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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)=B <br />Importance factor, 1.0 only, (Table 1.5-2)Iw = 1.00 <br />Basic wind speed (ASCE 7-16 26.5.1) <br />Topographic factor (26.8 & Table 26.8-1)Kzt = 1 Flat <br />Height of ridge H = 11.5 ft <br />Roof slope 4 : 12 <br />Roof length L = 33 ft <br />Roof horizontal projected width B = 15.33 ft <br />Effective area of component / cladding A = 50 2 <br />DESIGN SUMMARY <br />1. Main Wind-Force Resisting System <br />Max horizontal force / base shear from roof = 0.98 kips <br />+ 0.97 kips (eave & columns increasing) <br />S 1.95 kips <br />Max vertical download force = 1.03 kips <br />Max vertical uplift force = 6.99 kips <br />Max bending moment, at centroid of base, from roof = 30.29 ft-kips <br />+ 6.58 ft-kips (eave & columns increasing) <br />S 36.87 ft-kips <br />2. Component and Cladding Elements <br />Max inward pressure =21 psf <br />Max net outward pressure =27 psf <br />ANALYSIS <br />Velocity pressure <br />qh = 0.00256 Kh Kzt Kd V2 =14.04 psf <br />where: qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) <br />Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299)= 0.70 <br />Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250)= 0.85 <br />h = height of mean roof =10.22 ft <br />Main Wind-Force Resisting System <br />p = qh G CN <br />F = p Af <br />where: G = gust effect factor. (Sec. 26.9)=0.85 <br />q =18.43 degree <br /><45 deg. [Satisfactory] <br />Af = roof actual area.= 204.7 ft2, front / back <br />= 61.9 ft2, each side <br />CN = net force coefficients. (Fig. 27.4-5, page 268 & Fig. 27.4-7, page 270, and CNS for two sides of sloped roof.) <br />Check Fig.27.4 limitation h / L = 0.31 within [0.25 , 1.0][Satisfactory] <br />h / B = 0.67 within [0.25 , 1.0][Satisfactory] <br />CNW CNL CNS CNW CNL CNS CNW CNL CNS CNW CNL CNS <br />1.10 -0.17 -0.80 0.01 -0.96 0.80 -1.20 -1.09 -1.20 -0.69 -1.65 0.50 <br />p 13.13 -2.04 -9.55 0.10 -11.49 9.55 -14.32 -13.03 -14.32 -8.25 -19.64 5.97 <br />F 2.69 -0.42 -0.59 0.02 -2.35 0.59 -2.93 -2.67 -0.89 -1.69 -4.02 0.37 <br />CASE A CASE B CASE A CASE B <br />Horizontal force / base shear H (kips) 0.98 0.75 -0.08 0.74 <br />Vertical download force V (kips) 1.03 0.00 0.00 0.00 <br />Vertical uplift force V (kips) 0.00 1.09 6.99 4.72 <br />Bending moment at centroid of base M (ft-kips) 0.8 16.9 21.6 30.3 <br />CLEAR FLOW OBSTRUCTED <br />Wind Analysis for Shade Open Structure Based on ASCE 7-2016 <br />CLEAR WIND FLOW OBSTRUCTED WIND FLOW <br />CASE A CASE B CASE A CASE B <br />Page 8 of 26 <br />1401 S Lowell St <br />11/13/2024