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PROJECT : PAGE : <br />CLIENT : DESIGN BY : <br />JOB NO. : DATE : 02/10/25 REVIEW BY : <br />INPUT DATA <br />Exposure category (B, C or D)B <br />Importance factor I = 1.00 Category II <br />Basic wind speed V = 110 mph <br />Topographic factor Kzt =1 Flat <br />Building height to eave he =17 ft <br />Building height to ridge hr =20 ft <br />Building length L =28 ft <br />Building width B =31 ft <br />Effective area of components A =96.33333 2 <br />DESIGN SUMMARY <br />Max horizontal force normal to building length, L, face =7.28 kips X 0.6= 4.37 <br />Max horizontal force normal to building length, B, face =8.00 kips X 0.6= 4.80 <br />Max total horizontal torsional load = 31.19 ft-kips <br />Max total upward force = 12.70 kips <br />ANALYSIS <br />Velocity pressure <br />qh = 0.00256 Kh Kzt Kd V2 I =18.43 psf <br />where: qh = velocity pressure at mean roof height, h. <br />Kh = velocity pressure exposure coefficient evaluated at height, h,= 0.70 <br />Kd = wind directionality factor = 0.85 <br />h = mean roof height = 18.50 ft <br />< 60 ft, [Satisfactory] <br />Design pressures for MWFRS <br />p = qh [(G Cpf )-(G Cpi )] <br />where: p = pressure in appropriate zone <br />G Cp f = product of gust effect factor and external pressure coefficient <br />G Cp i = product of gust effect factor and internal pressure coefficient <br /> = 0.18 or -0.18 <br />a = width of edge strips, MAX[ MIN(0.1B, 0.4h), 0.04B,3] =3.10 ft <br />Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases <br />10.95 0.00 10.95 <br />(+GCp i ) (-GCp i )(+GCp i ) (-GCp i )(+GCp i ) (-GCp i ) <br />1 0.45 5.01 11.64 0.40 4.05 10.69 1T 0.45 1.25 2.91 <br />2 -0.69 -16.03 -9.40 -0.69 -16.03 -9.40 2T -0.69 -4.01 -2.35 <br />3 -0.41 -10.94 -4.31 -0.37 -10.14 -3.50 3T -0.41 -2.74 -1.08 <br />4 -0.35 -9.69 -3.05 -0.29 -8.66 -2.03 4T -0.35 -2.42 -0.76 <br />1E 0.69 9.32 15.95 0.61 7.93 14.56 <br />3E -0.59 -14.26 -7.62 -0.53 -13.09 -6.45 (+GCp i ) (-GCp i ) <br />4E -0.51 -12.78 -6.14 -0.43 -11.24 -4.61 1T 0.40 1.01 2.67 <br />5 -0.45 -11.61 -4.98 -0.45 -11.61 -4.98 2T -0.69 -4.01 -2.35 <br />6 -0.45 -11.61 -4.98 -0.45 -11.61 -4.98 3T -0.37 -2.53 -0.88 <br />4T -0.29 -2.17 -0.51 <br />CASTILLO <br />Net Pressure withG Cp f <br />Wind Analysis for Low-rise Building, Based on ASCE 7-22 / IBC 2024 / CBC 2022 <br />Roof angle q = <br />G Cp f <br />Net Pressure with <br /> <br />25-181 <br />1012 N KEMO STREET <br />Surface <br />Roof angle q = <br />G Cp f <br />Net Pressure with <br />Surface <br />Roof angle q = <br />G Cp f <br />ENGINEERING <br />Surface <br />Roof angle q = <br />Net Pressure with <br />94