Data for Analysis

1 Zone V
2 Height of Ground Storey 3.0m
3 Floor to Floor Height 3.0 m
4 Thickness of Internal Walls 125 mm including plaster
5 Seismic Analysis Equivalent static method
6 Size of Columns 500 X 500
Size of Beams 300 X 450
a. Roof 300 X 500
b. Tie beam 300 X 550
c. Others
7
8 Depth of Slab 130 mm
9 Floor Finish (FF) 1 KN/m2
10 Live Load on Roof 1.5 KN/m2
11 Live Load on Floor 2 KN/m2
12 Length of the Building 21.2 m
13 Width of the Building 19.02 m
14 Parapet Wall 1 m height of 125 mm thick
15 Foundation Depth From EGL 2.0 m

Determination of Total Base Shear

1 Weight of Slab per unit Area Ws = 25 Х 0.13=3.25 KN/m2
2 Self-Weight of Wall per unit Area Ww = 20 Х 0.125=2.5 KN/m2
Self-Weight of Beam per meter length
For roof beam Wbr= 25 Х 0.3 Х 0(.45-0.13) =2.4 KN/m
3 For tie beam Wbt =25 X 0.3(0.5-0.13) =2.775 KN/m
Other Wbo=25 X 0.3 X (0.55-0.13) =3.15 KN/m

4 Floor Finish (FF) FF = 1 KN/m2

A = (4.42+3.73+2.72+3.73+4.42) X (3.6/2 +
5 Tributary area 3.6/2) =19.02 X 3.6 = 68.472 m2
 Live Load
L1 Live Load on roof 0
Live Load on floors 25% of 2 KN/m2 = 0.5 KN/m2
Total Live Lad on
L2 beam (ABCDEF)4 0.5 X A = 0.5 X 68.472 = 34.236 KN
For Roof Level
Beam (ABCDEF)4

A1 Weight from Slab (Ws+ FF) X A = (3.25+1) X 68.472=291.006 KN

Self-weight of beam
A2L (longitudinal) (Wbr X Length of ABCDEF) = 2.4 X 19.02 = 45.648 KN
Self-weight of beam
A2T (Transverse) Wbr X (1.8+1.8) X 6 =2.4 X 3.6 X 6 = 51.84 KN
Weight of column 5th
A3 storey 0.5X0.5X3.0X25X6 = 112.5 KN
Weight of wall 5th Ww X (Floor Ht.- Thickness of Beam) X Length of
storey "T" (ABCDEF)
A4 2.5 X (3.0-0.45) X19.02 = 121.25 KN
A5 Weight of Parapet wall 2.5X1X(3.6/2 + 3.6/2) X 2 = 18KN
Total Weight on beam
ABCDEF (A1+A2L+A2T+A3/2+A4/2+A5+L1)
291.006+45.648+51.84+112.5/2+121.25/2+18+0
523.37KN

For 4th Floor

Beam ABCDEF
B1 Weight from Slab (Ws+FF) X A= (3.25+1.0) X 68.472=291.006 KN
Self-Weight of beam
B2L WboX Length of ABCDEF =3.15X19.02 =59.913 KN
(Longitudinal)
Self-Weight of beam
B2T Wbo X (1.8+1.8) X 6= 3.15X (1.8+1.8) X6 = 68.04 KN
(Transverse)
Weight of wall 5th
B3L 2.5 X (3.0-0.5) X19.02= 118.875 KN
storey
(Longitudinal)
Weight of wall from
B4L 2.5 X (3.0-0.5) X 19.02 = 118.875 KN
4thstorey
 (Longitudinal)
Weight of wall 5th
B3T Ww X (Floor Ht.-Thickness of Beam) X (1.8+1.8) X 6
storey
(Transverse) 2.5 X (3.0-0.5) X 3.6 X 6 = 135 KN
Weight of wall
B4T Ww X (Floor Ht.-Thickness of Beam) X (1.8+1.8) X 6
4thstorey
(Transverse) 2.5 X (3.0-0.5) X 3.6 X 6 = 135 KN
Weight of column of
B5 0.5 X 0.5 X 3.0 X 25 X 6 = 112.5 KN
5thStorey
Weight of column of
B6 0.5 X 0.5 X 3.0 X 25 X 6 = 112.5 KN
2nd Storey "T"
Total Weight on (B1+B2L+B2T+B3L/2+B4L/2+B3T/2+B4T/2+B5/2+B6
ABCD /2+L2)
291.006+59.913+68.04+118.875/2+118.875/2+135/2+13
5/2+112.5/2+112.5/2+ 34.236
785.334 KN

785.334 KN
For 3rd Floor

For 2nd Floor 785.334 KN

For 1st Floor 785.334 KN

For Ground Floor

Self-Weight of beam
F1L Wbt X Length of ABCDEF = 2.775 X 19.02 = 52.78 KN
(Longitudinal)
Self-Weight of beam
F1T (Transverse) Wbt X (1.8+1.8) X 6 = 2.775 X (1.8+1.8) X 6 = 59.94 KN
Weight of wall 1st
F2L storey Ww X (Floor Ht.-Thickness of Beam) X length of ABCD
(Longitudinal) 2.5 X (3.0-.45) X 19.02 = 121.25 KN
Weight of wall 1st
F2T storey
(transverse) 2.5 X (3-0.450) X 3.6 X 6=137.7 KN
Weight of column 1st
F3 storey 0.5 X 0.5 X 25 X 3 X 6=112.5 KN
 Weight of column
F4 below the tie beam 0.5 X 0.5 X 2 X 25 X 6=75 KN
Total weight on
ABCDEF (F1L+F1T+F2L/2+F2T/2+F3/2+F4/2)
(52.7805+59.94+121.25+137.7+112.5+75/2)
335.95 KN

Seismic Weight of the

Building Frame
W= 523.37+785.334+785.334+785.334+785.334+335.95

4000.65 KN

Total Base Shear Vb = Ah X W

Z S
X
2 g
Where, Ah =
R
I
Now, Z = Zone Factor = 0.36

I = Importance Factor = 1.0

R = Response Reduction factor = 5

for SMRF
009 h
Ta=
√d
= (0.09X17) /√ 19.02
= 0.3508
Sa/g = 2.5
For Ta = 0.3508

0.36
X 2.5
2
So, Ah = = 0.09
5
1
 Thus, Vb= 0.09 X
Total 4000.65 =
Base 360.0585
Shear, KN

Design Lateral Loads at each floor

Q = Vb X
W h 2
Wih i Vb
Level Wihi2
in KN in meter ∑ Wihi2 In KN Wih i 2
∑ Wihi2
Roof level 523.37 17 151253.93 0.3208 360.0585 115.51

4th floor 785.33 14 153924.68 0.3265 360.0585 117.56

3rd Floor 785.33 11 95024.93 0.2015 360.0585 72.55

2nd Floor 785.33 8 50261.12 0.1066 360.0585 38.38

1st Floor 785.33 5 19633.25 0.0416 360.0585 14.97

Tie Beam 335.95 2 1343.8 0.002285 360.0585 1.026

115.12 Ʃ= 471441.71 Ʃ= 359.996

 Fig 5.2 – Horizontal Seismic forces

117.56

72.55

38.38

14.97

1.026

Fig 5.3–Typical Column Shear Force

P 2P 2P 2P 2P P
  10P
Shear
5.2.2 Column for= intermediate
shear 115.12 column = 23.024 KN

Level 4:
 Q + 2Q + 2Q + 2Q + 2Q + Q= 115.12 + 117.56=232.68
 10Q =232.68
 Q = 23.268KN

Shear for end column = 23.268 KN

Shear for intermediate column = 46.536 KN

Level 3:
 R + 2R + 2R + 2R + 2R + R = 115.12 + 117.56 + 72.55
 10R = 305.23
 R = 30.3523 KN

Shear force for end column = 30.523 KN

Shear force for intermediate column = 61.046 KN
Level 2:
 S + 2S + 2S + 2S + 2S + S = 115.12 + 117.56 + 72.55 + 38.38
 10S = 343.61
 S = 34.361 KN

Shear force for end column = 34.361 KN

Shear force for intermediate column = 68.722 KN
Level 1:
 T + 2T + 2T + 2T + 2T + T = 115.12 + 117.56 + 72.55 + 38.38 + 14.97
 10T = 358.58 KN
 T = 35.858 KN

Shear force for end column = 35.858 KN

Shear force for intermediate column = 71.716 KN
Level 0:
 U + 2U + 2U + 2U + 2U + U = 115.12 + 117.56 + 72.55 + 38.38 + 14.97 +
1.026
 10U = 359.606 KN
 U = 35.9606 KN

Shear force for end column = 35.9606 KN

Shear force for intermediate column = 71.9212 KN
Column Moment:

Level 5:
3
End column moment at top or bottom = 11.512 X = 17.277 KNm
2
3
Intermediate column moment at top or bottom = 23.024 X = 34.54 KNm
2
Level 4:
3
End column moment at top or bottom = 23.268 X = 34.90 KNm
2
3
Intermediate column moment at top or bottom = 46.536 X = 69.80 KNm
2
Level 3:
3
End column moment at top or bottom = 30.523 × =45.78 KNm
2
3
Intermediate column moment at top or bottom = 61.046 X = 91.57 KNm
2
Level 2:
3
End column moment at top or bottom =34.361 X = 51.54 KNm
2
3
Intermediate column moment at top or bottom = 68.722 X = 103.08 KNm
2
Level 1:
3
End column moment at top or bottom = 35.858 X = 53.79 KNm
2
3
Intermediate column moment at top or bottom = 71.716 X = 107.57 KNm
2
Level 0:
2
End column moment at top or bottom = 35.9606 X = 35.96 KNm
2
2
Intermediate column moment at top or bottom = 71.9212 X = 71.92 KNm
2
Beam Moment:

Level 5:
 M A46B46 = M A46B45 = 17.27 KNm
 M B46A46 = MA46B46 =17.27 KNm
 M B46B45 = M B46A46 + M B46C46
 34.54 = 17.27 + M B46C46
 M B46C46 = 17.27 KNm

Therefore, M B46C46 = M C46B46 = 17.27 KNm

 M C46B46 + M C46D46 = M C46C45
 17.27 + M C46D46 = 34.54
 M C46D46 = 17.27 KNm
 M D46C46 = M C46D46 = 17.27 KNm
 M D46D45 = M D46C46 + M D46E46
 M D46E46 = M E46D46 = 17.27 KNm
 M E46E45 = M E46D46 + M E46B46
 34.54 = 17.27 + M E46F46
 M E46F46 = M F46E46 = 17.27 KNm

Level 4:
 M A45B45 = M A45A44 + M A46A45
 M A45B45 = 34.90 + 17.27
 M A45B45 = M B45A 45 = 52.17
 M B45A45 + M B45C45 = M B45B46 + M B45B44
 52.17 + M B45C45 = 34.54 + 69.80
 M B45C45 = 52.17 KNm

 M B45C45 = M C45B45 = 52.17 KNm

 M C45B45 + M C45D45 = M C45C46 + M C45C44
 52.17 + M C45D45 = 34.54 + 69.8
 M C45D45 = 52.17 KNm
Similarly, M D45E45 = M E45D45 = 52.17 KNm
M F45E45 = M F46F45 + M F45F44 = 17.27 + 34.90 = 52.17 KNm

Level 3:
 M A44B44 = M A44A45 + M A44A45
 M A44B44 = 34.90 + 45.78 = 80.68 KNm
 M B44A44 + MB44C44 = M B44B45 + M B44B43
 80.68 + M B44C44 = 69.80 + 91.57
 M B44C44 = 80.69 KNm = M C44B44

Similarly,
 M C44D44 = M D44C44 = 80.69 KNm
 M D44E44 = M E44D44 = 80.69 KNm
 M E44F44 = M F45F44 + M F44F43 = 34.90 + 45.78 = 80.68 KNm

Level 2:

 M A43B43 = M A44A43 + M A43A42

 45.78 + 51.54 = 97.32 KNm = M B43A43
 M B43A43 + M B43C43 = M B43B44 + M B43B42
 97.32 + M B43C43 = 91.57 + 103.08
 M B43C43 = 97.33 KNm = M C43B43

Similarly,
 M C43D43 = M D43C43 = 97.33 KNm
 M D43E43 = M E43D43 = 97.33 KNm
 M E43F43 = M F43F44 + M F43F42 = 45.78 + 51.54 = 97.32 KNm

Level 1:

 M A42B42 = M A42A43 + M A42A41 = 51.54 + 53.79 = 105.33 KNm = M B42A42

 M A42B42 + M B42C42 = M B42B43 + M B42B41

 105.33 + M B42C42 = 103.08 + 107.57
 M B42C42 = 105.32 KNm = M C42B42

Similarly,
 M C42D42 = M D42C42 = 105.33 KNm
 M D4E4 = M E4D4 = 105.33 KNm
 M E42F42 = M F42F43 + M F42F41 = 51.54 + 53.79 = 105.33 KNm

Level 0:
 M A41B41 = M A41A42 + M A41A40 = 53.79 + 35.96 = 89.75 KNm
 M B41B42 + M B41B40 = M A41B41 + M B41C41
 107.57 + 71.92 = 89.75 + M B41C41
 M B41C41 = 89.74 KNm = M C41B41

Similarly,
 M C41D41 = M D41C41 = 89.74 KNm
 M D41E41 = M E41D41 = 89.74 KNm

 M E41F41 = M F41F42 + M F41F40

 53.79 + 35.96 = 89.75 KNm

Beam Shear:

17.27
SF in A46B46 = 4.42 = 7.81 KN
2
17.27
SF in B46C46 = 3.73 = 9.26 KN
2
17.27
SF in C46D46 = 2.72 =12.70 KN
2
17.27
SF in D46E46 = 3.73 = 9.26 KN
2
17.27
SF in E46F46 = 4.42 = 7.81 KN
2
52.17
SF in A45B45 = 4.42 = 23.61 KN
2
52.17
SF in B45C45 = 3.73 = 27.97 KN
2
52.17
SF in C45D45 = 2.72 = 38.36 KN
2
 52.17
SF in D45E45 = 3.73 = 27.97 KN
2
52.17
SF in E45F45 = 4.42 = 23.61KN
2
80.68
SF in A44B44 = 4.42 =36.51 KN
2
80.69
SF in B44C44 = 3.73 = 43.27KN
2
80.69
SF in C44D44 = 2.72 = 59.33 KN
2
80.69
SF in D44E44 = 3.73 = 43.27KN
2
80.68
SF in E44F44 = 4.42 = 36.51 KN
2
97.32
SF in A43B43= 4.42 = 44.04 KN
2
97.33
SF in B43C43= 3.73 = 52.19 KN
2
97.33
SF in C43D43 = 2.72 = 71.57 KN
2
97.33
SF in D43E43 = 3.73 = 52.19 KN
2
97.32
SF in E43F43 = 4.42 = 44.04 KN
2
105.33
SF in A42B42 = 4.42 = 47.66 KN
2
 105.32
SF in B42C42 = 3.73 = 56.47 KN
2
105.3
SF in C42D42 = 2.72 = 77.44 KN
2
105.32
SF in D42E42 = 3.73 = 56.47 KN
2
105.33
SF in E42F42 = 4.42 = 47.66 KN
2
89.75
SF in A41B41 = 4.42 = 40.61 KN
2
89.74
SF in B41C41 = 3.73 = 48.12 KN
2
89.74
SF in C41D41 = 2.72 = 65.99 KN
2
89.74
SF in D41E41 = 3.73 = 48.12 KN
2
89.75
SF in E6F6 = 4.42 = 40.61 KN
2
 LENGTH
MOMENTS SHEAR FORCE
AXIAL
LEVEL MEMBER
LEFT FORCE
RIGHT LEFT RIGHT
SPAN (+VE)
(-VE) (+VE) (-VE)
COLUMS

A46-A45 3 17.27 -17.27 11.512 -11.512 -7.81

B46-B45 3 34.54 -34.54 23.024 -23.024 -1.45
C46-C45 3 34.54 -34.54 23.024 -23.024 -3.44
D46-D45 3 34.54 -34.54 23.024 -23.024 3.44
ROOF E46-E45 3 34.54 -34.54 23.024 -23.024 -1.45
F46-F45 3 17.27 -17.27 11.512 -11.512 -7.81
BEAMS
A46-B46 4.42 17.27 -17.27 7.81 -7.81
B46-C46 3.73 17.27 -17.27 9.26 -9.26
C46-D46 2.72 17.27 -17.27 12.70 -12.70
D46-E46 3.73 17.27 -17.27 9.26 -9.26
E46-F46 4.42 17.27 -17.27 7.81 -7.81
COLUMS
A45-A44 3 34.90 -34.90 23.268 -23.268 -23.61
B45-B44 3 69.80 -69.80 46.536 -46.536 -4.36
C45-C44 3 69.80 -69.80 46.536 -46.536 -10.39
D45-D44 3 69.80 -69.80 46.536 -46.536 10.39
E45-E44 3 69.80 -69.80 46.536 -46.536 4.36
F45-F44 3 34.90 -34.90 23.268 -23.268 -23.61
BEAMS
4
A45-B45 4.42 52.17 -52.17 23.61 -23.61
B45-C45 3.73 52.17 -52.17 27.97 -27.97
C45-D45 2.72 52.17 -52.17 38.36 -38.36
D45-E45 3.73 52.17 -52.17 27.97 -27.97
E45-F45 4.42 52.17 -52.17 23.61 -23.61
COLUMS
A44-A43 3 45.78 -45.78 30.523 -30.523 -36.51
B44-B43 3 91.57 -91.57 61.046 -61.046 -6.76
C44-C43 3 91.57 -91.57 61.046 -61.046 -16.06
D44-D43 3 91.57 -91.57 61.046 -61.046 16.06
E44-E43 3 91.57 -91.57 61.046 -61.046 6.76
3 F44-F43 3 45.78 -45.78 30.523 -30.523 -36.51
BEAMS
A44-B44 4.42 80.68 -80.68 36.51 -36.51
B44-C44 3.73 80.69 -80.69 43.27 -43.27
C44-D44 2.72 80.69 -80.69 59.33 -59.33
D44-E44 3.73 80.69 -80.69 43.27 -43.27
E44-F44 4.42 80.68 -80.68 36.51 -36.51
2 COLUMS
A43-A42 3 51.54 -51.54 34.361 -34.361 -44.04
 B43-B42 3 103.08 -103.08 68.722 -68.722 -8.15
C43-C42 3 103.08 -103.08 68.722 -68.722 -19.38
D43-D42 3 103.08 -103.08 68.722 -68.722 19.38
E43-E42 3 103.08 -103.08 68.722 -68.722 8.15
F43-F42 3 51.54 -51.54 34.361 -34.361 -44.04
BEAM
A43-B43 4.42 97.32 -97.32 44.04 -44.04
B43-C43 3.73 97.33 -97.33 52.19 -52.19
C43-D43 2.72 97.33 -97.33 71.57 -71.57
D43-E43 3.73 97.33 -97.33 52.19 -52.19
E43-F43 4.42 97.32 -97.32 44.04 -44.04
COLUMS
A42-A41 3 53.79 -53.79 35.858 -35.858 -47.66
B42-B41 3 107.57 -107.57 71.716 -71.716 -8.81
C42-C41 3 107.57 -107.57 71.716 -71.716 -20.97
1
D42-D41 3 107.57 -107.57 71.716 -71.716 20.97
E42-E41 3 107.57 -107.57 71.716 -71.716 8.81
F42-F41 3 53.79 -53.79 35.858 -35.858 -47.66

BEAMS
A42-B42 4.42 105.33 -105.33 47.66 -47.66
B42-C42 3.73 105.32 -105.32 56.47 -56.47
C42-D42 2.72 105.32 -105.32 77.44 -77.44
D42-E42 3.73 105.32 -105.32 56.47 -56.47
E42-F42 4.42 105.33 -105.33 47.66 -47.66

COLUMS
A41-A40 3 35.96 -35.96 35.96 -35.96 -40.61
B41-B40 3 71.92 -71.92 71.92 -71.92 -7.51
C41-C40 3 71.92 -71.92 71.92 -71.92 -17.87
0 D41-D40 3 71.92 -71.92 71.92 -71.92 17.87
E41-E40 3 71.92 -71.92 71.92 -71.92 7.51
F41-F40 3 35.96 -35.96 35.96 -35.96 -40.61
BEAMS
A41-B41 4.42 89.75 -89.75 40.61 -40.61
B41C41 3.73 89.74 -89.74 48.12 -48.12
C41-D41 2.72 89.74 -89.74 65.99 -65.99
D41-E41 3.73 89.74 -89.74 48.12 -48.12
E41-F41 4.42 89.75 -89.75 40.61 -40.61