PROJECT : CLIENT : JOB NO. :
PAGE : DESIGN BY : REVIEW BY :
DATE :
Wind Analysis for Freestanding Wall & Sign Based on ASCE 7-05 INPUT DATA Exposure category (B, C or D) Importance factor, pg 73, (0.87, 1.0 or 1.15) Basic wind speed (3 sec. gust wind) Topographic factor (Sec.6.5.7.2, (Sec.6.5.7.2, pg 26 & 45) Height of top Vertical dimension (for wall, s = h) Horizontal dimension
h s B
= = = = = = =
Dimension of return corner
L r
=
I V Kzt
C 1.00 90 1 35 8 100 2
Category II mph Flat ft ft ft ft
DESIGN SUMMARY Max horizontal wind pressure Max total horizontal force at centroid of base Max bending moment at centroid of base Max torsion at centroid of base
p F M T
= = = =
55 22.37 693.57 447.46
psf ki kips ft ft-kips ft-kips
ANALYSIS Velocity pressure 2
qh = 0.00256 Kh Kzt Kd V I where:
=
17.80
psf
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 35.00
=
0.85
h = height of top
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 M = F (h - 0.5s) for sign, F (0.55h) for wall T=
=
22.37
kips
= =
693.57 ft-kips 0.00 ft-kips
where: where:
G = gust gust effec effectt fact factor. or. (Sec. (Sec. 6.5. 6.5.8, 8, page page 26). 26). Cf = net force coefficient. (Fig. 6-20, page 73)
1.85
As = B s
=
Wind Force Case B: resultant force at 0.2 B offset of the geometric center (Sec. 6.5.14 & Fig. 6-20) = 28 psf p = Case A = 22.37 kips F = Case A = 693.57 ft-kips M = Case A = 447.46 ft-kips T = 0.2 F B Wind Force Case C: resultant force different at each region (Sec. 6.5.14 & Fig. 6-20)
p = qh G Cf F = p As M = [ F (h - 0.5s) for for sign, F (0.55h) (0.55h) for wall ] T=
Ts s
3.63 2.58 1.98 1.41 1.28 0.91 0.90
0 1 2 3 4 5 10 B
Distance ( ft ) 8.0 16.0 24.0 32.0 40.0 80.0 100.0
Cf (Fig.6-20) 3.628 2.575 1.975 1.408 1.283 0.908 0.901
Pi (psf) 55 39 30 21 19 14 14
Asi 2
( ft ) 64 64 64 64 64 64 160
Fi
Mi
Ti
(kips) 3.51 2.49 1.91 1.36 1.24 0.88 2.18 13.59
(ft-kips) 108.93 77.30 59.29 42.28 38.53 27.27 67.59 421.19
(ft-kips) 161.64 94.76 57.38 30.00 17.40 -8.80 -87.21 265.17
800.0
ft
2
PROJECT : CLIENT : JOB NO. :
PAGE : DESIGN BY : REVIEW BY :
DATE :
Wind Analysis for Shade Open S tructure Based on ASCE 7-02 / IBC 2003 INPUT DATA Exposure category (A,,B, C or D) Importance factor, pg 73, (0.87, 1.0 or 1.15)
=
C
h
= = = =
L B
= =
1.00 90 1 35 4 100 60
Iw V Kzt
Basic wind speed (3 sec. gust wind) Topographic factor (Sec.6.5.7.2, pg 30 & 47) Height of ridge Roof slope Roof length Roof horizontal projected width
Category II mph Flat ft : 12 ft ft
DESIGN SUMMARY Max horizontal force / base shear Max vertical download force Max vertical uplift force Max bending moment at centroid of base
= = = =
31.12 0.00 93.84 948.68
kips kips kips ft-kips
ANALYSIS Velocity pressure 2
qz = 0.00256 K z Kzt Kd V Iw where:
=
17.17
psf
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 29.29
ft
= =
0.85 18.43
degree
= = = =
1.07 1.07 1.07 1.07
=
2213.6
=
948.7
z = height of centroid of front roof area Design pressures for wind force acting nomal to the roof
F = qz G Cf Af
where:
=
(
15.64
psf ) Af
=
34.62
kips, (inward at front)
=
34.62
kips, (outward at front)
=
34.62
kips, (outward at back)
=
(
15.64
psf ) Af
=
(
15.64
psf ) Af
= = ( 15.64 psf ) Af 14.84 kips, (outward at each side) 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). q = roof angle Cf = net force coefficients. (Fig. 6-18, page 68)
Af = roof actual area.
Horizontal force / base shear Vertical download force Vertical uplift force Bending moment at centroid of base
H V V M
= = = =
21.90 0.00 93.84 641.3
inward at front outward at front outward at back outward at sides 2 ft , front / back 2
ft , each side kips kips kips ft-kips
Design pressures for wind force acting to horizontal projected area = ( 42.34 psf ) Af 31.12 kips, (horizontal) = 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). e = ratio of solid area to gross area. (Fig. 6-22 notes 7, page 72) Cf = net force coefficients. (Fig. 6-22, page 72, larger of square & triangle)
= = =
0.85 0.22 2.90
Af = horizontal projected area normal to the wind, included columns area.
=
735.0
F = qz G Cf Af where:
Horizontal force / base shear Vertical uplift / download force Bending moment at centroid of base
H=F V M=Fz
= = =
ft
2
31.12 kips 0.00 kips 911.4 ft-kips
