Building Structure calculation

Beam Analysis Calculation (Chong Jia Yi)
Ground floor Beam, H’45
Beam Self Weight = Beam Size x Concrete Density
= 0.15m x 0.3m x 24 kN/m3
=1.08 kN/m2
Wall Self Weight = Wall Height x Wall Thickness x Brick density
= 3m x 0.15m x 19 kN/m2
= 8.55 kN/m2
Dead Load on slab A (two way slab)
Load is transferred to beam H’45 in a UDL form
Dead load from slab A = Dead load on slab x (Lx /2)
= 3.6 kN/m2
x (1.625m /2)
= 2.925 kN/m2
= 3.6 kN/m2
x (1.8m /2) x (2/3)
= 2.16 kN/m2
Total Dead Load= 1.08 kN/m2
+ 8.55 kN/m2
+ 2.925 kN/m2
+ 2.16 kN/m2
= 14.715 kN/m2
A
B
2.925 kN/m2
8.55 kN/m2
1.08 kN/m2
2.16 kN/m2
14.715 kN/m2

Live Load on Slab A (Two way slab)
Live load from slab A = Live load factor x (Lx /2)
= 1.5 kN/m2
x (1.625m /2)
= 1.219 kN/m2
Live Load on Slab B (Two way slab)
Live load from slab B = Live load factor x (Lx /2) x 2/3
= 1.5 kN/m2
x (1.8 /2) x 2/3
= 0.9 kN/m2
Total Live load = 1.219 kN/m2
+ 0.9 kN/m2
= 2.119 kN/m2
Ultimate Load
Apply factor 1.4 and 1.6 to dead load and live load respectively.
Dead load = 14.715 kN/m2
x 1.4 = 20.601kN/m
Live Load = 2.119 kN/m2
x 1.6 = 3.39 kN/m
Ultimate load = 20.601 kN/m2
+ 3.39 kN/m2
= 23.991 kN/m2
Reaction Force
∑M = 0
= R4 (1.8) – 23.99(1.8)(1.8/2)
= 1.8 R4 – 38.86 kN/m2
R4 = 21.59 kN/m2
∑Fy = 0
= R4 + R5 – 23.99(1.8)
R5 = 21.59 kN/m2
1.219 kN/m2
0.9 kN/m2
2.119 kN/m2
23.991 kN/m2
1.8m
4 5
1.8m
21.59 kN
23.991 kN/m2
4 5
21.59 kN

Shear Force Diagram
Area (+) = 0.5 x 21.59 x 0.9
= 9.72
Area (-) = 0.5 x 21.59 x 0.9
= 9.72
Bending Moment Diagram
21.59 kN
0 kN
-21.59 kN
0 kN(+)
(-)
9.72
0
4 5
4 5

Ground floor Beam, GJ’ 5
= 0.15m x 0.3m x 24 kN/m3
=1.08 kN/m2
Wall Self Weight = Wall Height x Wall Thickness x Brick density
= 3m x 0.15m x 19 kN/m2
= 8.55 kN/m2
Dead Load on slab C (two way slab)
Load is transferred to beam GJ’5 in a UDL form
Dead load from slab C = Dead load on slab x (Lx /2) x 2/3
= 3.6 kN/m2
x (4m /2) x 2/3
= 4.8 kN/m2
Dead load from slab A = Dead load on slab x (Lx /2) x 2/3
= 3.6 kN/m2
x (1.625m /2) x 2/3
= 1.95 kN/m2
Dead Load on slab B (two way slab)
= 3.6 kN/m2
x (1.8 m /2)
= 3.24 kN/m2
Total Dead Load GJ’5 xy
= 1.95 kN/m2
+ 1.08 kN/m2
+ 4.8 kN/m2
+ 8.55 kN/m2
= 16.38 kN/m2
Total Dead Load GJ’5 yz
= 3.24kN/m2
+ 1.08 kN/m2
+ 4.8 kN/m2
+ 8.55 kN/m2
= 17.67 kN/m2
8.55 kN/m2
1.08 kN/m2
x zy
x
y
z
A
B
C
1.95kN/m2
4.8 kN/m2
3.24kN/m2
17.67kN/m2
16.38
kN/m2

Load is transferred to beam GJ’5 xy in a UDL form
Live load from slab A = Live load factor x (Lx /2) x (2/3)
= 1.5 kN/m2
x (1.625m /2) x (2/3)
= 0.8125 kN/m2
Load is transferred to beam GJ’5yz in a UDL form
= 1.5 kN/m2
x (1.8m /2)
= 1.35 kN/m2
Live load from slab A = Live load factor x (Lx /2) x 2/3
= 1.5 kN/m2
x (4m /2) x 2/3
= 2 kN/m2
Total Live Load on Beam GJ’5 xy
= 0.8125 kN/m2
+2 kN/m2
= 2.8125 kN/m2
Total Live Load on Beam GJ’5 yz
= 1.35 kN/m2
+2 kN/m2
= 3.35 kN/m2
Ultimate Load
Beam GJ’5 xy
x 1.4 = 22.932kN/m
x 1.6 = 4.5 kN/m
+ 4.5 kN/m2
= 27.432 kN/m2
Beam GJ’5 yz
x 1.4 = 24.638kN/m
x 1.6 = 5.36 kN/m
+ 5.36 kN/m2
= 30.098 kN/m2
0.8125
kN/m2
yx z
1.35
kN/m2
2 kN/m2
3.35
kN/m2
2.8125
kN/m2
30.098
kN/m2
27.432
kN/m2

Reaction Force
∑M = 0
= Rx (4) – 27.432(1.625)(3.1875) – 21.59(2.375)- 30.098(2.375)(1.1875)
= 4Rx – 142.09 kN/m2
– 48.308kN/m2
– 84.8858 kN/m2
Rx = 68.821 kN
∑Fy = 0
= Rx + Rz – 27.432(1.625) – 30.098(2.375) – 21.59
Rz = 68. 829kN
Shear force diagram
Area (+) = [(68.821+24.244)/2 x 1.625] + [(0.5)(2.375 x 2.654/(62.829 + 2.654)(2.654) ]
= 71.458 + 0.128
= 71.586
Area (-) = 0.5 x 62.829 x (2.375-0.096)
= 71.586
Bending Moment diagram
68.821 kN 68.829 kN
yx z
27.432
kN/m2
30.098
kN/m2
1.625 2.375
(-)
(+)
68.821
24.244
2.654
62.829
71.586
x z
x y z

First floor Beam, FC’5
= 0.15m x 0.3m x 24 kN/m3
=1.08 kN/m2
Wall Self Weight
Load is transferred to beam FC’5 xy in a UDL form
= Wall Height x Wall Thickness x Brick density
= 3m x 0.15m x 19 kN/m2
= 8.55 kN/m2
Dead Load on slab B (two way slab)
Load is transferred to beam FC’5 in a UDL form
Dead load from slab C = Dead load on slab x (Lx /2)
= 3.6 kN/m2
x (4.7m /2)
= 8.46 kN/m2
= 3.6 kN/m2
x (3.6m /2) x 2/3
= 4.32 kN/m2
Load is transferred to beam FC’5 yz in a UDL form
= 3.6 kN/m2
x (3.365 m /2)
= 6.057 kN/m2
Total Dead Load FC’5 xy
= 1.08 kN/m2
+ 8.46 kN/m2
+ 4.32 kN/m2
+ 8.55 kN/m2
= 22.41 kN/m2
Total Dead Load FC’5 yz
= 1.08kN/m2
+ 8.46 kN/m2
+ 6.057 kN/m2
= 15.597 kN/m2
8.55
kN/m2
1.08 kN/m2
x zy
x
y
z
A
B
C
4.32kN/m2
8.46 kN/m2
6.057kN/m2
15.597kN/m2
22.41
kN/m2

Live load from slab C = Live load factor x (Lx /2) x (2/3)
= 1.5 kN/m2
x (3.6m /2) x (2/3)
= 1.8 kN/m2
Load is transferred to beam FC’5 yz in a UDL form
= 1.5 kN/m2
x (3.365m /2)
= 2.524 kN/m2
Load is transferred to beam FC’5 in a UDL form
= 1.5 kN/m2
x (4.7m /2)
= 3.525 kN/m2
Total Live Load on Beam FC’5 xy
= 1.8 kN/m2
+3.525 kN/m2
= 5.525 kN/m2
Total Live Load on Beam FC’5 yz
= 3.525 kN/m2
+2.524 kN/m2
= 6.049 kN/m2
Ultimate Load
Beam FC’5 xy
x 1.4 = 31.374 kN/m
x 1.6 = 8.52 kN/m
+ 8.52 kN/m2
= 39.894 kN/m2
Beam FC’5 yz
x 1.4 = 21.836kN/m
x 1.6 = 9.678 kN/m
+ 9.678 kN/m2
= 31.514 kN/m2
1.8
kN/m2
yx z
2.524
kN/m2
3.525
kN/m2
6.049
kN/m2
5.525
kN/m2
31.514
kN/m2
39.894
kN/m2

Reaction Force
∑M = 0
= Rx (4.841) – 31.514(3.9)(1.95) – 181.05(3.9)- 39.894(0.941)(4.3705)
= 4.841R4 – 239.664 kN/m2
– 706.095kN/m2
– 164.069 kN/m2
Rx = 225.228 kN
∑Fy = 0
= Rx + Rz – 31.514(3.9) – 39.894(0.941) – 181.05
Rz = 116.267kN
Shear force diagram
Area (+) = [(187.668+225.228)/2 x 0.941] + [(0.5)(6.638 x 3.9/122.905) (2.654) ]
= 194.268 + [(0.5)(0.211) (2.654) ]
= 194.268 + 0.173
= 194.441
Area (-) = 0.5 x 116.267 x (3.9- 0.211)
= 194.441
225.228 kN 116.267 kN
yx z
39.894
kN/m2
31.514
kN/m2
0.941 3.9
(-)
(+)
225.228
187.668
6.638
116.267
194.441
x z
x y z

First floor Beam, C’36
= 0.15m x 0.3m x 24 kN/m3
=1.08 kN/m2
Wall Self Weight
= Wall Height x Wall Thickness x Brick density
= 3m x 0.15m x 19 kN/m2
= 8.55 kN/m2
Dead Load on slab B (one way slab)
Load is transferred to beam C’36 in a UDL form
Dead load from slab C = Dead load on slab x (Lx /2)
= 3.6 kN/m2
x (1.775m /2)
= 3.195 kN/m2
Load is transferred to beam C’36 xy in a UDL form
= 3.6 kN/m2
x (3.365m /2) x 2/3
= 4.038 kN/m2
Load is transferred to beam C’36 yz in a UDL form
= 3.6 kN/m2
x (4.7 m /2) x 2/3
= 5.64 kN/m2
Total Dead Load C36 xy
= 1.08 kN/m2
+ 8.55 kN/m2
+ 3.195 kN/m2
+ 4.038 kN/m2
= 16.863kN/m2
Total Dead Load C36 yz
= 1.08 kN/m2
+ 8.55 kN/m2
+ 3.195 kN/m2
+ 5.64 kN/m2
= 18.465 kN/m2
8.55 kN/m2
1.08 kN/m2
x zy
x y z
A
B
C
4.038 kN/m2
3.195 kN/m2
5.64
kN/m2
16.863kN/m2
18.465
kN/m2

Load is transferred to beam C’36 xy in a UDL form
Live load from slab C = Live load factor x (Lx /2) x (2/3)
= 1.5 kN/m2
x (3.365m /2) x (2/3)
= 1.683 kN/m2
Live Load on Slab C (Two way slab)
Load is transferred to beam C’36 yz in a UDL form
Live load from slab A = Live load factor x (Lx /2) x (2/3)
= 1.5 kN/m2
x (4.7m /2) x (2/3)
= 2.35 kN/m2
Load is transferred to beam C’36 in a UDL form
= 1.5 kN/m2
x (1.775m /2)
= 1.33 kN/m2
Total Live Load on Beam C’36 xy
= 1.683 kN/m2
+ 1.33 kN/m2
= 3.015 kN/m2
Total Live Load on Beam C’36 yz
= 2.35 kN/m2
+ 1.33 kN/m2
= 3.68 kN/m2
Ultimate Load
Beam C36 xy
x 1.4 = 23.608 kN/m
x 1.6 = 4.824 kN/m
+ 4.824 kN/m2
= 28.432 kN/m2
Beam C36 yz
x 1.4 = 25.851 kN/m
x 1.6 = 5.888 kN/m
+ 5.888 kN/m2
= 31.739 kN/m2
1.683
kN/m2
yx z
2.35
kN/m2
1.33 kN/m2
3.68
kN/m2
3.015
kN/m2
31.739
kN/m2
28.432
kN/m2

Reaction Force
∑M = 0
= Rz (4) – 28.432(2.4)(1.2) – 112.243(3.9)- 31.739(1.6)(3.2)
= 4Rz – 81.884 kN/m2
– 437.748kN/m2
– 162.502 kN/m2
Rz = 128.443 kN
∑Fy = 0
= Rx + Rz – 28.432(2.4) – 31.739(1.6) – 112.243
Rx = 102.819kN
Shear force diagram
Area (+) = (102.819+34.582)/2 x 2.4
= 164.882
Area (-) = (128.443+77.661)/2 x 1.6
= 164.882
102.819 kN 128.443 kN
yx z
28.432
kN/m2
31.739
kN/m2
2.4 0.8
(-)
(+)
102.819
34.582
-128.443
164.882
-77.661
x z
x y z

COLUMN ANALYSIS CALCULATION (Chong Jia Yi)
COLUMN F5
DEAD LOAD
ROOF
Roof slab dead load = 1 kN/m2
Area = 3.75m x 5.25m
= 19.688 m2
Dead load of roof slab = 19.688 m2
x 1 kN/m2
= 19.688 kN
Beam Self-weight = (2.42m+2.9m+2.35m+1.33m) x 1.08 kN/m2
= 9.72 kN
Total dead load on roof = 19. 688 kN + 9.72kN
= 29.408kN
FIRST FLOOR
Slab load = (1.33m+2.42m) x (2.9m+2.35m) – (1.33m x 2.35m) x 3.6 kN/m2
= (19.688 m2
– 3.126 m2
) x 3.6 kN/m2
= 59.623 kN
Wall load = (2.9m+2.35m-1.585m) + (2.42m-1.08m) + 2.35m x 8.55 kN/m2
= 62.885 kN
= 9.72 kN
Total dead load on first floor = 59.623kN + 62.885kN + 9.72kN
= 132.228 kN
GROUND FLOOR
Slab load = (3.75m x 5.25m) x 3.6 kN/m2
= 70.875 kN
Wall load = 2.35m x 8.55 kN/m2
= 10.9 kN
= 9.72 kN
Total dead load on ground floor = 70.875 kN+10.9 kN+9.72 kN
= 91.495 kN

TOTAL DEAD LOAD ON COLUMN F5
= 29.408kN + 132.228 kN + 91.495 kN
= 259.131 kN
LIVE LOAD
ROOF
Roof slab = (19.688 m2
)x 0.5 kN/m2
= 9.844 kN
FIRST FLOOR
Slab (Study room) = (2.42 x 2.35) x 2.5 kN/m2
= 4.77 m2
x 2.5 kN/m2
= 11.925 kN
Slab (Bedroom and living room) = (19.688 m2
– 3.126 m2
- 4.77 m2
) x 2.0 kN/m2
= 23.584 kN
Total live load on first floor = 11.925kN + 23.584 kN
= 35.509 kN
GROUND FLOOR
Slab (Store room) = (1.33 x 2.35) x 2.5 kN/m2
= 3.126 x 2.5 kN/m2
= 7.815 kN
Slab (Dining room and living room) = (19.688 m2
– 3.126 m2
) x 2.0 kN/m2
= 33.124 kN
Total live load on first floor = 7.815 kN + 33.124 kN
= 40.939 kN
TOTAL LIVE LOAD ON COLUMN F5
= 9.844kN + 35.509 kN + 40.939 kN
= 86.292 kN
Ultimate load
= (259.131 kN x 1.4) + (86.292 kN x 1.6)
= 362.783 + 138.067
= 500.85 kN

Assumption
fcu (Concrete strength) = 30N/mm2
fy (yield strength of steel) = 250 N/ mm2
Ac (cross section of concrete column) = 300 x 300 = 90000mm2
Asc (steel content in a column) = 90000 mm2
x 2% = 1800 mm2
N (capacity of concrete)
= 0.4 fcu Ac + 0.8 Asc fy
= 0.4 (30)(90000)+ 0.8 (1800)(250)
= 1080000+ 360000
= 144 0000 N
= 1440 kN
Conclusion (Solution of column size)
= 0.4 (30)(150x 225)+ 0.8 (150 x 225 x 2%)(250)
= 405 000 +135 000
= 540 000 N
= 540 kN
The suitable size for column F5 is 150 mm x 225mm, which can sustain ultimate load of 500.85 kN

COLUMN J5 (Chong Jia Yi)
DEAD LOAD
ROOF
Roof slab dead load = 1 kN/m2
Area = 2m x 2.9m
= 5.8 m2
Dead load of roof slab = 5.8 m2
x 1 kN/m2
= 5.8 kN
Beam Self-weight = (2.9m+2m) x 1.08 kN/m2
= 5.292 kN
Total dead load on roof = 5.8 kN + 5.292kN
= 11.092 kN
FIRST FLOOR
Slab load = (2m x 2.9m) x 3.6 kN/m2
= 20.88 kN
Wall load = (2.9m+2m+0.9m +0.625m+1.625m) x 8.55 kN/m2
= 68.828kN
Beam Self-weight = (2.9m+2m+0.9m+0.625m) x 1.08 kN/m2
= 6.939 kN
Total dead load on first floor = 20.88kN + 68.828kN + 6.939 kN
= 96.647 kN
GROUND FLOOR
Slab load = (2m x 2.9m) x 3.6 kN/m2
= 20.88 kN
Wall load = (2.9m+2m+0.9m) x 8.55 kN/m2
= 49.59kN
Beam Self-weight = (2.9m+2m+0.9m) x 1.08 kN/m2
= 6.264 kN
Total dead load on ground floor = 20.88 kN+49.59 kN+ 6.264 kN
= 76.734 kN

TOTAL DEAD LOAD ON COLUMN J5
= 11.092kN + 96.647 kN + 76.734 kN
= 184.473 kN
LIVE LOAD
ROOF
Roof slab = (5.8 m2
)x 0.5 kN/m2
= 2.9 kN
FIRST FLOOR
Slab (Toilet and bedroom) = 5.8 m2
x 2.0 kN/m2
= 11.6 kN
GROUND FLOOR
Slab (Toilet and guest room) = 5.8 m2
x 2.0 kN/m2
= 11.6 kN
TOTAL LIVE LOAD ON COLUMN J5
= 2.9kN + 11.6 kN + 11.6 kN
= 26.1 kN
Ultimate load
= (184.473 kN x 1.4) + (26.1 kN x 1.6)
= 258.262 + 41.76
= 300.022kN
Assumption
fcu (Concrete strength) = 30N/mm2
fy (yield strength of steel) = 250 N/ mm2
Ac (cross section of concrete column) = 300 x 300 = 90000mm2
Asc (steel content in a column) = 90000 mm2
x 2% = 1800 mm2
N (capacity of concrete)
= 0.4 (30)(90000)+ 0.8 (1800)(250)
= 1080000+ 360000
= 144 0000 N
= 1440 kN
Conclusion (Solution of column size)
= 0.4 (30)(150x 150)+ 0.8 (150x 150 x 2%)(250)
= 270 000 +90000
= 360 000 N
= 360 kN
The suitable size for column J5 is 150 mm x 150mm, which can sustain ultimate load of 300.022 kN

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