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Job Ref.
Section
Sheet no./rev.
KK Lim & Associates 1 Calc. by
Date
U
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Date
App'd by
Date
21/10/2013
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
Project
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Sheet no./rev.
KK Lim & Associates 2 Calc. by
Date
U
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21/10/2013
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
Project
Job Ref.
Section
Sheet no./rev.
KK Lim & Associates 3 Calc. by
Date
U Fetch factor (Table 22);
Chk'd by
Date
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
App'd by
Date
Project
Job Ref.
Section
Sheet no./rev.
KK Lim & Associates 4 Calc. by
Date
U
Chk'd by
Date
App'd by
Date
21/10/2013
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
Project
Job Ref.
Section
Sheet no./rev.
KK Lim & Associates 5 Calc. by
Date
U
Chk'd by
Date
App'd by
Date
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
Project
Job Ref.
Section
Sheet no./rev.
KK Lim & Associates 6 Calc. by
Date
U
Chk'd by
Date
App'd by
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
Chk'd by
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
