610 E Santa Clara Ave - Plan - Laserfiche WebLink

Home Browse Search

PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : INPUT DATA Exposure category (B, C or D)C Importance factor, pg 77, (0.87, 1.0 or 1.15)I = 1.00 Category II Basic wind speed (IBC Tab 1609.3.1V3S)V = 110 mph Topographic factor (Sec.6.5.7.2, pg 26 & 45)Kzt = 1 Flat Building height to eave he = 18 ft Building height to ridge hr = 25 ft Building length L = 38 ft Building width B = 22 ft Effective area of components A = 11 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 20.15 kips Max horizontal force normal to building length, B, face = 8.84 kips Max total horizontal torsional load = 91.46 ft-kips Max total upward force = 15.73 kips ANALYSIS Velocity pressure qh = 0.00256 Kh Kzt Kd V2 I = 24.01 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 79)= 0.91 Kd = wind directionality factor. (Tab. 6-4, for building, page 80)= 0.85 h = mean roof height = 21.50 ft < 60 ft, [Satisfactory] < Min (L, B), [Satisfactory] Design pressures for MWFRS p = qh [(G Cpf )-(G Cpi )] where: p = pressure in appropriate zone. (Eq. 6-18, page 28). pmin = 10 psf (Sec. 6.1.4.1 & 6.1.4.2) G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 53 & 54) G C = product of gust effect factor and internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 47) DOUG RISK RES G Cp i = product of gust effect factor and internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 47) = 0.18 or -0.18 a = width of edge strips, Fig 6-10, note 9, page 54, MAX[ MIN(0.1B, 0.4h), 0.04B,3] = 3.00 ft Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases 32.47 0.00 32.47 (+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )(+GCp i ) (-GCp i ) 1 0.56 9.12 17.77 0.40 5.28 13.93 1T 0.56 2.28 4.44 2 0.21 0.72 9.36 -0.69 -20.89 -12.25 2T 0.21 0.18 2.34 3 -0.43 -14.65 -6.00 -0.37 -13.21 -4.56 3T -0.43 -3.66 -1.50 4 -0.37 -13.21 -4.56 -0.29 -11.29 -2.64 4T -0.37 -3.30 -1.14 1E 0.69 12.25 20.89 0.61 10.33 18.97 0.00 2E 0.27 2.16 10.81 -1.07 -30.02 -21.37 3E -0.53 -17.05 -8.40 -0.53 -17.05 -8.40 (+GCp i ) (-GCp i ) 4E -0.48 -15.85 -7.20 -0.43 -14.65 -6.00 1T 0.40 1.32 3.48 5 -0.45 -15.13 -6.48 -0.45 -15.13 -6.48 2T -0.69 -5.22 -3.06 6 -0.45 -15.13 -6.48 -0.45 -15.13 -6.48 3T -0.37 -3.30 -1.14 4T -0.29 -2.82 -0.66 Surface Roof angle q = Surface Roof angle q = G Cp f Net Pressure with Surface Roof angle q = G Cp f Net Pressure with Roof angle q = G Cp f Net Pressure withNet Pressure with G Cp f Wind Analysis for Low-rise Building, Based on ASCE 7-16 / IBC 2018 / CBC 2019 610 E Santa Clara Ave11/09/21