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<br />CALCULATION SHEET <br /> <br />PIEDMONT FIBERGLASS STEEPLE WIND LOAD CALCULATION <br />MODEL 2 <br /> <br />LOCATION: <br />Our Savior Lutheran Church <br />5626 20th Street <br />Zephyrhills, FL 33542 <br />DESIGN CONDITIONS: WIND <br />Basic Wind Speed: <br />Building Classification: <br />Exposure Factor: <br />Importance Factor: <br /> <br />110 MPH <br />III (p.4) <br />B (p.29) <br />1.15 (p.73) <br /> <br />General Shape and Height Factors: <br />(Case 1a, Table 6-3, p.75) <br />@ 24 Kz= 0.7 <br />@ 33 Kz= 0.73 <br />(Table 6-4, p.76) <br />Kd= 0.9 <br />Velocity Pressure: qz=0.00256KzKztKdIV^2 <br />Base avg, qzb = 22.44 PSF <br />Spire avg, qzt = 23.40 PSF <br />Design Wind Pressure: P=qzGCf <br />(Table 6-2, page 74) <br />z = max(0.6*H,Zmin) = 30.00 c = 0.3 <br />Iz = c(33/z)^(1/6) = 0.305 Zmin= 30 <br />Lz = l(z/33)^e = 309.993 I = 320 <br />Q = 0.942 e = 0.33 <br />Calculated Gust Effect Factor: Gc = 0.891 <br />Gust Effect Factor: G = 0.85 <br />(Table 6-19, page 69) <br />h/D=16.11 Cf =1.7 <br />Base avg, Pb = 32.43 PSF <br />Spire avg, Pt = 33.82 PSF <br />Wind Forces: F=P*A <br />Fb= <br /> <br />Ft= <br /> <br />Wind Base Shear, F= <br /> <br />Base: <br />Spire: <br /> <br />615 POUNDS <br />671 POUNDS <br />1286 POUNDS <br /> <br />DESIGN METHOD: <br /> <br />STEEPLE DETAILS: <br />Manufacturer's Weight: <br />Mounting Height (above grade): <br />Steeple Height: <br />Steeple Base Width: <br />Steeple Base Height: <br />Distance to CG: <br />Spire Width: <br />Spire Height: <br />Distance to CG: <br /> <br />DESIGN CONDITIONS: SEISMIC <br />Seismic Use Group: <br />Importance Factor: <br />Assumed Site Class: <br />Ss: <br />Fa: <br />Sds=2/3FaSs <br />Seismic Design Category: <br />ap: <br />Is Steeple Anchored to Concrete? <br />Rp: <br /> <br />SHEET: <br />DATE: <br /> <br />1 <br />8/16/2007 <br /> <br />ASCE 7-02 <br /> <br />300 POUNDS <br />21 FEET <br />25 FEET <br />3.67 FEET <br />5.167 FEET <br />2.58 FEET <br />2 FEET <br />19.83 FEET <br />11.78 FEET <br /> <br />II (p.96) <br />1 (p.160) <br />E (p.108) <br />0.1 (p.111) <br />2.5 (p.129) <br />0.16667 <br />A (p.131) <br />2.5 (p.162) <br />N <br />2.5 (p.162) <br /> <br />Design Seismic Force: Fp=O.4apSdsWp(1 +2z/h)/(Rp/lp) <br />Fp= 60.0 POUNDS <br />Fpmax = 1.6SdslpWp = 80.0 POUNDS <br />Fpmin = 0.3SdslpWp = 15.0 POUNDS <br />Seismic Base Shear, Fp= 60 POUNDS <br />SEISMIC DOES NOT GOVERN. <br /> <br />Sum of Moments: (D-.5)*Rb=Db*Fb+Dt*Ft+(D-.5)/2*W <br />Rb = 3143 Pounds (down) per side <br />Ra = .2843 Pounds (uplift) per side <br /> <br />Rod Size: Ar=Ra*SF/No.Bolts/Ft (Using <br />Ar= 0.30 SQIN <br /> <br />2 anchor rods per side) <br /> <br />USE: 3/4" DIA ASTM A307 or A36 ANCHOR RODS <br /> <br />These calculations determine anchoring requirements only. The ability of the <br />supporting structure to support these loads are the responsibility of others. <br />