PROJECT : PAGE :

CLIENT : DESIGN BY :

JOB NO. : DATE : REVIEW BY :

Wind Analysis for Low-rise Building, Based on ASCE 7-2010

INPUT DATAC

1.00 for all CategoryV = 107.51744 mph

1 Flat

Building height to eave 11 ft

Building height to ridge 18 ftBuilding length L = 100 ftBuilding width B = 50 ft

Effective area of components (or Solar Panel area) A = 28

DESIGN SUMMARYMax horizontal force normal to building length, L, face = 28.80 kips, SD level (LRFD level), Typ.Max horizontal force normal to building length, B, face = 11.60 kipsMax total horizontal torsional load = 211.92 ft-kipsMax total upward force = 83.15 kips

ANALYSISVelocity pressure

= 21.38 psf

where:

= 0.85

= 0.85h = mean roof height = 14.50 ft

< 60 ft, [Satisfactory] (ASCE 7-10 26.2.1)< Min (L, B), [Satisfactory] (ASCE 7-10 26.2.2)

Design pressures for MWFRS

where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298). 16 psf (ASCE 7-10 28.4.4)

= 0.18 or -0.18a = 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] = 5.00 ft

Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases

Surface

15.64 0.00

Surface

15.64Net Pressure with Net Pressure with Net Pressure with

1 0.49 6.68 14.37 -0.45 -13.47 -5.77 1T 0.49 1.67 3.592 -0.69 -18.60 -10.90 -0.69 -18.60 -10.90 2T -0.69 -4.65 -2.733 -0.45 -13.43 -5.73 -0.37 -11.76 -4.06 3T -0.45 -3.36 -1.434 -0.39 -12.17 -4.48 -0.45 -13.47 -5.77 4T -0.39 -3.04 -1.125 0.40 4.70 12.40

Surface

0.006 -0.29 -10.05 -2.35 Net Pressure with

1E 0.74 12.08 19.77 -0.48 -14.11 -6.412E -1.07 -26.73 -19.03 -1.07 -26.73 -19.03 5T 0.40 1.18 3.103E -0.64 -17.61 -9.91 -0.53 -15.18 -7.48 6T -0.29 -2.51 -0.594E -0.58 -16.23 -8.53 -0.48 -14.11 -6.415E 0.61 9.19 16.896E -0.43 -13.04 -5.35

Exposure category (B, C or D, ASCE 7-10 26.7.3)

Importance factor (ASCE 7-10 Table 1.5-2) Iw =Basic wind speed (ASCE 7-10 26.5.1 or 2012 IBC)

Topographic factor (ASCE 7-10 26.8 & Table 26.8-1) Kzt =

he =

hr =

ft2

qh = 0.00256 Kh Kzt Kd V2

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)

Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250)

p = qh [(G Cpf )-(G Cpi )]

pmin =

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)

Roof angle q = Roof angle q = Roof angle q =

G Cp f G Cp f G Cp f(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )

Roof angle q =

G Cp f(+GCp i ) (-GCp i )

Basic Load Case A (Transverse Direction) Basic Load Case B (Longitudinal Direction)

SurfaceArea Pressure (k) with

SurfaceArea Pressure (k) with

1 990 6.61 14.23 2 2337 -43.46 -25.482 2337 -43.46 -25.48 3 2337 -27.48 -9.493 2337 -31.38 -13.39 5 608 2.86 7.544 990 -12.05 -4.43 6 608 -6.11 -1.43

1E 110 1.33 2.18 2E 260 -6.94 -4.942E 260 -6.94 -4.94 3E 260 -3.94 -1.943E 260 -4.57 -2.57 5E 117 1.08 1.984E 110 -1.79 -0.94 6E 117 -1.53 -0.63

S Horiz. 17.88 17.88 S Horiz. 11.57 11.57Vert. -83.15 -44.67 Vert. -68.75 -32.37

Min. wind Horiz. 28.80 28.80 Min. wind Horiz. 11.60 11.6028.4.4 Vert. -80.00 -80.00 28.4.4 Vert. -80.00 -80.00

Torsional Load Case A (Transverse Direction) Torsional Load Case B (Longitudinal Direction)

SurfaceArea Pressure (k) with Torsion (ft-k)

SurfaceArea Pressure (k) with Torsion (ft-k)

1 440 2.94 6.32 66 142 2 2337 -43.46 -25.48 -29 -172 1038 -19.32 -11.32 -117 -69 3 2337 -27.48 -9.49 19 63 1038 -13.94 -5.95 85 36 5 246 1.15 3.04 11 294 440 -5.36 -1.97 121 44 6 246 -2.47 -0.58 23 5

1E 110 1.33 2.18 60 98 2E 260 -6.94 -4.94 89 632E 260 -6.94 -4.94 -84 -60 3E 260 -3.94 -1.94 -50 -253E 260 -4.57 -2.57 55 31 5E 117 1.08 1.98 24 444E 110 -1.79 -0.94 80 42 6E 117 -1.53 -0.63 34 141T 550 0.92 1.98 -23 -49 5T 363 0.43 1.12 -5 -132T 1298 -6.04 -3.54 41 24 6T 363 -0.91 -0.21 -10 -2

3T 1298 -4.36 -1.86 -29 -13 104.6 104.64T 550 -1.67 -0.62 -42 -15

212 212

Design pressures for components and cladding

where: p = pressure on component. (Eq. 30.4-1, pg 318)

16.00 psf (ASCE 7-10 30.2.2)

see table below. (ASCE 7-10 30.4.2)

Effective Zone 1 Zone 2 Zone 3 Zone 4 Zone 5

Comp. 28 0.41 -0.86 0.41 -1.48 0.41 -2.33 0.92 -1.02 0.92 -1.24

Comp. & Cladding Zone 1 Zone 2 Zone 3 Zone 4 Zone 5

Pressure Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative

( psf ) 16.00 -22.14 16.00 -35.42 16.00 -53.70 23.54 -25.68 23.54 -30.41

Note: If the effective area is roof Solar Panel area, the only zone 1, 2 , or 3 apply.

(ft2) (+GCp i ) (-GCp i ) (ft2) (+GCp i ) (-GCp i )

(ft2) (+GCp i ) (-GCp i ) (+GCp i ) (-GCp i ) (ft2) (+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )

Total Horiz. Torsional Load, MT

Total Horiz. Torsional Load, MT

p = qh[ (G Cp) - (G Cpi)]

pmin =

G Cp = external pressure coefficient.

Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP

PROJECT : PAGE :

CLIENT : DESIGN BY :

JOB NO. : DATE : REVIEW BY :

Wind Analysis for Building with h > 60 ft, Based on ASCE 7-2010

INPUT DATAC

1.00 for all CategoryV = 113.842 mph

1 FlatBuilding height to roof H = 157 ft

Parapet height 4 ftBuilding length L = 300 ftBuilding width B = 180 ft

0.95541 Hz, (1 / T)

Effective area of mullion 55

Effective area of panel 27

DESIGN SUMMARYMax building horizontal force normal to building length, L, face = 1917.6 kips, SD level (LRFD level), Typ.Max overturning moment at wind normal to building length, L, face = 288910.1 ft - kipsMax building horizontal force normal to building length, B, face = 1020.7 kipsMax overturning moment at wind normal to building length, B, face = 256214.3 ft - kipsMax building upward force = 2142.0 kipsMax building torsion force = 64720.4 ft - kips

ANALYSISVelocity pressures

where: 16 psf (ASCE 7-10 27.4.7)

= 0.85z = height above ground

z (ft) 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

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) 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

38.35 39.20 39.26 39.26 39.26 39.26 39.26 39.26 39.26 39.26

Design pressures for MWFRS

where: p = pressure on surface for rigid building with all h. (Eq. 27.4-1, page 260).

= 0.18 or -0.18

G = gust effect factor (ASCE 7-10 26.9, Page 254)

0.17 94.2 Q = 0.84

15 3.4 617

= 0.856 c = 0.2 4.18 0.05

0.168 0.148 0.028

4.62 0.053 R = 0.120

h = 157 3.4 127.5

Roof h / B Distance Cp

To L Face 0.89 80.5 -1.01

To L Face 0.89 161 -0.74

To L Face 0.89 180 -0.66

To L Face 0.89 180

Roof h / L Distance Cp

To B Face 0.54 80.5 -0.91

Fig. 27.4-1, page 263 To B Face 0.54 161 -0.89

Wall Direction L / B Cp To B Face 0.54 300 -0.51

Windward Wall All All 0.80 To B Face 0.54 300

Leeward Wall To L Dir 0.60 -0.50

Exposure category (B, C or D, ASCE 7-10 26.7.3)

Importance factor (ASCE 7-10 Table 1.5-2) Iw =Basic wind speed (ASCE 7-10 26.5.1 or 2012 IBC)

Topographic factor (ASCE 7-10 26.8 & Table 26.8-1) Kzt =

HP =

Natural frequency (ASCE 7-10 26.9) n1 =

AM = ft2

AP = ft2

qz = 0.00256 Kz Kzt Kd V2

qz = velocity pressure at height, z. (Eq. 27.3-1, page 260 & Eq. 30.3-1 page 316) pmin =

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)

Kz

qz (psf)

Kz

qz (psf)

p = q G Cp - qh (G Cpi)

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)

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)

Iz = z =

zmin = gQ = Lz =

gR = b =

Rh = RB = RL =

N1 = Rn =

gv = Vz =

Fig. 27.4-1 fo q < 10o, page 263

q G Cp Figure for Gable, Hip Roof, page 263

2 2 2 2

1

1

1 1.70.925 , 1.0

1 1.7

1 1.70.925 , 1.0

1 1.7

Q R

zv

Q

zv

g Q gI Rzfor n

g IG

Qg I z for ng I

Leeward Wall To B Dir 1.67 -0.37

Side Wall All All -0.70

(cont'd)Hence, MWFRS Net Pressures are given by following tables (ASCE 7-10 27.4.1, Page 260)

P (psf) with P (psf) with

Surface z (ft) Surface z (ft)

Win

dwar

d W

all

0 - 15 9.35 23.49 Side Wall All -30.59 -16.46

20 10.32 24.45

25 11.09 25.22

30 11.86 26.00 Normal to L Face P (psf) with Normal to B Face P (psf) with

40 13.02 27.16 Surface z (ft) Surface z (ft)

50 13.99 28.12 Leeward All -23.87 -9.74 Leeward All -19.39 -5.26

60 14.76 28.89

70 15.53 29.67

80 16.31 30.44 Normal to L Face P (psf) with Normal to B Face P (psf) with

90 16.89 31.02 Surface Dist. (ft) Surface Dist. (ft)

100 17.27 31.41

Roof

0 - 80.5 -41.03 -26.90

Roof

0 - 80.5 -37.66 -23.53

120 18.24 32.37 161 -32.01 -17.88 161 -36.82 -22.69

140 19.20 33.34 180 -29.17 -15.04 300 -24.36 -10.23

160 19.78 33.92

161 19.82 33.95

Figure 27.4-8, page 271

Base ForcesNormal to L Face Normal to B Face Wind with Angle

ASCE-7Case 1 Case 2 Case 1 Case 2 Case 3 Case 4

(kips) 1918 1438 1021 766 2204 1223

(ft - kips) 288910 216683 256214 192161 408843 217405 Fig. 27.4-8

(ft - kips) 0 64720 0 20669 0 64099 Page 271

(kips) 1549 1162 1307 980 2142 1141

(kips) 773 773 464 464 927 901 Min. wind

(kips) 864 864 864 864 864 864 27.4.7

Design pressures for components and cladding

where: p = pressure on component for building with h > 60 ft. (Eq. 30.6-1, page 320)

16.00 psf (ASCE 7-10 30.2.2)

0.18 or -0.18a = Zone width = MAX[ MIN(0.1B, 0.1L), 3] = 18.0 ft, (Fig 30.6-1 note 8, pg 348)

Wall Actual Effective Zone 4 Zone 5

Comp.

Mullion 55 0.81 -0.84 0.81 -1.55

Panel 27 0.87 -0.88 0.87 -1.73

z (ft)

Mullion Pressure (psf) Panel Pressure (psf)

Zone 4 Zone 5 Zone 4 Zone 5

Positive Negative Positive Negative Positive Negative Positive Negative

0 - 15 23.63 -39.93 23.63 -67.86 25.22 -41.66 25.22 -74.80

20 25.02 -39.93 26.70 -67.86 26.70 -41.66 26.70 -74.80

25 26.13 -39.93 27.89 -67.86 27.89 -41.66 27.89 -74.80

30 27.24 -39.93 29.07 -67.86 29.07 -41.66 29.07 -74.80

40 28.91 -39.93 30.86 -67.86 30.86 -41.66 30.86 -74.80

50 30.30 -39.93 32.34 -67.86 32.34 -41.66 32.34 -74.80

60 31.41 -39.93 33.53 -67.86 33.53 -41.66 33.53 -74.80

70 32.52 -39.93 34.71 -67.86 34.71 -41.66 34.71 -74.80

80 33.64 -39.93 35.90 -67.86 35.90 -41.66 35.90 -74.80

90 34.47 -39.93 36.79 -67.86 36.79 -41.66 36.79 -74.80

100 35.03 -39.93 37.38 -67.86 37.38 -41.66 37.38 -74.80

120 36.42 -39.93 38.87 -67.86 38.87 -41.66 38.87 -74.80

140 37.81 -39.93 40.35 -67.86 40.35 -41.66 40.35 -74.80

160 38.64 -39.93 41.24 -67.86 41.24 -41.66 41.24 -74.80

161 38.70 -39.93 41.30 -67.86 41.30 -41.66 41.30 -74.80

GCPi - GCPi GCPi - GCPi

GCPi - GCPi GCPi - GCPi

GCPi - GCPi GCPi - GCPi

VBase

MBase

MT

FUpward

Vmin

FUp,min

p = q (G Cp) - qi (G Cpi)

pmin =

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) =

G Cp = external pressure coefficient. (Fig 30.6-1 note 8, pg 348)

Area ( ft2 ) GCP - GCP GCP - GCP

cont'd

RoofEffective Zone 1 Zone 2 Zone 3

Co

mp

on

ents

an

d C

lad

din

g

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

RoofEffective Net Pressure (psf)

Zone 1 Zone 2 Zone 3

Co

mp

on

ents

an

d C

lad

din

g

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

Area ( ft2 ) - GCP - GCP - GCP

Area ( ft2 )