The URL can be used to link to this page

Home My WebLink AboutEngineering Aral Consulting Engineers,Inc. Project Donaghey Res. File 13612570 Subject 106Wx88H, C&C Wind Loads Date : 4/15/2015 Location : 7932 Links Way,Port St.Lucie,FL 34986 Eng EA. Des¢in Wind Pressure,p.Equation 30.4-1(ASCE 7-30). Components and Cladding Low-Rise Buildings p (Envelope Procedure) with h<=60 ft qh :velocity pressure at h Gabled&Hipped Roofs GCp :Figures 30.4-1&30.4-2 GCpi : Table 26.11-1 Velocity Pressure Calculations: Velocity pressure qh is calculated in accordance with section 30.3. qh=Velocity pressure @ mean roof height(h) qh=Constant•Kh•Kzt•Kd•V 2 (Eq 30.3-1) Where:Constant = Numerical Constant (Section C27.3.2) = 55•[(Air density lb/cuft)/(32.2ft/S2)] [(mi/h)(5280 ft/mi)•(1 hr/3600 S)]2 = 0.00256 Mean Sea Level = 0.00 ft Air Density @MSL = 0.0765 Ib/cu ft (Table C27.3-2) Occupancy Category = II (Table 1.5-1) Exposure Category = C (Section 26.7.3) a = 9.50 (Table 26.9-1) Zg = 900.00 ft (Table 26.9-1) Basic Wind Speed = 170.00 mph (Figure 26.5-1 A-C) Mean Roof Height = 25.00 ft Where: Kh = Velocity pressure coefficient @ height h = 2.01•(Z/Zg)A(2/a)for 15 ft<=Z<=Zg (Table 30.3-1) = 2.01•(15/Zg)A(2/a)for Z<15 ft = 0.95 Kzt = Topographic factor (Figure 26.8-1) _ (1+K1•K2•K3)2 Topography = None Kzt @h = 1.00 Kd = Wind directionality factor (Table 26.6-1) = 0.85 qh = 59.44(psf) Aral Consulting Engineers,Inc. Project Donaghey Res. File 13612570 Subject 106Wx88H, C&C Wind Loads Date : 4/15/2015 Location : 7932 Links Way,Port St.Lucie,FL 34986 Eng E.A. Internal Pressure Coefficient,GCgi,,Table 26.11-1 lassification 0.1E O.la ! 60 5,000,000 1.00 O.ls 0.18 I External Pressure Coefficients,GCa,Figure 30.4-2(roof)and Figure 30.4-1(walls) .-. 400.000026.56 i 0.30 t -0.80 i - 200.00 26.56 0.30i -1.20 ! -2.20 W ® 25.00 26.56 _ 0.42 2.36 3.22 i 65.00 ! All 0.86 j -0.96 65.00 E All i 0.86 -1.11 - Design Wind Pressure,o:Equation 30.4-1. 5944 ;f 0 30 -0.80 f 018 -0.18 7.13 28.53 -58.26 -36.86 5944 0.30 ! -1.20 ! 0.18 1 -0.18 i 7.13 28.53 ! -82.03 + -60.63 I 59.44 ? 0.42 t -2.36 ; 0.18 M_ -0.18 ! 14.29 ro 35.69 i -151.06 {^-129.66 t 59.44 0.86 -0.96 i 0.18 -0.18 0 21 �61.61 ' -67.56 C -46.16 59.44 i 0.86 i -1.11 i 0.18 t -0.18 I 40.21 ! 61.61TTM -76.86 55.46 Positive and negative values of external and internal pressures are combined to determine four possible pressures: p1+uses GCp+and GCpi+ p1-uses GCp-and GCpi+ p2+uses GCp+and GCpi- p2-uses GCp-and 6Cpi- Roof Overhang Pressure,P.Equation 30.10-1. Wind pressures acting on the roof overhang(soffit pressures not included). M NNW EM M 10.18 1 -0.18 j -70.14 -48.74 1 5944 2.20 0.18 -0.18'-? ^-141.48 -120.08 ! 59.44 3.22 1 0.18 1 -0.18 -202.26 ! -180.86 E Aral Consulting Engineers, Inc. Project Donalihey Res. File 13612570 - Subject 106Wx88H, C&C Wind Loads Date : 4/15/2015 Location : 7932 Links Way,Port St.Lucie,FL 34986 Eng E.A. Notes:Structural design conforms to the Florida Building Code 2010,with wind Vult=170 mph in accordance with ASCE 7-10, Exposure"C".The design pressures given below are determined by using ultimate design wind speeds(Vult).The ultimate design speed can be converted to nominal design wind speed(Vasd)by using FBC-Table 1609.3.1 or the FBC-Equation 16-32[Vasd= Vult*(0.6)^'/z]. Building Dimensions: 85'x 45' Building Height: 25' Height of Window: 10' Dimensions of Window: 106 3/8"Wide x88"'High Edge Distance for Window: 1.0 feet Edge Distance for Zone 5: 5.0 feet Calculated Vult Design Pressures: p+_+61.61 psf. p-_ -76.86 psf. Vasd=170*(0.6)^'/z=132 mph. Calculated Vasd Design Pressures: p+_+36.97 psf. p- _-46.12 psf. Note:Vasd Design Pressures shall be used for window glazing.