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Wind Load Calc for Police Depot

1. The document calculates wind load on a 195-foot tall police central log depot building according to the Bangladesh National Building Code (BNBC). 2. Wind loads are calculated in the short and long directions of the building at different heights using dynamic wind speed, design wind pressure, and height exposure factors. 3. Total shear loads of 2209.76 kips and 1110.47 kips are calculated for the short and long directions respectively based on the wind loads at each height level.

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Sajedur Rahman Robin
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85 views4 pages

Wind Load Calc for Police Depot

1. The document calculates wind load on a 195-foot tall police central log depot building according to the Bangladesh National Building Code (BNBC). 2. Wind loads are calculated in the short and long directions of the building at different heights using dynamic wind speed, design wind pressure, and height exposure factors. 3. Total shear loads of 2209.76 kips and 1110.47 kips are calculated for the short and long directions respectively based on the wind loads at each height level.

Uploaded by

Sajedur Rahman Robin
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as XLSX, PDF, TXT or read online on Scribd
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Wind Load Calculation (According to BNBC)

Project : police central log dipo


Dynamic Wind Speed
qz = Cc CI Cz Vb2 (KN/m2)
Where
Cc = 0.0000472
CI = 1
Cz = shown at Table for different height for Exposure A
Vb = 210 km/hour
Design Wind Pressure
pz = qz x Cp x Gh
Where
Gh = 1.215 (at 195' height)
Cp = 1.56 (Short) Height 195 See sheet2 for details
1.27 (Long) Long dim 166
Short dim 102

Wind load in short direction


Height Cz qz Pz Load / ft.
ft. (KN/m2) (psf) (psf) (kip/ft)

15 0.368 0.766 15.997 30.27 0.45


20 0.415 0.864 18.040 34.14 0.17
30 0.497 1.035 21.605 40.88 0.41
40 0.565 1.176 24.561 46.48 0.46
50 0.624 1.299 27.126 51.33 0.51
60 0.677 1.409 29.430 55.69 0.56
70 0.725 1.509 31.516 59.64 0.60
80 0.769 1.601 33.429 63.26 0.63
90 0.81 1.686 35.211 66.63 0.67
100 0.849 1.767 36.906 69.84 0.70
115 0.909 1.892 39.515 74.77 1.12
130 0.965 2.009 41.949 79.38 1.19
150 1.017 2.117 44.209 83.66 1.67
165 1.065 2.217 46.296 87.60 1.31
195 1.155 2.404 50.208 95.01 2.85

13.31
Total Shear = 2209.76 kip

Wind load in long direction


Height Cz qz Pz Load / ft.
ft. (KN/m2) (psf) (psf) (kip/ft)

15 0.368 0.766 15.997 24.76 0.37


20 0.415 0.864 18.040 27.92 0.14
30 0.497 1.035 21.605 33.44 0.33
40 0.565 1.176 24.561 38.01 0.38
50 0.624 1.299 27.126 41.98 0.42
60 0.677 1.409 29.430 45.54 0.46
70 0.725 1.509 31.516 48.77 0.49
80 0.769 1.601 33.429 51.73 0.52
90 0.81 1.686 35.211 54.49 0.54
100 0.849 1.767 36.906 57.12 0.57
115 0.909 1.892 39.515 61.15 0.92
130 0.965 2.009 41.949 64.92 0.97
150 1.017 2.117 44.209 68.42 1.37
165 1.065 2.217 46.296 71.65 1.07
195 1.155 2.404 50.208 77.70 2.33

10.89
Total Shear = 1110.47 kip
L/B
h/B
L 1 0.10
2 0.50 1.40
3 10.00 1.55
Wind h 4 20.00 1.80
5 40.00 1.95

Elevition

L/B
h/B
B 1 0.10
Wind 2 0.50 1.40
3 10.00 1.55
L 4 20.00 1.80
5 40.00 1.95
Plan

For short direction L/B = 0.614


h/B 1.175 Cf= 1.56

For long direction L/B = 1.627


h/B 1.912 Cf= 1.27
L/B
0.50 0.65 1.00 2.00 3.00 0.500 0.650 0.614
1.45 1.55 1.40 1.15 1.10 1.450 1.550 1.526
1.85 2.00 1.70 1.30 1.15 1.850 2.000 1.964
2.25 2.55 2.00 1.40 1.2 2.250 2.550 2.479
2.50 2.80 2.20 1.60 1.25 2.500 2.800 2.729

L/B
0.50 0.65 1.00 2.00 3.00 1.000 2.000 1.627
1.45 1.55 1.40 1.15 1.10 1.400 1.150 1.243
1.85 2.00 1.70 1.30 1.15 1.700 1.300 1.449
2.25 2.55 2.00 1.40 1.2 2.000 1.400 1.624
2.50 2.80 2.20 1.60 1.25 2.200 1.600 1.824

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