PROJECT : CLIENT : JOB NO. :
PAGE : DESIGN BY : REVIEW BY :
DATE :
Wind Analysis for Low-rise Building, Based on ASCE 7-2010 INPUT DATA Exposure category (B, C or D, ASCE 7-10 26.7.3) Importance factor (ASCE 7-10 Table 1.5-2) Basic wind speed (ASCE 7-10 26.5.1 or 2012 IBC) Topographic factor (ASCE 7-10 26.8 & Table 26.8-1)
C Iw = 1.00 for all Category V = 107.5174 mph Kzt = 1 Flat
Building height to eave
he =
11
ft
Building height to ridge Building length Building width Effective area of components (or Solar Panel area)
hr L B A
18 100 50 28
ft ft ft ft2
= = = =
DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load Max total upward force
= = = =
28.80 11.60 211.92 83.15
kips, SD level (LRFD level), Typ. kips ft-kips kips
ANALYSIS Velocity pressure
qh = 0.00256 Kh Kzt Kd V2 where:
=
21.38
psf
qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299)
=
0.85
Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250) h = mean roof height
= =
0.85 14.50 ft (ASCE 7-10 26.2.1) (ASCE 7-10 26.2.2)
< 60 ft, [Satisfactory] < Min (L, B), [Satisfactory] Design pressures for MWFRS
p = qh [(G Cpf )-(G Cpi )] where:
p = pressure in appropriate zone. (Eq. 28.4-1, page 298).
pmin =
16
psf (ASCE 7-10 28.4.4)
G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G Cp i = product of gust effect factor and internal pressure coefficient.(Tab. 26.11-1, Enclosed Building, page 258) = 0.18 or -0.18 a = width of edge strips, Fig 28.4-1, note 9, page 301, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] = Net Pressures (psf), Basic Load Cases Roof angle q = 15.64 Surface
1 2 3 4 5 6 1E 2E 3E 4E 5E 6E
G Cp f
Net Pressure with
0.49 -0.69 -0.45 -0.39
(+GCp i ) 6.68 -18.60 -13.43 -12.17
(-GCp i ) 14.37 -10.90 -5.73 -4.48
0.74 -1.07 -0.64 -0.58
12.08 -26.73 -17.61 -16.23
19.77 -19.03 -9.91 -8.53
Roof angle q = 0.00 G Cp f
-0.45 -0.69 -0.37 -0.45 0.40 -0.29 -0.48 -1.07 -0.53 -0.48 0.61 -0.43
Net Pressure with
(+GCp i ) -13.47 -18.60 -11.76 -13.47 4.70 -10.05 -14.11 -26.73 -15.18 -14.11 9.19 -13.04
(-GCp i ) -5.77 -10.90 -4.06 -5.77 12.40 -2.35 -6.41 -19.03 -7.48 -6.41 16.89 -5.35
5.00
Net Pressures (psf), Torsional Load Cases Roof angle q = 15.64 Surface
1T 2T 3T 4T Surface
5T 6T
G Cp f
Net Pressure with
(+GCp i ) (-GCp i ) 0.49 1.67 3.59 -0.69 -4.65 -2.73 -0.45 -3.36 -1.43 -0.39 -3.04 -1.12 Roof angle q = 0.00 G Cp f
0.40 -0.29
Net Pressure with
(+GCp i ) (-GCp i ) 1.18 3.10 -2.51 -0.59
ft
Basic Load Case A (Transverse Direction) Surface
1 2 3 4 1E 2E 3E 4E S Min. wind 28.4.4
Area (ft2)
990 2337 2337 990 110 260 260 110 Horiz. Vert. Horiz. Vert.
Basic Load Case B (Longitudinal Direction)
Pressure (k) with
(+GCp i ) 6.61 -43.46 -31.38 -12.05 1.33 -6.94 -4.57 -1.79 17.88 -83.15 28.80 -80.00
Surface
(-GCp i ) 14.23 -25.48 -13.39 -4.43 2.18 -4.94 -2.57 -0.94 17.88 -44.67 28.80 -80.00
2 3 5 6 2E 3E 5E 6E S Min. wind 28.4.4
Torsional Load Case A (Transverse Direction) Surface
1 2 3 4 1E 2E 3E 4E 1T 2T
Area (ft2)
440 1038 1038 440 110 260 260 110 550 1298
Pressure (k) with
(+GCp i ) 2.94 -19.32 -13.94 -5.36 1.33 -6.94 -4.57 -1.79 0.92 -6.04
Pressure (k) with
(ft2)
2337 2337 608 608 260 260 117 117 Horiz. Vert. Horiz. Vert.
(+GCp i ) -43.46 -27.48 2.86 -6.11 -6.94 -3.94 1.08 -1.53 11.57 -68.75 11.60 -80.00
(-GCp i ) -25.48 -9.49 7.54 -1.43 -4.94 -1.94 1.98 -0.63 11.57 -32.37 11.60 -80.00
Torsional Load Case B (Longitudinal Direction)
Torsion (ft-k)
-29 -42
-13 -15
212
212
Area
Surface
(-GCp i ) (+GCp i ) (-GCp i ) 6.32 66 142 -11.32 -117 -69 -5.95 85 36 -1.97 121 44 2.18 60 98 -4.94 -84 -60 -2.57 55 31 -0.94 80 42 1.98 -23 -49 -3.54 41 24
3T 1298 -4.36 -1.86 4T 550 -1.67 -0.62 Total Horiz. Torsional Load, MT
Area
Pressure (k) with
Torsion (ft-k)
(ft2)
(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i ) 2 2337 -43.46 -25.48 -29 -17 3 2337 -27.48 -9.49 19 6 5 246 1.15 3.04 11 29 6 246 -2.47 -0.58 23 5 2E 260 -6.94 -4.94 89 63 3E 260 -3.94 -1.94 -50 -25 5E 117 1.08 1.98 24 44 6E 117 -1.53 -0.63 34 14 5T 363 0.43 1.12 -5 -13 6T 363 -0.91 -0.21 -10 -2 Total Horiz. Torsional Load, MT 104.6 104.6
Design pressures for components and cladding
p = qh[ (G Cp) - (G Cpi)] where:
p = pressure on component. (Eq. 30.4-1, pg 318) pmin = 16.00 psf (ASCE 7-10 30.2.2) G Cp = external pressure coefficient. see table below. (ASCE 7-10 30.4.2)
Effective Area (ft2) Comp.
28
Comp. & Cladding Pressure ( psf )
Note:
Zone 1 GCP - GCP
0.41
-0.86
Zone 1
GCP
Zone 2 - GCP
GCP
Zone 3 - GCP
0.41
-1.48
0.41
-2.33
Zone 2
Zone 3
Zone 4 GCP - GCP
0.92
-1.02
Zone 4
Zone 5 GCP - GCP
0.92
-1.24
Zone 5
Positive
Negative
Positive
Negative
Positive
Negative
Positive
Negative
Positive
Negative
16.00
-22.14
16.00
-35.42
16.00
-53.70
23.54
-25.68
23.54
-30.41
If the effective area is roof Solar Panel area, the only zone 1, 2 , or 3 apply.
PROJECT : CLIENT : JOB NO. :
PAGE : DESIGN BY : REVIEW BY :
DATE :
Wind Analysis for Building with h > 60 ft, Based on ASCE 7-2010 INPUT DATA Exposure category (B, C or D, ASCE 7-10 26.7.3) Importance factor (ASCE 7-10 Table 1.5-2)
C = 1.00 for all Category = 113.842 mph = 1 Flat = 157 ft = 4 ft = 300 ft = 180 ft = 0.95541 Hz, (1 / T) ft2 = 55
Basic wind speed (ASCE 7-10 26.5.1 or 2012 IBC) Topographic factor (ASCE 7-10 26.8 & Table 26.8-1) Building height to roof Parapet height Building length Building width Natural frequency (ASCE 7-10 26.9)
Iw V Kzt H HP L B n1
Effective area of mullion
AM
Effective area of panel
AP =
27
ft
2
DESIGN SUMMARY Max building horizontal force normal to building length, L, face Max overturning moment at wind normal to building length, L, face Max building horizontal force normal to building length, B, face Max overturning moment at wind normal to building length, B, face Max building upward force Max building torsion force
= = = = = =
1917.6 288910.1 1020.7 256214.3 2142.0 64720.4
kips, SD level (LRFD level), Typ. ft - kips kips ft - kips kips ft - kips
ANALYSIS Velocity pressures
qz = 0.00256 Kz Kzt Kd V2 where:
qz = velocity pressure at height, z. (Eq. 27.3-1, page 260 & Eq. 30.3-1 page 316)
pmin =
16
psf (ASCE 7-10 27.4.7)
Kz = velocity pressure exposure coefficient evaluated at height, z. (Tab. 27.3-1, page 261) Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250) z = height above ground
=
0.85
z (ft) Kz
0 - 15
20
25
30
40
50
60
70
80
90
100
120
0.85
0.90
0.94
0.98
1.04
1.09
1.13
1.17
1.21
1.24
1.26
1.31
qz (psf)
23.97
25.38
26.51
27.64
29.33
30.74
31.87
33.00
34.12
34.97
35.53
36.94
z (ft) Kz
140
160
161
161
161
161
161
161
161
161
1.36
1.39
1.39
1.39
1.39
1.39
1.39
1.39
1.39
1.39
qz (psf)
38.35
39.20
39.26
39.26
39.26
39.26
39.26
39.26
39.26
39.26
0.18
or
Design pressures for MWFRS
p = q G Cp - qh (G Cpi) where:
p = pressure on surface for rigid building with all h. (Eq. 27.4-1, page 260). q = qz for windward wall at height z above the ground, see table above. G Cp i = internal pressure coefficient. (Tab. 26.11-1, Enclosed Building, page 258)
=
-0.18
qh = qz value at mean roof height, h, for leeward wall, side walls, and roof. Cp = external pressure coefficient, see right down tables. (Tab. 27.4-1, page 263) G = gust effect factor (ASCE 7-10 26.9, Page 254) 1 1.7 I g 2 Q 2 g 2 R 2 Iz = 0.17 z Q R 0.925 1 1.7 g v I z G 1 1.7 g Q I zQ 0.925 , for 1 1.7 g v I z
, for n1 1.0
= 0.856
n1 1.0
z =
94.2
Q=
0.84
z min =
15
gQ =
3.4
617
c=
0.2
gR =
4.18
Lz = b =
Rh =
0.168
RB =
0.148
RL =
0.028
N1 =
4.62
Rn =
0.053
R=
0.120
h=
157
gv =
3.4
Vz =
127.5
Fig. 27.4-1 fo q < 10o, page 263 Roof
h/B 0.89 0.89 0.89 0.89 h/L
Distance 80.5 161 180 180 Distance
Cp -1.01 -0.74 -0.66
To B Face
0.54
80.5
-0.91
To B Face
0.54 0.54 0.54
161 300 300
-0.89 -0.51
To L Face To L Face To L Face To L Face
Roof
q G Cp Figure for Gable, Hip Roof, page 263 Fig. 27.4-1, page 263 Wall Windward Wall Leeward Wall Leeward Wall Side Wall
Direction All To L Dir To B Dir All
L/B All 0.60 1.67 All
Cp 0.80 -0.50 -0.37 -0.70
To B Face To B Face
Cp
0.05
(cont'd) Hence, MWFRS Net Pressures are given by following tables (ASCE 7-10 27.4.1, Page 260)
Windward Wall
Surface
z (ft)
P (psf) with GCPi - GCPi
Surface
z (ft) All
0 - 15 20 25 30 40
9.35 10.32 11.09 11.86 13.02
23.49 24.45 25.22 26.00 27.16
Side Wall
Surface
z (ft)
50 60 70 80 90
13.99 14.76 15.53 16.31 16.89
28.12 28.89 29.67 30.44 31.02
Leeward
All
100 120 140 160 161
17.27 18.24 19.20 19.78 19.82
31.41 32.37 33.34 33.92 33.95
Normal to L Face
Normal to L Face
Surface
Roof
Dist. (ft)
0 - 80.5 161 180
P (psf) with GCPi - GCPi -30.59
-16.46
P (psf) with GCPi - GCPi -23.87
-9.74
P (psf) with GCPi - GCPi -41.03 -32.01 -29.17
-26.90 -17.88 -15.04
Normal to B Face
Surface
z (ft)
Leeward
All
Normal to B Face
Surface
Roof
Dist. (ft)
0 - 80.5 161 300
P (psf) with GCPi - GCPi -19.39
-5.26
P (psf) with GCPi - GCPi -37.66 -36.82 -24.36
-23.53 -22.69 -10.23
Figure 27.4-8, page 271 Base Forces
Normal to L Face Case 1 Case 2
Normal to B Face Case 1 Case 2
Wind with Angle Case 3 Case 4
ASCE-7
VBase
(kips)
1918
1438
1021
766
2204
1223
MBase
(ft - kips)
288910
216683
256214
192161
408843
217405
Fig. 27.4-8
MT
(ft - kips)
0
64720
0
20669
0
64099
Page 271
1549
1162
1307
980
2142
1141
(kips)
773
773
464
464
927
901
Min. wind
FUp,min (kips)
864
864
864
864
864
864
27.4.7
FUpward (kips) Vmin
Design pressures for components and cladding
p = q (G Cp) - qi (G Cpi) where:
p = pressure on component for building with h > 60 ft. (Eq. 30.6-1, page 320) pmin = 16.00 psf (ASCE 7-10 30.2.2) q = qz for windward wall at height z above the ground, see table above. qh = qz value at mean roof height, h, for leeward wall, side walls, and roof. G Cp i = internal pressure coefficient. (Tab. 26.11-1, pg 258) = 0.18 or -0.18 a = Zone width = MAX[ MIN(0.1B, 0.1L), 3] = 18.0 ft, (Fig 30.6-1 note 8, pg 348) G Cp = external pressure coefficient. (Fig 30.6-1 note 8, pg 348) Wall Comp.
Actual Effective Area ( ft2 )
Mullion Panel
z (ft)
0 - 15 20 25 30 40 50 60 70 80 90 100 120 140 160 161
55 27
Zone 4 GCP - GCP
GCP
- GCP
0.81 0.87
0.81 0.87
-1.55 -1.73
-0.84 -0.88
Zone 5
Mullion Pressure (psf) Zone 4 Zone 5
Panel Pressure (psf) Zone 4 Zone 5
Positive
Negative
Positive
Negative
Positive
Negative
Positive
Negative
23.63 25.02 26.13 27.24 28.91 30.30 31.41 32.52 33.64 34.47 35.03 36.42 37.81 38.64 38.70
-39.93 -39.93 -39.93 -39.93 -39.93 -39.93 -39.93 -39.93 -39.93 -39.93 -39.93 -39.93 -39.93 -39.93 -39.93
23.63 26.70 27.89 29.07 30.86 32.34 33.53 34.71 35.90 36.79 37.38 38.87 40.35 41.24 41.30
-67.86 -67.86 -67.86 -67.86 -67.86 -67.86 -67.86 -67.86 -67.86 -67.86 -67.86 -67.86 -67.86 -67.86 -67.86
25.22 26.70 27.89 29.07 30.86 32.34 33.53 34.71 35.90 36.79 37.38 38.87 40.35 41.24 41.30
-41.66 -41.66 -41.66 -41.66 -41.66 -41.66 -41.66 -41.66 -41.66 -41.66 -41.66 -41.66 -41.66 -41.66 -41.66
25.22 26.70 27.89 29.07 30.86 32.34 33.53 34.71 35.90 36.79 37.38 38.87 40.35 41.24 41.30
-74.80 -74.80 -74.80 -74.80 -74.80 -74.80 -74.80 -74.80 -74.80 -74.80 -74.80 -74.80 -74.80 -74.80 -74.80
cont'd
Components and Cladding
Roof
Components and Cladding
Roof
Effective Area ( ft2 )
Zone 1
Zone 2
Zone 3
- GCP
- GCP
- GCP
0
-1.40
-2.30
-3.20
10
-1.40
-2.30
-3.20
59
-1.17
-1.98
-2.79
108
-1.10
-1.87
-2.65
157
-1.05
-1.81
-2.57
206
-1.01
-1.76
-2.50
255
-0.99
-1.72
-2.45
304
-0.96
-1.69
-2.41
353
-0.94
-1.66
-2.38
402
-0.93
-1.64
-2.35
451
-0.91
-1.62
-2.32
500
-0.90
-1.60
-2.30
38016
-0.90
-1.60
-2.30
38016
4104
972
Effective Area ( ft2 )
Net Pressure (psf) Zone 1
Zone 2
Zone 3
0
-62.02
-97.35
-132.68
10
-62.02
-97.35
-132.68
59
-53.12
-84.89
-116.65
108
-50.09
-80.64
-111.19
157
-48.21
-78.01
-107.82
206
-46.85
-76.10
-105.36
255
-45.77
-74.60
-103.44
304
-44.89
-73.37
-101.85
353
-44.14
-72.32
-100.50
402
-43.49
-71.41
-99.32
451
-42.91
-70.60
-98.29
500
-42.40
-69.88
-97.35
38016
-42.40
-69.88
-97.35
