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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 =9.5 ft, (2.90 m) <br />Vertical dimension (for wall, s = h)s =0.5 ft, (0.15 m) <br />Horizontal dimension B =8 ft, (2.44 m) <br />Dimension of return corner L =0.5 ft, (0.15 m) <br />DESIGN SUMMARY <br />Max horizontal wind pressure p =43 psf, (2052 <br />Max total horizontal force at centroid of base F =0.11 kips, (0 kN) <br />Max bending moment at centroid of base M =0.99 ft-kips, (1 kN-m) <br />Max torsion at centroid of base T =0.17 ft-kips, (0 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 =9.50 ft <br /> (Sec. 29.3.1) <br />=27 psf <br />=0.11 kips <br />M = F (h - 0.5s) for sign, F (0.55h) for wall =0.99 ft-kips <br />T ==0.00 ft-kips <br />where:=0.85 <br />C = net force coefficient. (Fig. 29.3-1, page 301)1.88 <br />A = B s =4.0 ft2 <br /> (Sec. 29.3.1) <br />=27 psf <br />=0.11 kips <br />=0.99 ft-kips <br />=0.17 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 />3.02 1 0.5 3.021 43 0.25 0.01 0.10 0.04 <br />2.60 2 1.0 2.595 37 0.25 0.01 0.09 0.03 <br />2.00 3 1.5 1.995 28 0.25 0.01 0.07 0.02 <br />1.53 4 2.0 1.533 22 0.25 0.01 0.05 0.01 <br />1.40 5 2.5 1.397 20 0.25 0.00 0.05 0.01 <br />0.92 10 5.0 0.919 13 0.25 0.00 0.03 0.00 <br />0.55 B 8.0 0.550 8 1.5 0.01 0.11 -0.03 <br />Σ 0.05 0.48 0.08 <br />Wind Analysis for Freestanding Wall & Sign Based on ASCE 7-16 <br />L-37