Wind Load Data Sheet For RCC & STRL Steel in STAAD & ETABS
Wind Load Data Sheet For RCC & STRL Steel in STAAD & ETABS
Wind Load Data Sheet For RCC & STRL Steel in STAAD & ETABS
Sidewall= -0.60 D
For, Wind Angle=270° Sidewall= -0.60 A
Sidewall= -0.60 B
Leeward= -0.25 C
Windward= 0.70 D
Wind Pressure Coefficients: Internal: Cpi: Walls/Columns
Buildings with No Large Openings, 5% ±0.20
& Below, Internal pressure Coefficients=
Buildings with Medium Openings, 5% Cl 7.3.2, P11
±0.50
to 20%, Internal pressure Coefficients=
Buildings with Large Openings, 20% ±0.70
& Above, Internal pressure Coefficients=
Building Opening Details
K2-z= 0.244
K2-z= 0.691
K2-z= 0.953
K2-z= 0.987
Terrain, Roughness & Height K2-z= 1.038
Factor(Terrain Category - 3) K2-z= 1.045
K2-z=
K2-z=
K2-z=
K2-z=
Ground Floor Roof Beams, @+6.908mtr: 0° & +Cpi: 0° & -Cpi: 90° & +Cpi: 90° & -Cpi:
Floor Height in Mtr: 3.937
Wind Pressure on Plinth Beams in KN/m: 1.71
Wind Load on Windward Beams in KN/m: 0.34 2.06 0.34 2.06
Wind Load on Leeward Beams in KN/m: -1.29 0.43 -1.29 0.43
Wind Load on Sideward/Right Beams in KN/m: -1.89 -0.17 -1.89 -0.17
Wind Load on Sideward/Left Beams in KN/m: -1.89 -0.17 -1.89 -0.17
First Floor Roof Beams, @+10.312mtr: 0° & +Cpi: 0° & -Cpi: 90° & +Cpi: 90° & -Cpi:
Floor Height in Mtr: 3.404
Wind Pressure on Plinth Beams in KN/m: 2.82
Wind Load on Windward Beams in KN/m: 0.56 3.39 0.56 3.39
Wind Load on Leeward Beams in KN/m: -2.12 0.71 -2.12 0.71
Wind Load on Sideward/Right Beams in KN/m: -3.10 -0.28 -3.10 -0.28
Wind Load on Sideward/Left Beams in KN/m: -3.10 -0.28 -3.10 -0.28
Second Floor Roof Beams, @+13.716mtr: 0° & +Cpi: 0° & -Cpi: 90° & +Cpi: 90° & -Cpi:
Floor Height in Mtr: 3.404
Wind Pressure on Plinth Beams in KN/m: 3.03
Wind Load on Windward Beams in KN/m: 0.61 3.63 0.61 3.63
Wind Load on Leeward Beams in KN/m: -2.27 0.76 -2.27 0.76
Wind Load on Sideward/Right Beams in KN/m: -3.33 -0.30 -3.33 -0.30
Wind Load on Sideward/Left Beams in KN/m: -3.33 -0.30 -3.33 -0.30
Third Floor Roof Beams, @+17.120mtr: 0° & +Cpi: 0° & -Cpi: 90° & +Cpi: 90° & -Cpi:
Floor Height in Mtr: 3.175
Wind Pressure on Plinth Beams in KN/m: 3.12
Wind Load on Windward Beams in KN/m: 0.62 3.75 0.62 3.75
Wind Load on Leeward Beams in KN/m: -2.34 0.78 -2.34 0.78
Wind Load on Sideward/Right Beams in KN/m: -3.44 -0.31 -3.44 -0.31
Wind Load on Sideward/Left Beams in KN/m: -3.44 -0.31 -3.44 -0.31
Stair Room Roof Beams, @+20.065mtr: 0° & +Cpi: 0° & -Cpi: 90° & +Cpi: 90° & -Cpi:
Floor Height in Mtr: 1.473
Wind Pressure on Plinth Beams in KN/m: 1.47
Wind Load on Windward Beams in KN/m: 0.29 1.76 0.29 1.76
Wind Load on Leeward Beams in KN/m: -1.10 0.37 -1.10 0.37
Wind Load on Sideward/Right Beams in KN/m: -1.62 -0.15 -1.62 -0.15
Wind Load on Sideward/Left Beams in KN/m: -1.62 -0.15 -1.62 -0.15
Calculations as per IS:875-Part 3: 2015
PB's, @+2.438mtr: 0° & +Cpi: 0° & -Cpi: 90° & +Cpi: 90° & -Cpi:
Floor Height in Mtr: 2.235
Wind Pressure on Plinth Beams in KN/m: 0.08
Wind Load on Windward Beams in KN/m: 0.02 0.10 0.02 0.10
Wind Load on Leeward Beams in KN/m: -0.06 0.02 -0.06 0.02
Wind Load on Sideward/Right Beams in KN/m: -0.09 -0.01 -0.09 -0.01
Wind Load on Sideward/Left Beams in KN/m: -0.09 -0.01 -0.09 -0.01
Ground Floor Roof Beams, @+6.908mtr: 0° & +Cpi: 0° & -Cpi: 90° & +Cpi: 90° & -Cpi:
Floor Height in Mtr: 3.937
Wind Pressure on Plinth Beams in KN/m: 1.20
Wind Load on Windward Beams in KN/m: 0.24 1.44 0.24 1.44
Wind Load on Leeward Beams in KN/m: -0.90 0.30 -0.90 0.30
Wind Load on Sideward/Right Beams in KN/m: -1.32 -0.12 -1.32 -0.12
Wind Load on Sideward/Left Beams in KN/m: -1.32 -0.12 -1.32 -0.12
First Floor Roof Beams, @+10.312mtr: 0° & +Cpi: 0° & -Cpi: 90° & +Cpi: 90° & -Cpi:
Floor Height in Mtr: 3.404
Wind Pressure on Plinth Beams in KN/m: 1.98
Wind Load on Windward Beams in KN/m: 0.40 2.37 0.40 2.37
Wind Load on Leeward Beams in KN/m: -1.48 0.49 -1.48 0.49
Wind Load on Sideward/Right Beams in KN/m: -2.17 -0.20 -2.17 -0.20
Wind Load on Sideward/Left Beams in KN/m: -2.17 -0.20 -2.17 -0.20
Second Floor Roof Beams, @+13.716mtr: 0° & +Cpi: 0° & -Cpi: 90° & +Cpi: 90° & -Cpi:
Floor Height in Mtr: 3.404
Wind Pressure on Plinth Beams in KN/m: 2.12
Wind Load on Windward Beams in KN/m: 0.42 2.54 0.42 2.54
Wind Load on Leeward Beams in KN/m: -1.59 0.53 -1.59 0.53
Wind Load on Sideward/Right Beams in KN/m: -2.33 -0.21 -2.33 -0.21
Wind Load on Sideward/Left Beams in KN/m: -2.33 -0.21 -2.33 -0.21
Third Floor Roof Beams, @+17.120mtr: 0° & +Cpi: 0° & -Cpi: 90° & +Cpi: 90° & -Cpi:
Floor Height in Mtr: 3.175
Wind Pressure on Plinth Beams in KN/m: 2.19
Wind Load on Windward Beams in KN/m: 0.44 2.62 0.44 2.62
Wind Load on Leeward Beams in KN/m: -1.64 0.55 -1.64 0.55
Wind Load on Sideward/Right Beams in KN/m: -2.41 -0.22 -2.41 -0.22
Wind Load on Sideward/Left Beams in KN/m: -2.41 -0.22 -2.41 -0.22
Stair Room Roof Beams, @+20.065mtr: 0° & +Cpi: 0° & -Cpi: 90° & +Cpi: 90° & -Cpi:
Floor Height in Mtr: 1.473
Wind Pressure on Plinth Beams in KN/m: 1.03
Wind Load on Windward Beams in KN/m: 0.21 1.23 0.21 1.23
Wind Load on Leeward Beams in KN/m: -0.77 0.26 -0.77 0.26
Wind Load on Sideward/Right Beams in KN/m: -1.13 -0.10 -1.13 -0.10
Wind Load on Sideward/Left Beams in KN/m: -1.13 -0.10 -1.13 -0.10
987/2015 - Software Based
Refrences Remarks
e entered manually.
Cl 7.2, P9
IS:875-
Cl 7.2, P9 Part 3:2015
Cl 6.3, P5
Fig:1 Guntakal
Table-1,
Cl 6.3.1, P7
10 Mtrs
15 Mtrs
IS:875-
Table-2, Part 3:2015 20 Mtrs
Cl 6.3.2.2, P8 30 Mtrs
50 Mtrs
100 Mtrs
Cl 6.3.3.1, P8
Cl 6.3.4, P8
Y-Ordi (From STAAD)
Table-4,
Cl 7.2.2, P10 IS:875-
Part 3:2015
Cl 7.3.3.13, P16
Wind angle: 0°
On Columns/Walls
IS:875- Columns/Walls
Cl 7.3.2, P11 Part 3:2015 Coefficients
Height Area in
in Mtr Sqmt
1.829 6.69
1.829 4.46
1.219 7.80
0.610 0.74
2.130 13.64
2.130 6.49
1.829 3.35
1.829 4.46
0.762 2.09
0.762 0.70
0.610 1.12
1.676 22.99
1.219 1.49
1.219 2.23
2.438 22.29
1.219 6.68
0.610 2.23
0.00
0.00
0.00
0.00
0.00
109.44
810.52
13.50%
86.50%
0.50
0.00 No Obstructions
1.00 Fully Blocked
0.01 to 0.99 To be Lineraly
interpolated
Cpe-(+Cpi)
Cpe-(-Cpi)
Wind angle: 0°
Cpe-(+Cpi)
Cpe-(-Cpi)
Cl 7.3.1, P10
Cpe-(+Cpi)
Cpe-(-Cpi)
On Columns/Walls
Cpe-(+Cpi)
Cpe-(-Cpi)
2.438
6.908
10.312
13.716
By Interpolation 17.120
& Extrapolation 20.065
0.000
0.000
0.000
0.000
2.438
Vz= Vb*K1*K2*K3*K4
6.908
10.312
13.716
17.120
Vz= Vb*K1*K2*K3*K4
20.065
0.000
0.000
0.000
0.000
2.438
6.908
10.312
13.716
17.120 IS:875-Part 3: 1987
pz= 0.6*Vz2
20.065
0.000
0.000
0.000
0.000
2.438 0.038
6.908 0.305
10.312 0.580
13.716 0.623
pd= Kd*Ka*Kc*pz 17.120 0.689
and pd=
Not < 0.7*pz 20.065 0.698 0.7*pz
0.000 0.000
0.000 0.000
0.000 0.000
0.000 0.000
2.438
6.908
10.312
13.716
17.120 IS:875-Part 3: 2015
20.065
0.000
0.000
0.000
0.000
rt 3: 1987
180° & +Cpi: 180° & -Cpi: 270° & +Cpi: 270° & -Cpi:
2.235
0.12
0.02 0.15 0.02 0.15
-0.09 0.03 -0.09 0.03
-0.13 -0.01 -0.13 -0.01
-0.13 -0.01 -0.13 -0.01
180° & +Cpi: 180° & -Cpi: 270° & +Cpi: 270° & -Cpi:
3.937
1.71
0.34 2.06 0.34 2.06
-1.29 0.43 -1.29 0.43
-1.89 -0.17 -1.89 -0.17
-1.89 -0.17 -1.89 -0.17
180° & +Cpi: 180° & -Cpi: 270° & +Cpi: 270° & -Cpi:
3.404
2.82
0.56 3.39 0.56 3.39
-2.12 0.71 -2.12 0.71
-3.10 -0.28 -3.10 -0.28
-3.10 -0.28 -3.10 -0.28
180° & +Cpi: 180° & -Cpi: 270° & +Cpi: 270° & -Cpi:
3.404
3.03
0.61 3.63 0.61 3.63
-2.27 0.76 -2.27 0.76
-3.33 -0.30 -3.33 -0.30
-3.33 -0.30 -3.33 -0.30
180° & +Cpi: 180° & -Cpi: 270° & +Cpi: 270° & -Cpi:
3.175
3.12
0.62 3.75 0.62 3.75
-2.34 0.78 -2.34 0.78
-3.44 -0.31 -3.44 -0.31
-3.44 -0.31 -3.44 -0.31
180° & +Cpi: 180° & -Cpi: 270° & +Cpi: 270° & -Cpi:
1.473
1.47
0.29 1.76 0.29 1.76
-1.10 0.37 -1.10 0.37
-1.62 -0.15 -1.62 -0.15
-1.62 -0.15 -1.62 -0.15
rt 3: 2015
180° & +Cpi: 180° & -Cpi: 270° & +Cpi: 270° & -Cpi:
2.235
0.08
0.02 0.10 0.02 0.10
-0.06 0.02 -0.06 0.02
-0.09 -0.01 -0.09 -0.01
-0.09 -0.01 -0.09 -0.01
180° & +Cpi: 180° & -Cpi: 270° & +Cpi: 270° & -Cpi:
3.937
1.20
0.24 1.44 0.24 1.44
-0.90 0.30 -0.90 0.30
-1.32 -0.12 -1.32 -0.12
-1.32 -0.12 -1.32 -0.12
180° & +Cpi: 180° & -Cpi: 270° & +Cpi: 270° & -Cpi:
3.404
1.98
0.40 2.37 0.40 2.37
-1.48 0.49 -1.48 0.49
-2.17 -0.20 -2.17 -0.20
-2.17 -0.20 -2.17 -0.20
180° & +Cpi: 180° & -Cpi: 270° & +Cpi: 270° & -Cpi:
3.404
2.12
0.42 2.54 0.42 2.54
-1.59 0.53 -1.59 0.53
-2.33 -0.21 -2.33 -0.21
-2.33 -0.21 -2.33 -0.21
180° & +Cpi: 180° & -Cpi: 270° & +Cpi: 270° & -Cpi:
3.175
2.19
0.44 2.62 0.44 2.62
-1.64 0.55 -1.64 0.55
-2.41 -0.22 -2.41 -0.22
-2.41 -0.22 -2.41 -0.22
180° & +Cpi: 180° & -Cpi: 270° & +Cpi: 270° & -Cpi:
1.473
1.03
0.21 1.23 0.21 1.23
-0.77 0.26 -0.77 0.26
-1.13 -0.10 -1.13 -0.10
-1.13 -0.10 -1.13 -0.10
Linear Interpolation & Extrpolation:
Y
1.24 y6 (1001.24)
1.17 y5 (501.17)
1.12 y4 (301.12)
1.07 y3 (201.07)
(151.05)
1.05 y2
(101)
1.00 y1
x1 x2 x3 x4 x5 x6 X
0 10 15 20 30 50 100
m= (y5-y4)/(x5-x4) m= (y6-y5)/(x6-x5)
m= 0.00249999999999999 m= 0.0014
Y-y1=m*(X-x1)
Rear Side-C
Left Right
Side-A Side-B
On Columns/Walls
Front Side-D
Wind angle: 270°
Wind angle: 90°
Rear Side-C
Front Side-D
Rear Side-C
Left Right
Side-A Side-B
On Columns/Walls
Front Side-D
Wind angle: 270°
Front Side-D
DEAD, LIVE & WIND LOAD CALCULATIONS FOR COLUMNS/WALLS & ROOFS/TRUSSES (IS:875:PART-3:2015)
B) DEAD LOAD:
i) Dead load of sheetings with fixtures= 0.130 KN/Sqm From IS:875:Part-1, Table-1, Sl. No. 39, Page 10. For Class-1 & 1.60mm Thk.
ii) Dead load of purlins with fixtures= 0.120 KN/Sqm Assumed.
iii) Dead load of misscelaneous fixtures @ 10%= 0.025 KN/Sqm Assumed.
Total Dead load of sheetings, purlins & fixtures= 0.275 KN/Sqm
C) LIVE LOAD:
i) Live load on roof (No Access)= 0.75 KN/Sqm From IS:875:Part-2, Table-2, Sl. No. 1.i.b, Page 14.
Page 19 of 46
For 3D Frame Modeling:
Load on Purlin:
Load on purlin= Live load on roof * spacing of purlin= 1.068 KN/m Intermediate Frames
Load on purlin= Live load on roof * spacing of purlin= 0.534 KN/m End Frames
or
Load on Top Chord of Truss:
Load on Top chord of truss= Live load on roof * spacing of trusses= 4.172 KN/m Intermediate Frames
Load on Top chord of truss= Live load on roof * spacing of trusses= 2.086 KN/m End Frames
D) WIND LOAD:
Design Wind Pressure, Pd= Kd*Ka*Kc*Pz N/Sqm From IS:875:Part-3:2015, Clause 7.2, Page 9. Also, Pd not < 0.70*Pz
Design Wind pressure @ Height z, Pz= 0.6*Vz^2 N/Sqm From IS:875:Part-3:2015, Clause 7.2, Page 9.
Design wind speed @ Height z, Vz= Vb*k1*k2*k3*k4 m/s From IS:875:Part-3:2015, Clause 6.3, Page 5.
Basic wind speed, Vb= 33.0 m/s For Ballari City. From IS:875:Part-3:2015, Fig:1, Page 6.
Probability factor (Risk Coefficient), k1= 1.0 For General Buildings. From IS:875:Part-3:2015, Table-1, Clause 6.3.1, Pages 7.
Terrain category= 3.0 From IS:875:Part-3, Clause 5.3.2.1, Page 8.
Class of Buildings/Structures= C From IS:875:Part-3, Clause 5.3.2.2, Pages 8 & 11.
Terrian roughness & Height factor, k2_10= 0.91
Terrian roughness & Height factor, k2_15= 0.97
Terrian roughness & Height factor, k2_20= 1.01
For Terrian Category 3.0 & Class C. From IS:875:Part-3, Table-2, Page 12.
Terrian roughness & Height factor, k2_30= 1.06
Terrian roughness & Height factor, k2_50= 1.12
Terrian roughness & Height factor, k2_100= 1.2
Topography factor, k3= 1.0 From IS:875:Part-3:2015, Clause 6.3.3.1, Page 8.
Importance factor for cyclonic region, k4= 1.0 From IS:875:Part-3:2015, Clause 6.3.4, Pages 8 & 9.
Wind directionality factor, Kd= 0.9 For Non-Circular Building/Structures. From IS:875:Part-3:2015, Clause 7.2.1, Pages 9 & 10.
Area averaging factor, Ka= 0.8 From IS:875:Part-3:2015, Table-4, Clause 7.2.2, Page 10.
Combination factro, Kc= 0.9 From IS:875:Part-3:2015, Clause 7.3.3.13, Page 16.
Page 20 of 46
Design wind pressure, Pd=
Heights Pd in
in Mtrs KN/Sqm
10 0.351
15 0.398
20 0.432
30 0.476
50 0.531
Opening Details
Page 21 of 46
CASE - 3:- Wind angle: 180° For, L/W= 1.46757679180887 , H/W= 1.44254835039818 & α= 5.66189183054876°
External pressure coefficient on windward side along length of shed (Left Side-A) - -0.25
External pressure coefficient on Leeward side along length of shed (Right Side-B) - 0.70 Wind angle: 90°
External pressure coefficient along width of shed (Rear side-C) - -0.60 Rear Side-C
External pressure coefficient along width of shed (Front side-D) - -0.60
On Columns/Walls Wind angle: 180°
CASE - 4:- Wind angle: 270° For, L/W= 1.46757679180887 , H/W= 1.44254835039818 & α= 5.66189183054876° Left Right
External pressure coefficient on windward side along length of shed (Left Side-A) - -0.60 Side-A Side-B
External pressure coefficient on Leeward side along length of shed (Right Side-B) - -0.60
External pressure coefficient along width of shed (Rear side-C) - -0.25
External pressure coefficient along width of shed (Front side-D) - 0.70 Front Side-D
Rear Side
2) On Roofs/Trusses: (From Table-6 of IS:875:Part-3:2015, Page 14)
E G
CASE - 1:- Wind angle: 0° & 90° For, H/W= 1.44254835039818 & α= 5.66189183054876° Wind angle: 0° Left Right
External pressure coefficient on Windward/Left side (E & F portion) -0.90 Side Side
F H
External pressure coefficient on Leeward/Right side (G & H portion) -0.60 On Roofs/Trusses
External pressure coefficient on Rear side (E & G portion) -0.90 Front Side
External pressure coefficient on Front side (F & H portion) -0.60 Wind angle: 90°
Front Side
Page 22 of 46
WL-2:- Angle=0° & Cpi= -0.2
Load on Left Columns 5.563 0.351 0.398 0.432 0.476 0.531 0.70 -0.20 1.76 1.99 2.16 2.38 2.66
Load on Right Columns 5.563 0.351 0.398 0.432 0.476 0.531 -0.25 -0.20 -0.10 -0.11 -0.12 -0.13 -0.15
Load on Rear Columns 6.860 0.351 0.398 0.432 0.476 0.531 -0.60 -0.20 -0.96 -1.09 -1.19 -1.31 -1.46
Load on Front Columns 6.860 0.351 0.398 0.432 0.476 0.531 -0.60 -0.20 -0.96 -1.09 -1.19 -1.31 -1.46
Load on Left side Trusses 5.563 0.351 0.398 0.432 0.476 0.531 -0.90 -0.20 -1.37 -1.55 -1.68 -1.85 -2.07
Load of Right side Trusses 5.563 0.351 0.398 0.432 0.476 0.531 -0.60 -0.20 -0.78 -0.89 -0.96 -1.06 -1.18
WL-3:- Angle=90° & Cpi= +0.2
Load on Left Columns 5.563 0.351 0.398 0.432 0.476 0.531 -0.60 0.20 -1.56 -1.77 -1.92 -2.12 -2.36
Load on Right Columns 5.563 0.351 0.398 0.432 0.476 0.531 -0.60 0.20 -1.56 -1.77 -1.92 -2.12 -2.36
Load on Rear Columns 6.860 0.351 0.398 0.432 0.476 0.531 0.70 0.20 1.20 1.37 1.48 1.63 1.82
Load on Front Columns 6.860 0.351 0.398 0.432 0.476 0.531 -0.25 0.20 -1.08 -1.23 -1.33 -1.47 -1.64
Load on Left side Trusses 5.563 0.351 0.398 0.432 0.476 0.531 -0.90 0.20 -2.15 -2.44 -2.64 -2.91 -3.25
Load of Right side Trusses 5.563 0.351 0.398 0.432 0.476 0.531 -0.60 0.20 -1.56 -1.77 -1.92 -2.12 -2.36
WL-4:- Angle=90° & Cpi= -0.2
Load on Left Columns 5.563 0.351 0.398 0.432 0.476 0.531 -0.60 -0.20 -0.78 -0.89 -0.96 -1.06 -1.18
Load on Right Columns 5.563 0.351 0.398 0.432 0.476 0.531 -0.60 -0.20 -0.78 -0.89 -0.96 -1.06 -1.18
Load on Rear Columns 6.860 0.351 0.398 0.432 0.476 0.531 0.70 -0.20 2.16 2.46 2.67 2.94 3.28
Load on Front Columns 6.860 0.351 0.398 0.432 0.476 0.531 -0.25 -0.20 -0.12 -0.14 -0.15 -0.16 -0.18
Load on Left side Trusses 5.563 0.351 0.398 0.432 0.476 0.531 -0.90 -0.20 -1.37 -1.55 -1.68 -1.85 -2.07
Load of Right side Trusses 5.563 0.351 0.398 0.432 0.476 0.531 -0.60 -0.20 -0.78 -0.89 -0.96 -1.06 -1.18
WL-5:- Angle=180° & Cpi= +0.2
Load on Left Columns 5.563 0.351 0.398 0.432 0.476 0.531 -0.25 0.20 -0.88 -1.00 -1.08 -1.19 -1.33
Load on Right Columns 5.563 0.351 0.398 0.432 0.476 0.531 0.70 0.20 0.98 1.11 1.20 1.32 1.48
Load on Rear Columns 6.860 0.351 0.398 0.432 0.476 0.531 -0.60 0.20 -1.92 -2.19 -2.37 -2.61 -2.91
Load on Front Columns 6.860 0.351 0.398 0.432 0.476 0.531 -0.60 0.20 -1.92 -2.19 -2.37 -2.61 -2.91
Load on Left side Trusses 5.563 0.351 0.398 0.432 0.476 0.531 -0.60 0.20 -1.56 -1.77 -1.92 -2.12 -2.36
Load of Right side Trusses 5.563 0.351 0.398 0.432 0.476 0.531 -0.90 0.20 -2.15 -2.44 -2.64 -2.91 -3.25
WL-6:- Angle=180° & Cpi= -0.2
Load on Left Columns 5.563 0.351 0.398 0.432 0.476 0.531 -0.25 -0.20 -0.10 -0.11 -0.12 -0.13 -0.15
Load on Right Columns 5.563 0.351 0.398 0.432 0.476 0.531 0.70 -0.20 1.76 1.99 2.16 2.38 2.66
Load on Rear Columns 6.860 0.351 0.398 0.432 0.476 0.531 -0.60 -0.20 -0.96 -1.09 -1.19 -1.31 -1.46
Load on Front Columns 6.860 0.351 0.398 0.432 0.476 0.531 -0.60 -0.20 -0.96 -1.09 -1.19 -1.31 -1.46
Load on Left side Trusses 5.563 0.351 0.398 0.432 0.476 0.531 -0.60 -0.20 -0.78 -0.89 -0.96 -1.06 -1.18
Load of Right side Trusses 5.563 0.351 0.398 0.432 0.476 0.531 -0.90 -0.20 -1.37 -1.55 -1.68 -1.85 -2.07
WL-7:- Angle=270° & Cpi= +0.2
Load on Left Columns 5.563 0.351 0.398 0.432 0.476 0.531 -0.60 0.20 -1.56 -1.77 -1.92 -2.12 -2.36
Load on Right Columns 5.563 0.351 0.398 0.432 0.476 0.531 -0.60 0.20 -1.56 -1.77 -1.92 -2.12 -2.36
Load on Rear Columns 6.860 0.351 0.398 0.432 0.476 0.531 -0.25 0.20 -1.08 -1.23 -1.33 -1.47 -1.64
Load on Front Columns 6.860 0.351 0.398 0.432 0.476 0.531 0.70 0.20 1.20 1.37 1.48 1.63 1.82
Load on Left side Trusses 5.563 0.351 0.398 0.432 0.476 0.531 -0.60 0.20 -1.56 -1.77 -1.92 -2.12 -2.36
Load of Right side Trusses 5.563 0.351 0.398 0.432 0.476 0.531 -0.90 0.20 -2.15 -2.44 -2.64 -2.91 -3.25
Page 23 of 46
WL-8:- Angle=270° & Cpi= -0.2
Load on Left Columns 5.563 0.351 0.398 0.432 0.476 0.531 -0.60 -0.20 -0.78 -0.89 -0.96 -1.06 -1.18
Load on Right Columns 5.563 0.351 0.398 0.432 0.476 0.531 -0.60 -0.20 -0.78 -0.89 -0.96 -1.06 -1.18
Load on Rear Columns 6.860 0.351 0.398 0.432 0.476 0.531 -0.25 -0.20 -0.12 -0.14 -0.15 -0.16 -0.18
Load on Front Columns 6.860 0.351 0.398 0.432 0.476 0.531 0.70 -0.20 2.16 2.46 2.67 2.94 3.28
Load on Left side Trusses 5.563 0.351 0.398 0.432 0.476 0.531 -0.60 -0.20 -0.78 -0.89 -0.96 -1.06 -1.18
Load of Right side Trusses 5.563 0.351 0.398 0.432 0.476 0.531 -0.90 -0.20 -1.37 -1.55 -1.68 -1.85 -2.07
Page 24 of 46
Wind Load Calculation as per IS:875-Part 3: 1987/2015 - Software Ba
Description Equations Values Units Refrences
NOTE: Values in Boxes with Blue color to be entered manually.
Design Wind Pressure pd= Kd*Ka*Kc*pz Not < 0.7*pz Cl 7.2, P9
Design Wind Pressure @ Height z pz= 0.6*Vz 2
Cl 7.2, P9
Design Wind Speed @ Height z Vz= Vb*K1*K2*K3*K4 Cl 6.3, P5
Sidewall= -0.80 D
For, Wind Angle=270° Sidewall= -0.80 A
Sidewall= -0.80 B
Leeward= -0.25 C
Windward= 0.80 D
Wind Pressure Coefficients: Internal: Cpi: Walls/Columns
Buildings with No Large Openings, 5% ±0.20
& Below, Internal pressure Coefficients=
Buildings with Medium Openings, 5% Cl 7.3.2, P11
±0.50
to 20%, Internal pressure Coefficients=
Buildings with Large Openings, 20% ±0.70
& Above, Internal pressure Coefficients=
Building Opening Details
Cl 7.3.1, P10
Leeward= -0.05
Cl 7.3.1, P10
For, Wind Angle=180°, +Cpi Leeward= -0.45
Windward= 0.60
Sidewall= -1.00
Sidewall= -1.00
For, Wind Angle=180°, -Cpi Leeward= -0.05
Windward= 1.00
Sidewall= -0.60
Sidewall= -0.60
For, Wind Angle=270°, +Cpi Sidewall= -1.00
Sidewall= -1.00
Leeward= -0.45
Windward= 0.60
For, Wind Angle=270°, -Cpi Sidewall= -0.60
Sidewall= -0.60
Leeward= -0.05
Windward= 1.00
K2-z= 0.388
K2-z= 0.636
K2-z= 0.807
K2-z= 0.963
Terrain, Roughness & Height K2-z= 0.984
Factor(Terrain Category - 3) K2-z= 1.007
K2-z= 1.016
K2-z= 1.032
K2-z= 1.045
K2-z= 1.087
Pd in Pd in
Story Name Story Height Total Height KN/m^2 KN/m^2
1987 Code 2015 Code
Story 20
Story 19
Story 18
Story 17
Story 16
Story 15
Story 14
Story 13
Story 12
Story 11
Story 10 2.946 22.377 0.772 0.540
Story 9 1.740 19.431 0.714 0.500
Story 8 1.994 17.691 0.695 0.487
Story 7 1.740 15.697 0.674 0.472
Story 6 1.994 13.957 0.663 0.464
Story 5 1.740 11.963 0.632 0.442
Story 4 1.994 10.224 0.606 0.424
Story 3 1.740 8.230 0.425 0.297
Story 2 2.527 6.490 0.264 0.185
Story 1 3.962 3.962 0.099 0.069
Base 0.000
87/2015 - Software Based
Refrences Remarks
entered manually.
Cl 7.2, P9
IS:875-
Cl 7.2, P9 Part 3:2015
Cl 6.3, P5
Cl 7.3.3.13, P16
IS:875- Columns/Walls
Cl 7.3.2, P11 Part 3:2015 Coefficients
Height Area in
in Mtr Sqmt
3.05 0.00
2.13 0.00
1.22 7.43
1.22 8.92
0.76 3.72
0.61 1.49
0.00
0.00
0.00
21.56
2114.88
1.02%
0.20
0.00 No Obstructions
1.00 Fully Blocked
Cpe-(+Cpi)
Cpe-(-Cpi)
Cpe-(+Cpi)
Cpe-(-Cpi)
Cl 7.3.1, P10
Cpe-(-Cpi)
Cl 7.3.1, P10
Cpe-(+Cpi)
Cpe-(-Cpi)
Cpe-(+Cpi)
Cpe-(-Cpi)
3.962
6.490
8.230
10.224
By Interpolation 11.963
& Extrapolation 13.957
15.697
17.691
19.431
22.377
3.962
6.490
8.230
10.224
11.963
Vz= Vb*K1*K2*K3*K4
13.957
15.697
17.691
19.431
22.377
3.962
6.490
8.230 IS:875-Part 3: 1987
10.224
11.963
pz= 0.6*Vz2
13.957
15.697
17.691
pz= 0.6*Vz2
19.431
22.377
3.962 0.069
6.490 0.185
8.230 0.297
10.224 0.424
pd= Kd*Ka*Kc*pz 11.963 0.442
and pd=
Not < 0.7*pz 13.957 0.464 0.7*pz
15.697 0.472
17.691 0.487
19.431 0.500
22.377 0.540
3.962
6.490
8.230 IS:875-Part 3: 2015
10.224
11.963
13.957
15.697
17.691
19.431
22.377
Y
1.22 y6
1.15 y5
1.10 y4 (301.1)
1.05 y3 (201.05)
(151.02)
1.02 y2
(100.98)
nates (From ETABS) 0.98 y1
x1 x2 x3
0 10 15 20
m= (y5-y4)/(x5-x4) m= (y6-y5)/(x6-x5)
m= 0.00249999999999999 m= 0.0014
Y-y1=m*(X-x1)
Rear Side-C
Wind angle: 0°
Left
Side-A
Front Side-D
Wind angle: 270°
Wind angle: 90°
Rear Side-C
On Columns/Walls
Left
Side-A
Front Side-D
ng Unit
Along -X Direction Along +Y Direction
Force, Dimension Normal Force,
Effective Effective Effective Effective
F= to Which WL to be F=
Height Area, Ae Height Area, Ae
Cf*Ae*Pd Calculated Cf*Ae*Pd
0.000 0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000 0.000
1.473 16.481 -15.265 12.205 1.473 17.980 16.654
2.343 26.213 -22.464 12.205 2.343 28.598 24.508
1.867 20.885 -17.424 12.205 1.867 22.786 19.010
1.867 20.885 -16.890 12.205 1.867 22.786 18.427
1.867 20.885 -16.622 12.205 1.867 22.786 18.134
1.867 20.885 -15.842 12.205 1.867 22.786 17.283
1.867 20.885 -15.176 12.205 1.867 22.786 16.557
1.867 20.885 -10.651 12.205 1.867 22.786 11.621
2.134 23.869 -7.570 12.205 2.134 26.041 8.259
1.981 22.164 -2.620 12.205 1.981 24.181 2.859
(1001.22)
(501.15)
x4 x5 x6 X
30 50 100
m= (y3-y2)/(x3-x2) m= (y4-y3)/(x4-x3)
m= 0.00600000000000001 m= 0.005
m= (y6-y5)/(x6-x5)
m= 0.0014
Right
Side-B
On Columns/Walls
Wind angle: 180°
Right
Side-B
Along -Y Direction
Dimension Normal Force,
Effective Effective
to Which WL to be F=
Height Area, Ae
Calculated Cf*Ae*Pd
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
0.000 0.000 0.000
12.367 1.473 18.219 -16.875
12.367 2.343 28.978 -24.833
12.367 1.867 23.088 -19.262
12.367 1.867 23.088 -18.671
12.367 1.867 23.088 -18.375
12.367 1.867 23.088 -17.513
12.367 1.867 23.088 -16.777
12.367 1.867 23.088 -11.775
12.367 2.134 26.386 -8.368
12.367 1.981 24.502 -2.897