Laserfiche WebLink
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 =27.5 ft, (8.38 m) <br />Vertical dimension (for wall, s = h)s =2 ft, (0.61 m) <br />Horizontal dimension B =6 ft, (1.83 m) <br />Dimension of return corner L =2 ft, (0.61 m) <br />DESIGN SUMMARY <br />Max horizontal wind pressure p =42 psf, (1995 <br />Max total horizontal force at centroid of base F =0.35 kips, (2 kN) <br />Max bending moment at centroid of base M =9.30 ft-kips, (13 kN-m) <br />Max torsion at centroid of base T =0.42 ft-kips, (1 kN-m) <br />ANALYSIS <br />=18.85 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)=0.96 <br />Kd = wind directionality factor. (Tab. 26.6-1, page 274)=0.85 <br />h = height of top =27.50 ft <br /> (Sec. 29.3.1) <br />=29 psf <br />=0.35 kips <br />M = F (h - 0.5s) for sign, F (0.55h) for wall =9.30 ft-kips <br />T ==0.00 ft-kips <br />where:=0.85 <br />C = net force coefficient. (Fig. 29.3-1, page 301)1.83 <br />A = B s =12.0 ft2 <br /> (Sec. 29.3.1) <br />=29 psf <br />=0.35 kips <br />=9.30 ft-kips <br />=0.42 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 />2.60 1 2.0 2.600 42 4 0.17 4.42 0.33 <br />1.70 2 4.0 1.700 27 4 0.11 2.89 0.00 <br />1.15 3 6.0 1.150 18 4 0.07 1.95 -0.15 <br />1.15 4 <br />1.15 5 <br />1.15 10 <br />1.15 B 6.0 1.150 18 0 0.00 0.00 0.00 <br />Σ 0.35 9.26 0.19 <br />Wind Analysis for Freestanding Wall & Sign Based on ASCE 7-16 <br />L-39