No preview available
HomeMy WebLinkAboutWIND LOADS 66 West Flagler Street Suite 900 - #4395 Miami, FL 33130 l 754.701.7126 admin@Jbdteam.com l www.Jbdteam.com Date: 07/05/21 Project: Biederman Residence / 9500 S Ocean Dr, Unit 308, 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: Biederman Residence Date: Jul 05, 2021 Project #: 21006 Designer: Julio Gonzalez, P.E. Location: Jensen Beach, FL 34957 Description: Windows and Door Retrofit File Location : D:\AHP 21006 Biederman WL\Wind Loads\Biederman 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 = 200.000 ft W : Building Width = 56.000 ft L : Building Length = 176.000 ft OH : 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 = 200.000 ft Kh = 15 ft [4.572 m]< Z <Zg -->(2.01*(Z/zg)^(2/Alpha) {Table 26.10-1}= 1.616 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 GCPi = Ref Table 26.13-1 for Enclosed Building = +/-0.18 RA = Roof Area = 9856.00 sq ft LF = Load Factor based upon ASD Design = 0.60 qh = (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF = 60.99 psf qin = For Negative Internal Pressure of Enclosed Building use qh*LF = 60.99 psf qip = For Positive Internal Pressure of Enclosed Building use qh*LF = 60.99 psf Gust Factor Calculation: Gust Factor Category I Rigid Structures - Simplified Method G1 = For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm = 0.6 * Ht = 120.000 ft Izm = Cc * (33 / Zm) ^ 0.167 = 0.121 Lzm = L * (Zm / 33) ^ Epsilon = 763.830 Q = (1 / (1 + 0.63 * ((B + Ht) / Lzm)^0.63))^0.5 = 0.872 G2 = 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.876 Gust Factor Used in Analysis G = Lessor Of G1 Or G2 = 0.850 Components and Cladding (C&C) Calculations per Ch 30 Part 3: Theta = Slope of Roof = 0.0 Deg h = Mean Roof Height above grade = 200.000 ft Kh = 15 ft [4.572 m]< Z <Zg -->(2.01*(Z/zg)^(2/Alpha) {Table 26.10-1}= 1.616 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 = 60.99 psf LHD = Least Horizontal Dimension: Min(B, L) = 56.000 ft a1 = Min(0.1 * LHD, 0.4 * h = 5.600 ft a = Max(a1, 0.04 * LHD, 3 ft [0.9 m]) = 5.600 ft Effective Wind Area for C&C 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 30.00 2.948 8.000 No 23.58 30.6-1 0.885 -0.890 Mark 2 4 30.00 3.979 8.000 No 31.83 30.6-1 0.857 -0.871 Mark 3 4 30.00 3.375 7.979 No 26.93 30.6-1 0.872 -0.882 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 60.99 43.85 60.99 49.77 -50.00 64.94 -65.25 64.94 -65.25 Mark 2 4 60.99 43.85 60.99 48.55 -49.18 63.23 -64.11 63.23 -64.11 Mark 3 4 60.99 43.85 60.99 49.23 -49.64 64.18 -64.75 64.18 -64.75 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_oth = 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 30.5-1] 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}