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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, 1.0 only, (Table 1.5-2)I =1.00 <br />mph, (152.89 kph) <br />Height of top h =10 ft, (3.05 m) <br />Vertical dimension (for wall, s = h)s =10 ft, (3.05 m) <br />Horizontal dimension B =7.5 ft, (2.29 m) <br />Dimension of return corner L =1 ft, (0.30 m) <br />DESIGN SUMMARY <br />Max horizontal wind pressure p =21 psf, (1019 <br />Max total horizontal force at centroid of base F =1.60 kips, (7 kN) <br />Max bending moment at centroid of base M =8.78 ft-kips, (12 kN-m) <br />Max torsion at centroid of base T =2.39 ft-kips, (3 kN-m) <br />ANALYSIS <br />=16.69 psf <br />where:K =1.00 , (Tab. 26.9-1 page 275) <br />K = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 277)=0.85 <br />Kd = wind directionality factor. (Tab. 26.6-1, page 274)=0.85 <br />h = height of top =10.00 ft <br /> (Sec. 29.3.1) <br />=21 psf <br />=1.60 kips <br />M = F (h - 0.5s) for sign, F (0.55h) for wall =8.78 ft-kips <br />T ==0.00 ft-kips <br />where:=0.85 <br />C = net force coefficient. (Fig. 29.3-1, page 301)1.50 <br />A = B s =75.0 ft2 <br /> (Sec. 29.3.1) <br />=21 psf <br />=1.60 kips <br />=8.78 ft-kips <br />=2.39 ft-kips <br /> (Sec. 29.4.1) <br />Σ p As <br />Σ [ F (h - 0.5s) for sign, F (0.55h) for wall ] <br />Σ Ts <br />s Distance <br />0 (ft)(Fig. 29.3-1) <br />2.25 1 7.5 1.800 26 75 1.92 10.54 0.00 <br />1.50 2 <br />1.50 3 <br />1.50 4 <br />1.50 5 <br />1.50 10 <br />1.50 B 7.5 1.200 17 0 0.00 0.00 0.00 <br />Σ 1.92 10.54 0.00 <== Case C may not be considered, footnote 3 of Fig. 6-20 <br />Wind Analysis for Freestanding Wall & Sign Based on ASCE 7-16 <br />L-35