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PROJECT : PAGE : <br />CLIENT : DESIGN BY : <br />JOB NO. : DATE : REVIEW BY : <br />INPUT DATA <br />Exposure category (B, C or D)C <br />Importance factor, pg 77, (0.87, 1.0 or 1.15)I =1.00 Category II <br />Basic wind speed (IBC Tab 1609.3.1V3S)V = 110 mph <br />Topographic factor (Sec.6.5.7.2, pg 26 & 45)Kzt =1 Flat <br />Building height to eave he = 16.5 ft <br />Building height to ridge hr = 19.9 ft <br />Building length L =23 ft <br />Building width B =21.75 ft <br />A = 500 ft2 <br />DESIGN SUMMARY <br />Max horizontal force normal to building length, L, face =8.59 kips <br />Max horizontal force normal to building length, B, face =7.19 kips <br />Max total horizontal torsional load =27.39 ft-kips <br />Max total upward force =9.66 kips <br />ANALYSIS <br />Velocity pressure <br />qh = 0.00256 Kh Kzt Kd V2 I =23.22 psf <br />where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) <br />Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 79)= 0.88 <br />Kd = wind directionality factor. (Tab. 6-4, for building, page 80)= 0.85 <br />h = mean roof height =18.20 ft <br />< 60 ft, [Satisfactory] <br />< Min (L, B), [Satisfactory] <br />Design pressures for MWFRS <br /> <br /> <br />2002 S Parton St, Santa Ana, CA 92707 <br />Wind Analysis for Low-rise Building, Based on ASCE 7-10 <br />Effective area of components (or Solar Panel area) <br />Visal Te <br />Design pressures for MWFRS <br />p = qh [(G Cpf )-(G Cpi )] <br />where: p = pressure in appropriate zone. (Eq. 6-18, page 28). pmin =10 psf (Sec. 6.1.4.1 & 6.1.4.2) <br />G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 53 & 54) <br />G Cp i = product of gust effect factor and internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 47) <br /> =0.18 or -0.18 <br />a = width of edge strips, Fig 6-10, note 9, page 54, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] =3.00 ft <br />Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases <br />17.36 0.00 17.36 <br />(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i ) (+GCp i ) (-GCp i ) <br />1 0.51 7.60 15.96 0.40 5.11 13.47 1T 0.51 1.90 3.99 <br />2 -0.69 -20.20 -11.84 -0.69 -20.20 -11.84 2T -0.69 -5.05 -2.96 <br />3 -0.46 -14.88 -6.52 -0.37 -12.77 -4.41 3T -0.46 -3.72 -1.63 <br />4 -0.41 -13.59 -5.23 -0.29 -10.91 -2.55 4T -0.41 -3.40 -1.31 <br />1E 0.77 13.62 21.98 0.61 9.99 18.35 0.00 <br />2E -1.07 -29.03 -20.67 -1.07 -29.03 -20.67 <br />3E -0.66 -19.55 -11.19 -0.53 -16.49 -8.13 (+GCp i ) (-GCp i ) <br />4E -0.60 -18.18 -9.82 -0.43 -14.17 -5.81 1T 0.40 1.28 3.37 <br />5 -0.45 -14.63 -6.27 -0.45 -14.63 -6.27 2T -0.69 -5.05 -2.96 <br />6 -0.45 -14.63 -6.27 -0.45 -14.63 -6.27 3T -0.37 -3.19 -1.10 <br />4T -0.29 -2.73 -0.64 <br />Net Pressure withG Cp f <br />Surface <br />Roof angle q = <br />Net Pressure withG Cp f <br />Surface <br />Roof angle q = <br />G Cp f <br />Roof angle q = <br />Surface <br />G Cp f <br />Net Pressure with <br />Roof angle q = <br />Net Pressure with