The document provides calculations for the dead load, live load, and ultimate load on several beams (H'45, GJ'5, FC'5) in a building. It calculates the load contributions from slabs, walls, and the beam self-weight, then applies load factors to determine the ultimate load. It also calculates the reaction forces and draws the shear force and bending moment diagrams for each beam.

1. 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
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 (1.8m /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

2. Live Load on Slab A (Two way slab)
Load is transferred to beam H’45 in a UDL form
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)
Load is transferred to beam H’45 in a UDL form
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

3. 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

4. Beam Analysis Calculation (Chong Jia Yi)
Ground floor Beam, GJ’ 5
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 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 on slab A (two way slab)
Load is transferred to beam GJ’5 in a UDL form
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)
Load is transferred to beam GJ’5 in a UDL form
Dead load from slab A = Dead load on slab x (Lx /2)
= 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

5. Live Load on Slab A (Two way slab)
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
Live Load on Slab B (Two way slab)
Load is transferred to beam GJ’5yz in a UDL form
Live load from slab A = Live load factor x (Lx /2)
= 1.5 kN/m2
x (1.8m /2)
= 1.35 kN/m2
Live Load on Slab B (Two way slab)
Load is transferred to beam GJ’5 in a UDL form
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
Apply factor 1.4 and 1.6 to dead load and live load respectively.
Dead load = 16.38 kN/m2
x 1.4 = 22.932kN/m
Live Load = 2.8125 kN/m2
x 1.6 = 4.5 kN/m
Ultimate load = 22.932 kN/m2
+ 4.5 kN/m2
= 27.432 kN/m2
Beam GJ’5 yz
Apply factor 1.4 and 1.6 to dead load and live load respectively.
Dead load = 17.67 kN/m2
x 1.4 = 24.638kN/m
Live Load = 3.35 kN/m2
x 1.6 = 5.36 kN/m
Ultimate load = 24.638 kN/m2
+ 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

6. 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

7. Beam Analysis Calculation (Chong Jia Yi)
First floor Beam, FC’5
Beam Self Weight = Beam Size x Concrete Density
= 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
Dead Load on slab C (two way slab)
Load is transferred to beam FC’5 xy in a UDL form
Dead load from slab A = Dead load on slab x (Lx /2) x 2/3
= 3.6 kN/m2
x (3.6m /2) x 2/3
= 4.32 kN/m2
Dead Load on slab A (two way slab)
Load is transferred to beam FC’5 yz in a UDL form
Dead load from slab A = Dead load on slab x (Lx /2)
= 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

8. Live Load on Slab A (Two way slab)
Load is transferred to beam FC’5 xy in a UDL form
Live load from slab C = Live load factor x (Lx /2) x (2/3)
= 1.5 kN/m2
x (3.6m /2) x (2/3)
= 1.8 kN/m2
Live Load on Slab B (Two way slab)
Load is transferred to beam FC’5 yz in a UDL form
Live load from slab A = Live load factor x (Lx /2)
= 1.5 kN/m2
x (3.365m /2)
= 2.524 kN/m2
Live Load on Slab B (Two way slab)
Load is transferred to beam FC’5 in a UDL form
Live load from slab A = Live load factor x (Lx /2)
= 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
Apply factor 1.4 and 1.6 to dead load and live load respectively.
Dead load = 22.41 kN/m2
x 1.4 = 31.374 kN/m
Live Load = 5.325 kN/m2
x 1.6 = 8.52 kN/m
Ultimate load = 31.374 kN/m2
+ 8.52 kN/m2
= 39.894 kN/m2
Beam FC’5 yz
Apply factor 1.4 and 1.6 to dead load and live load respectively.
Dead load = 15.597 kN/m2
x 1.4 = 21.836kN/m
Live Load = 6.049 kN/m2
x 1.6 = 9.678 kN/m
Ultimate load = 21.839 kN/m2
+ 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

9. 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
Bending Moment diagram
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

10. Beam Analysis Calculation (Chong Jia Yi)
First floor Beam, C’36
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 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
Dead Load on slab A (two way slab)
Load is transferred to beam C’36 xy in a UDL form
Dead load from slab A = Dead load on slab x (Lx /2) x 2/3
= 3.6 kN/m2
x (3.365m /2) x 2/3
= 4.038 kN/m2
Dead Load on slab C (two way slab)
Load is transferred to beam C’36 yz in a UDL form
Dead load from slab A = Dead load on slab x (Lx /2) x 2/3
= 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

11. Live Load on Slab A (Two way slab)
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
Live Load on Slab B (Two way slab)
Load is transferred to beam C’36 in a UDL form
Live load from slab A = Live load factor x (Lx /2)
= 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
Apply factor 1.4 and 1.6 to dead load and live load respectively.
Dead load = 16.863 kN/m2
x 1.4 = 23.608 kN/m
Live Load = 3.015 kN/m2
x 1.6 = 4.824 kN/m
Ultimate load = 23.608 kN/m2
+ 4.824 kN/m2
= 28.432 kN/m2
Beam C36 yz
Apply factor 1.4 and 1.6 to dead load and live load respectively.
Dead load = 18.465 kN/m2
x 1.4 = 25.851 kN/m
Live Load = 3.68 kN/m2
x 1.6 = 5.888 kN/m
Ultimate load = 25.851 kN/m2
+ 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

12. 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
Bending Moment diagram
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

13. 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
Beam Self-weight = (2.42m+2.9m+2.35m+1.33m) x 1.08 kN/m2
= 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
Beam Self-weight = (2.42m+2.9m+2.35m+1.33m) x 1.08 kN/m2
= 9.72 kN
Total dead load on ground floor = 70.875 kN+10.9 kN+9.72 kN
= 91.495 kN

14. 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

15. 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 fcu Ac + 0.8 Asc fy
= 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

16. 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

17. 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 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 fcu Ac + 0.8 Asc fy
= 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