PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
Wind Analysis for Freestanding Wall & Sign Based on ASCE 7-05
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 = 90 mph
Topographic factor (Sec.6.5.7.2, pg 26 & 45) Kzt = 1 Flat
Height of top h = 35 ft
Vertical dimension (for wall, s = h) s = 8 ft
Horizontal dimension B = 100 ft
Dimension of return corner Lr = 2 ft
DESIGN SUMMARY
Max horizontal wind pressure p = 55 psf
Max total horizontal force at centroid of base F = 22.37 kips
Max bending moment at centroid of base M = 693.57 ft-kips
Max torsion at centroid of base T = 447.46 ft-kips
ANALYSIS
Velocity pressure
qh = 0.00256 Kh Kzt Kd V2 I = 17.80 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) = 1.01
Kd = wind directionality factor. (Tab. 6-4, for building, page 80) = 0.85
h = height of top = 35.00 ft
Wind Force Case A: resultant force though the geometric center (Sec. 6.5.14 & Fig. 6-20)
p = qh G Cf = = 28 psf
F = p As = 22.37 kips
M = F (h - 0.5s) for sign, F (0.55h) for wall = 693.57 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) 1.85
As = B s = 800.0 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 = 28 psf
F = Case A = 22.37 kips
M = Case A = 693.57 ft-kips
T = 0.2 F B = 447.46 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) (psf) (ft2) (kips) (ft-kips) (ft-kips)
3.63 1 8.0 3.628 55 64 3.51 108.93 161.64
2.58 2 16.0 2.575 39 64 2.49 77.30 94.76
1.98 3 24.0 1.975 30 64 1.91 59.29 57.38
1.41 4 32.0 1.408 21 64 1.36 42.28 30.00
1.28 5 40.0 1.283 19 64 1.24 38.53 17.40
0.91 10 80.0 0.908 14 64 0.88 27.27 -8.80
0.90 B 100.0 0.901 14 160 2.18 67.59 -87.21
S 13.59 421.19 265.17
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
Wind Analysis for Shade Open Structure Based on ASCE 7-02 / IBC 2003
INPUT DATA
Exposure category (A,,B, C or D) = C
Importance factor, pg 73, (0.87, 1.0 or 1.15) Iw = 1.00 Category II
Basic wind speed (3 sec. gust wind) V = 90 mph
Topographic factor (Sec.6.5.7.2, pg 30 & 47) Kzt = 1 Flat
Height of ridge h = 35 ft
Roof slope 4 : 12
Roof length L = 100 ft
Roof horizontal projected width B = 60 ft
DESIGN SUMMARY
Max horizontal force / base shear = 31.12 kips
Max vertical download force = 0.00 kips
Max vertical uplift force = 93.84 kips
Max bending moment at centroid of base = 948.68 ft-kips
ANALYSIS
Velocity pressure
qz = 0.00256 Kz Kzt Kd V2 Iw = 17.17 psf
where: qz = velocity pressure at mean roof height, h. (Eq. 6-15, page 31)
Kz = velocity pressure exposure coefficient evaluated at height, z, (Tab. 6-3, Case 1,pg 75) = 0.97
Kd = wind directionality factor. (Tab. 6-4, for building, page 76) = 0.85
z = height of centroid of front roof area = 29.29 ft
Design pressures for wind force acting nomal to the roof
F = qz G C f A f = ( 15.64 psf ) Af = 34.62 kips, (inward at front)
= ( 15.64 psf ) Af = 34.62 kips, (outward at front)
= ( 15.64 psf ) Af = 34.62 kips, (outward at back)
= ( 15.64 psf ) Af = 14.84 kips, (outward at each side)
where: F = design wind load on open structural roof. (Eq. 6-25, page 34).
G = gust effect factor. (Sec. 6.5.8.1 & 6.5.8.3, page 30). = 0.85
q = roof angle = 18.43 degree
Cf = net force coefficients. (Fig. 6-18, page 68) = 1.07 inward at front
= 1.07 outward at front
= 1.07 outward at back
= 1.07 outward at sides
Af = roof actual area. = 2213.6 ft2, front / back
= 948.7 ft2, each side
Horizontal force / base shear H = 21.90 kips
Vertical download force V = 0.00 kips
Vertical uplift force V = 93.84 kips
Bending moment at centroid of base M = 641.3 ft-kips
Design pressures for wind force acting to horizontal projected area
F = qz G C f A f = ( 42.34 psf ) Af = 31.12 kips, (horizontal)
where: F = design wind load on open structural roof. (Eq. 6-25, page 34).
G = gust effect factor. (Sec. 6.5.8.1 & 6.5.8.3, page 30). = 0.85
e = ratio of solid area to gross area. (Fig. 6-22 notes 7, page 72) = 0.22
Cf = net force coefficients. (Fig. 6-22, page 72, larger of square & triangle) = 2.90
Af = horizontal projected area normal to the wind, included columns area. = 735.0 ft2
Horizontal force / base shear H=F = 31.12 kips
Vertical uplift / download force V = 0.00 kips
Bending moment at centroid of base M=Fz = 911.4 ft-kips
