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PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : INPUT DATA Exposure category (B, C or D)=C Importance factor, pg 73, (0.87, 1.0 or 1.15)I =1.00 Category II Basic wind speed (3 sec. gust wind) V = 95 mph Topographic factor (Sec.6.5.7.2, pg 26 & 45)Kzt = 1 Flat Height of top h = 8 ft B = 10 ft Dimension of return corner Lr = 0 ft DESIGN SUMMARY Max horizontal wind pressure p = 26 psf Max total horizontal force at centroid of base F = 1.91 kips Max bending moment at centroid of base M = 8.39 ft-kips Max torsion at centroid of base T = 3.26 ft-kips ANALYSIS Velocity pressure qh = 0.00256 Kh Kzt Kd V2 I =16.69 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)= 0.85 Kd = wind directionality factor. (Tab. 6-4, for building, page 80)= 0.85 h = height of top = 8.00 ft Wind Force Case A: resultant force though the geometric center (Sec. 6.5.14 & Fig. 6-20) p = qh G Cf ==20 psf F = p As =1.63 kips M = F (h - 0.5s) for sign, F (0.55h) for wall =7.18 ft-kips T ==0.00 ft-kips where: G = gust effect factor. (Sec. 6.5.8, page 26).= 0.85 Cf = net force coefficient. (Fig. 6-20, page 73)1.44 As = B s = 80.0 ft2 Wind Force Case B: resultant force at 0.2 B offset of the geometric center (Sec. 6.5.14 & Fig. 6-20) p = Case A =20 psf F = Case A =1.63 kips M = Case A =7.18 ft-kips T = 0.2 F B =3.26 ft-kips Wind Force Case C: resultant force different at each region (Sec. 6.5.14 & Fig. 6-20) p = qh G Cf F = S p As M = S [ F (h - 0.5s) for sign, F (0.55h) for wall ] T = S Ts s Distance Cf Pi Asi Fi Mi Ti 0 (ft) (Fig.6-20)2)(kips)(ft-kips)(ft-kips) 2.25 1 8.0 1.800 26 64 1.63 7.19 1.63 1.50 2 1.50 3 1.50 4 1.50 5 1.50 10 1.50 B 10.0 1.200 17 16 0.27 1.20 -1.09 S 1.91 8.39 0.54 <== Case C may not be considered, footnote 3 of Fig. 6-20 Moksudur Rahman GATE Wind Analysis for Freestanding Wall & Sign Based on ASCE 7-16