 psf LHD = Least Horizontal Dimension: Min(B, L) = 71.000 ft al =Min(0.1 * LHD, 0.4 * h = 7.100 ft a =Max(al, 0.04 * LHD, 3 ft [0.9 ml) = 7.100 ft Effective Wind Area for CSC per Ch 30 Part 3 Description Zone Elev Width Span 1/3 Area Ref GCp GCp Length Rule Fig Max Min ft ft ft ft sq ft Mark 1 4 100.00 4.271 5.208 No 22.24 30.6-1 0.890 -0.893 Mark 2 4 100.00 2.917 8.000 No 23.33 30.6-1 0.886 -0.890 Wind Pressures for C&C per Ch 30 Part 3 All wind pressures include a load factor of 0.6 Description Zone qi q_ww. q_oth P_WW P Ww P_Oth P_Oth P_Max P_Min Max Min Max Min ft psf psf psf psf psf psf psf psf psf Mark 1 4 56.59 54.07 56.59 58.31 -58.49 60.56 -60.74 60.56 -60.74 Mark 2 4 56.59 54.07 56.59 58.07 -58.33 60.31 -60.58 60.31 -60.58 GCp = Walls and Flat Roofs (Slope < 10 Deg) use Fig 30.56-1 = Per Fig 30.5-1 Note 6 Roof Slopes >= 10 Deg use Fig 30.3-2A, B and C qi = qh for Enclosed buildings q ww = qz for Windward walls q orb qh for Leeward walls, Side walls and Roofs P_WW = Press on Windward Walls: q_ww * GCp - qi * ('/-GCpi) [Eqn 30.5-1] P_Oth = Press on Leeward/Side/Roof: q_oth GCp - qi (+/-GCpi) [Eqn 30.5-11 P_Max = Max Positive Pressure on C&C component: Max(P_WW, P_Oth) P_Min = Max negative pressure on C&C component: Min(P_WW, P_Oth) * Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] {Includes LF) 66 West Flagler Street Suite 900-#4395 Miami, FL 33130 1 754.701.7126 admin@Jbdteam.com I www.Jbdteam.com