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PROJECT : PAGE : <br />CLIENT : DESIGN BY : <br />JOB NO. : DATE : 04/15/24 REVIEW BY : <br />INPUT DATA <br />Exposure cate or (B, C or D, ASCE 7-16 26.7.3)B <br />Importance factor (ASCE 7-16 Table 1.5-2)Iw = 1.00 for all Category <br />V =95 mph, (152.89 kph) <br />Kzt =1 Flat <br />Building height to eave he = 17 ft, (5.18 m) <br />Building height to ridge hr = 19.5 ft, (5.94 m) <br />Building length L = 25 ft, (7.62 m) <br />Building width, including overhangs B = 20 ft, (6.10 m) <br />Overhang sloped width Oh = 1 ft, (0.30 m) <br />A = 12 No <br />( 1.12 m <br />DESIGN SUMMARY <br />Max horizontal force normal to buildin len th, L, fac = 7.24 kips, (32 kN), SD level (LRFD level), Typ. <br />Max horizontal force normal to buildin len th, B, fac = 5.84 kips, (26 kN) <br />Max total horizontal torsional load = 18.3559 ft-kips, (25 kN-m) <br />Max total upward force = 8.47 kips, (38 kN) <br />ANALYSIS <br />elocity pressur <br />qh = 0.00256 Kz Kzt Kd Ke V2 =13.75 psf <br />where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268) <br />Kz = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 268)= 0.70 <br />Kd = wind directionality factor. (Tab. 26.6-1, for building, page 266)= 0.85 <br />h = mean roof height = 18.25 ft <br />Ke = ground elevation factor. (1.0 per Sec. 26.9, page 268)< 60 ft, [Satisfactory](ASCE 7-16 26.2.1) <br />< Min (L, B), [Satisfactory](ASCE 7-16 26.2.2) <br />Design pressures for MWFRS <br />p = qh [(G Cpf )-(G Cpi )] <br />where: p = pressure in appropriate zone. (Eq. 28.3-1, page 311).pmin =16 psf (ASCE 7-16 28.3.4) <br />G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313) <br />G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 271) <br /> = 0.18 or -0.18 <br />a = width of edge strips, Fig 28.3-1, page 312, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] =3.00 ft <br />Net Pressures (psf), Basic Load Case Net Pressures (psf), Torsional Load Cases <br />14.04 0.00 14.04 <br />(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i ) (+GCp i ) (-GCp i ) <br />1 0.48 4.10 9.05 -0.45 -8.66 -3.71 1T 0.48 1.03 2.26 <br />2 -0.69 -11.96 -7.01 -0.69 -11.96 -7.01 2T -0.69 -2.99 -1.75 <br />3 -0.44 -8.47 -3.52 -0.37 -7.56 -2.61 3T -0.44 -2.12 -0.88 <br />4 -0.37 -7.62 -2.67 -0.45 -8.66 -3.71 4T -0.37 -1.91 -0.67 <br />5 0.40 3.02 7.97 0.00 <br />6 -0.29 -6.46 -1.51 <br />1E 0.72 7.48 12.43 -0.48 -9.07 -4.12 (+GCp i ) (-GCp i ) <br />2E -1.07 -17.18 -12.23 -1.07 -17.18 -12.23 5T 0.40 0.76 1.99 <br />3E -0.63 -11.09 -6.14 -0.53 -9.76 -4.81 6T -0.29 -1.62 -0.38 <br />4E -0.56 -10.12 -5.18 -0.48 -9.07 -4.12 <br />5E 0.61 5.91 10.86 <br />6E -0.43 -8.39 -3.44 <br /> <br /> <br />1142 S Clara St. <br />Wind Analysis for Low-rise Building, Based on 2018 IBC/ASCE 7-16 <br />Basic wind speed (ASCE 7-16 26.5.1 or 2018 IBC) <br />Net Pressure withG Cp f <br />ft2, <== Overhang? (Yes or No) <br />Roof angle  = <br />G Cp f <br />Net Pressure with <br />Roof angle  = <br />Sanchez Residence VDR <br />Roof angle  = <br />G Cp f <br />Net Pressure with Surface <br />Surface <br />EC <br />Net Pressure with <br />Effective area of components (or Solar Panel area) <br />Topographic factor (ASCE 7-16 26.8 & Table 26.8-1) <br />24-101 <br />Surface <br />Roof angle  = <br />G Cp f