Wind Asce7 10

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