Wind loading (BS6399).pdf

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WIND LOADING (BS6399)

30000

20 000 0

TEDDS calculation version 3.0.04

Building data Type of roof; Length of building; Width of building; Height to eaves; Eaves type; Reference height;

30000

30000

Plan

Elevation

Flat L = 30000 mm W = 30000 mm H = 200000 mm Sharp Hr = 200000 mm

Dynamic classification Building type factor (Table 1);

Kb = 1.0

Dynamic augmentation factor (1.6.1);

Cr = [Kb × ( H / (0.1 m) )0.75 ] / ( 800 × log( H / (0.1 m) ) ) = 0.11

Site wind speed Location; Basic wind speed (Figure 6 BS6399:Pt 2)

Other Vb = 23.0 m/s

Site altitude

∆S = 20 m

Upwind distance from sea to site Direction factor

dsea = 50 km Sd =1.00 Ss = 1.00 Sp = 1.00

Seasonal factor Probability factor Critical gap between buildings;

g = 3200 mm

Topography Type of feature;

Hills and ridges

Actual length of upwind slope in wind direction; Actual length downwind slope in wind direction; Effective height of feature;

Lu = 50000 mm Ld = 50000 mm Z = 20000 mm

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Upwind slope in upwind direction;

ψU = Z / Lu = 0.40

Effective slope of topographic feature;

ψe = 0.30

Effective length of upwind slope (cl 2.2.2.2.4);

Le = Z / 0.3 = 66667 mm Horiz distance of the site from the top of the crest; x = -5000 mm ∆T = 2.000 m Altitude of upwind base of topographic feature;

Site altitude;

∆S = 20.000 m

Topographic location factor (Figure 9a);

s = 0.46

Topographic increment (Table 25);

Sh = 0.6 × s = 0.27

Altitude factor;

Sa = 1 + 0.001 × ∆T/1m = 1.00

Site wind speed

Vs = Vb × Sa × Sd × Ss × Sp = 23.0 m/s

Terrain category; Country Displacement height (sheltering effect excluded); Hd = 0mm The velocity pressure for the windward face of the building with a 0 degree wind is to be considered as 3 parts as the height h is greater than 2b (cl.2.2.3.2) The velocity pressure for the windward face of the building with a 90 degree wind is to be considered as 3 parts as the height h is greater than 2b (cl.2.2.3.2) Dynamic pressure - windward wall (lower part) - Wind 0 deg Reference height (at which q is sought); Href = 30000mm Effective height;

He = max(Href – Hd , 0.4 × Href) = 30000mm

Fetch factor (Table 22); Turbulence factor (Table 22); Gust peak factor;

Sc = 1.243 St = 0.159 gt = 3.44

Terrain and building factor;

Sb = Sc × (1 + (gt × St) + Sh) = 2.26

Effective wind speed;

Ve = Vs × Sb = 52.2 m/s

Dynamic pressure;

qs = 0.613 kg/m3 × Ve 2 = 1.669 kN/m2

Dynamic pressure - windward wall, (middle part) - Wind 0 deg Reference height (at which q is sought); Href = 170000mm Effective height;

He = max(Href – Hd , 0.4 × Href) = 170000mm

Fetch factor (Table 22); Turbulence factor (Table 22); Gust peak factor;

Sc = 1.599 St = 0.106 gt = 3.44

Terrain and building factor;

Sb = Sc × (1 + (gt × St) + Sh) = 2.62

Effective wind speed;

Ve = Vs × Sb = 60.4 m/s

Dynamic pressure;

qs = 0.613 kg/m3 × Ve 2 = 2.236 kN/m2

Dynamic pressure - windward wall (upper part), other walls and roof - Wind 0 deg Reference height (at which q is sought); Href = 200000mm Effective height;

He = max(Href – Hd , 0.4 × Href) = 200000mm

Fetch factor (Table 22); Turbulence factor (Table 22); Gust peak factor;

Sc = 1.647 St = 0.098 gt = 3.44

Terrain and building factor;

Sb = Sc × (1 + (gt × St) + Sh) = 2.66

Effective wind speed;

Ve = Vs × Sb = 61.2 m/s

Dynamic pressure;

qs = 0.613 kg/m3 × Ve 2 = 2.297 kN/m2

Dynamic pressure - windward wall (lower part) - Wind 90 deg Reference height (at which q is sought);

Href = 30000mm

Effective height;

He = max(Href – Hd , 0.4 × Href) = 30000mm

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U Fetch factor (Table 22);

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21/10/2013

Turbulence factor (Table 22); Gust peak factor;

Sc = 1.243 St = 0.159 gt = 3.44

Terrain and building factor;

Sb = Sc × (1 + (gt × St) + Sh) = 2.26

Effective wind speed;

Ve = Vs × Sb = 52.2 m/s

Dynamic pressure;

qs = 0.613 kg/m3 × Ve 2 = 1.669 kN/m2

Dynamic pressure - windward wall, (middle part) - Wind 90 deg Reference height (at which q is sought); Href = 170000mm Effective height;

He = max(Href – Hd , 0.4 × Href) = 170000mm

Fetch factor (Table 22); Turbulence factor (Table 22); Gust peak factor;

Sc = 1.599 St = 0.106 gt = 3.44

Terrain and building factor;

Sb = Sc × (1 + (gt × St) + Sh) = 2.62

Effective wind speed;

Ve = Vs × Sb = 60.4 m/s

Dynamic pressure;

qs = 0.613 kg/m3 × Ve 2 = 2.236 kN/m2

Dynamic pressure - windward wall (upper part), other walls and roof - Wind 90 deg Reference height (at which q is sought); Href = 200000mm Effective height;

He = max(Href – Hd , 0.4 × Href) = 200000mm

Fetch factor (Table 22); Turbulence factor (Table 22); Gust peak factor;

Sc = 1.647 St = 0.098 gt = 3.44

Terrain and building factor;

Sb = Sc × (1 + (gt × St) + Sh) = 2.66

Effective wind speed;

Ve = Vs × Sb = 61.2 m/s

Dynamic pressure;

qs = 0.613 kg/m3 × Ve 2 = 2.297 kN/m2

Size effect factors Diagonal dimension for gablewall; External size effect factor gablewall; Diagonal dimension for side wall; External size effect factor side wall; Diagonal dimension for roof; External size effect factor roof; Diagonal dimension for top windward side; External size effect factor top windward side; Diagonal dimension for middle windward side; External size effect factor middle windward side; Diagonal dimension for bottom windward side; External size effect factor bottom windward side; Diagonal dimension for top windward gable; External size effect factor top windward gable;

aeg = 202.2 m Caeg = 0.770 aes = 202.2 m Caes = 0.770 aer = 42.4 m Caer = 0.867 aeus = 42.4 m Caeus = 0.867 aems = 143.2 m Caems = 0.791 aebs = 42.4 m Caebs = 0.867 aeug = 42.4 m Caeug = 0.867

Diagonal dimension for middle windward gable; aemg = 143.2 m External size effect factor middle windward gable; Caemg = 0.791 Diagonal dimension for bottom windward gable; aebg = 42.4 m External size effect factor bottom windward gable; Caebg = 0.867 Room/storey volume for internal size effect factor; Vi = 0.125 m3 Diagonal dimension for internal size effect factors; ai = 10 × ( Vi )1/3 = 5.000 m Internal size effect factor;

Cai = 1.000

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Pressures and forces Net pressure;

p = qs × cpe × Cae - qs × cpi × Cai;

Net force;

Fw = p × Aref;

Roof loadcase 1 - Wind 0, cpi 0.20, -cpe Zone

Ext pressure coefficient, cpe

Dynamic pressure, qs (kN/m2)

External size factor, Cae

Net Pressure, p (kN/m2)

Area, Aref (m2)

Net force, Fw (kN)

A (-ve)

-2.00

2.30

0.867

-4.44

45.00

-199.87

B (-ve)

-1.40

2.30

0.867

-3.25

45.00

-146.11

C (-ve)

-0.70

2.30

0.867

-1.85

360.00

-667.12

D (-ve)

-0.20

2.30

0.867

-0.86

450.00

-385.92

Total vertical net force;

Fw,v = -1399.01 kN Fw,h = 0.00 kN

Total horizontal net force; Walls loadcase 1 - Wind 0, cpi 0.20, -cpe Zone

Ext pressure coefficient, cpe

Dynamic pressure, qs (kN/m2)

External size factor, Cae

Net Pressure, p (kN/m2)

Area, Aref (m2)

Net force, Fw (kN)

A

-1.30

2.30

0.770

-2.76

1200.00

-3308.75

B

-0.80

2.30

0.770

-1.87

4800.00

-8992.71

wb

0.85

1.67

0.867

0.90

900.00

806.50

wm

0.85

2.24

0.791

1.06

4200.00

4435.74

wu

0.85

2.30

0.867

1.23

900.00

1109.69

l

-0.50

2.30

0.770

-1.34

6000.00

-8059.18

Overall loading Equiv leeward net force for upper section;

Fl =Fw,wl / Aref,wl × Aref,wu = -1208.9 kN

Net windward force for upper section;

Fw = Fw,wu = 1109.7 kN

Overall loading upper section;

Fw,u = 0.85 × (1 + Cr) × (Fw - Fl) + Fw,h = 2194.0 kN

Equiv leeward net force for middle section;

Fl =Fw,wl / Aref,wl × Aref,wm = -5641.4 kN

Net windward force for middle section;

Fw = Fw,wm = 4435.7 kN

Overall loading middle section;

Fw,m = 0.85 × (1 + Cr) × (Fw - Fl) = 9535.6 kN

Equiv leeward net force for bottom section;

Fl =Fw,wl / Aref,wl × Aref,wb = -1208.9 kN

Net windward force for bottom section;

Fw = Fw,wb = 806.5 kN Fw,b = 0.85 × (1 + Cr) × (Fw - Fl) = 1907.1 kN

Overall loading bottom section; Roof loadcase 2 - Wind 0, cpi -0.3, +cpe Zone

Ext pressure coefficient, cpe

Dynamic pressure, qs (kN/m2)

External size factor, Cae

Net Pressure, p (kN/m2)

Area, Aref (m2)

Net force, Fw (kN)

A (+ve)

-2.00

2.30

0.867

-3.29

45.00

-148.18

B (+ve)

-1.40

2.30

0.867

-2.10

45.00

-94.43

C (+ve)

-0.70

2.30

0.867

-0.70

360.00

-253.67

D (+ve)

0.20

2.30

0.867

1.09

450.00

489.28

Total vertical net force; Total horizontal net force;

Fw,v = -7.00 kN Fw,h = 0.00 kN

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Sheet no./rev.

KK Lim & Associates 5 Calc. by

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21/10/2013

Walls loadcase 2 - Wind 0, cpi -0.3, +cpe Zone

Ext pressure coefficient, cpe

Dynamic pressure, qs (kN/m2)

External size factor, Cae

Net Pressure, p (kN/m2)

Area, Aref (m2)

Net force, Fw (kN)

A

-1.30

2.30

0.770

-1.61

1200.00

-1930.58

B

-0.80

2.30

0.770

-0.73

4800.00

-3480.04

wb

0.85

1.67

0.867

1.73

900.00

1557.71

wm

0.85

2.24

0.791

2.17

4200.00

9130.63

wu

0.85

2.30

0.867

2.38

900.00

2143.32

l

-0.50

2.30

0.770

-0.19

6000.00

-1168.34

Overall loading Equiv leeward net force for upper section;

Fl =Fw,wl / Aref,wl × Aref,wu = -175.3 kN

Net windward force for upper section;

Fw = Fw,wu = 2143.3 kN

Overall loading upper section;

Fw,u = 0.85 × (1 + Cr) × (Fw - Fl) + Fw,h = 2194.0 kN

Equiv leeward net force for middle section;

Fl =Fw,wl / Aref,wl × Aref,wm = -817.8 kN

Net windward force for middle section;

Fw = Fw,wm = 9130.6 kN

Overall loading middle section;

Fw,m = 0.85 × (1 + Cr) × (Fw - Fl) = 9413.8 kN

Equiv leeward net force for bottom section;

Fl =Fw,wl / Aref,wl × Aref,wb = -175.3 kN

Net windward force for bottom section;

Fw = Fw,wb = 1557.7 kN

Overall loading bottom section;

Fw,b = 0.85 × (1 + Cr) × (Fw - Fl) = 1639.8 kN

Roof loadcase 3 - Wind 90, cpi 0.20, -cpe Zone

Ext pressure coefficient, cpe

Dynamic pressure, qs (kN/m2)

External size factor, Cae

Net Pressure, p (kN/m2)

Area, Aref (m2)

Net force, Fw (kN)

A (-ve)

-2.00

2.30

0.867

-4.44

45.00

-199.87

B (-ve)

-1.40

2.30

0.867

-3.25

45.00

-146.11

C (-ve)

-0.70

2.30

0.867

-1.85

360.00

-667.12

D (-ve)

-0.20

2.30

0.867

-0.86

450.00

-385.92

Fw,v = -1399.01 kN Fw,h = 0.00 kN

Total vertical net force; Total horizontal net force; Walls loadcase 3 - Wind 90, cpi 0.20, -cpe Zone

Ext pressure coefficient, cpe

Dynamic pressure, qs (kN/m2)

External size factor, Cae

Net Pressure, p (kN/m2)

Area, Aref (m2)

Net force, Fw (kN)

A

-1.30

2.30

0.770

-2.76

1200.00

-3308.75

B

-0.80

2.30

0.770

-1.87

4800.00

-8992.71

wb

0.85

1.67

0.867

0.90

900.00

806.50

wm

0.85

2.24

0.791

1.06

4200.00

4435.74

wu

0.85

2.30

0.867

1.23

900.00

1109.69

l

-0.50

2.30

0.770

-1.34

6000.00

-8059.18

Overall loading Equiv leeward net force for upper section;

Fl =Fw,wl / Aref,wl × Aref,wu = -1208.9 kN

Net windward force for upper section;

Fw = Fw,wu = 1109.7 kN

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Sheet no./rev.

KK Lim & Associates 6 Calc. by

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Overall loading upper section;

Fw,u = 0.85 × (1 + Cr) × (Fw - Fl) + Fw,h = 2194.0 kN

Equiv leeward net force for middle section;

Fl =Fw,wl / Aref,wl × Aref,wm = -5641.4 kN

Net windward force for middle section;

Fw = Fw,wm = 4435.7 kN

Overall loading middle section;

Fw,m = 0.85 × (1 + Cr) × (Fw - Fl) = 9535.6 kN

Equiv leeward net force for bottom section;

Fl =Fw,wl / Aref,wl × Aref,wb = -1208.9 kN

Net windward force for bottom section;

Fw = Fw,wb = 806.5 kN Fw,b = 0.85 × (1 + Cr) × (Fw - Fl) = 1907.1 kN

Overall loading bottom section;

Date

21/10/2013

Roof loadcase 4 - Wind 90, cpi -0.3, +cpe Zone

Ext pressure coefficient, cpe

Dynamic pressure, qs (kN/m2)

External size factor, Cae

Net Pressure, p (kN/m2)

Area, Aref (m2)

Net force, Fw (kN)

A (+ve)

-2.00

2.30

0.867

-3.29

45.00

-148.18

B (+ve)

-1.40

2.30

0.867

-2.10

45.00

-94.43

C (+ve)

-0.70

2.30

0.867

-0.70

360.00

-253.67

D (+ve)

0.20

2.30

0.867

1.09

450.00

489.28

Fw,v = -7.00 kN Fw,h = 0.00 kN

Total vertical net force; Total horizontal net force; Walls loadcase 4 - Wind 90, cpi -0.3, +cpe Zone

Ext pressure coefficient, cpe

Dynamic pressure, qs (kN/m2)

External size factor, Cae

Net Pressure, p (kN/m2)

Area, Aref (m2)

Net force, Fw (kN)

A

-1.30

2.30

0.770

-1.61

1200.00

-1930.58

B

-0.80

2.30

0.770

-0.73

4800.00

-3480.04

wb

0.85

1.67

0.867

1.73

900.00

1557.71

wm

0.85

2.24

0.791

2.17

4200.00

9130.63

wu

0.85

2.30

0.867

2.38

900.00

2143.32

l

-0.50

2.30

0.770

-0.19

6000.00

-1168.34

Overall loading Equiv leeward net force for upper section;

Fl =Fw,wl / Aref,wl × Aref,wu = -175.3 kN

Net windward force for upper section;

Fw = Fw,wu = 2143.3 kN

Overall loading upper section;

Fw,u = 0.85 × (1 + Cr) × (Fw - Fl) + Fw,h = 2194.0 kN

Equiv leeward net force for middle section;

Fl =Fw,wl / Aref,wl × Aref,wm = -817.8 kN

Net windward force for middle section;

Fw = Fw,wm = 9130.6 kN

Overall loading middle section;

Fw,m = 0.85 × (1 + Cr) × (Fw - Fl) = 9413.8 kN

Equiv leeward net force for bottom section;

Fl =Fw,wl / Aref,wl × Aref,wb = -175.3 kN

Net windward force for bottom section;

Fw = Fw,wb = 1557.7 kN

Overall loading bottom section;

Fw,b = 0.85 × (1 + Cr) × (Fw - Fl) = 1639.8 kN

Project

Job Ref.

Section

Sheet no./rev.

KK Lim & Associates 7 Calc. by

Date

U

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Date

App'd by

21/10/2013

15000

30000

12000

30000

D

3000

C

B

A

7500

15000

7500

Wind - 0o

A

60 00

Plan view - Flat roof

24000

wlm

w

wb

30000

30000

30000

Side face

W indward face

Leeward face

200000

B

200000

A

200000

wu

Date

Project

Job Ref.

Section

Sheet no./rev.

KK Lim & Associates 8 Calc. by

Date

U

Chk'd by

Date

App'd by

21/10/2013

7500

30000

C B

D

A

3000

12000

15000

Plan view - Flat roof

60 00 24000

B

wlm

w

wb

30000

30000

30000

Side face

W indward face

Leeward face

200000

A

200000

wu

200000

Wind - 90o

A

15000

7500

30000

Date