The document calculates the dead loads, live loads, and ultimate loads on various beams and slabs for the first and ground floors of a building. It summarizes the load contributions from beam self-weight, brick walls, and concrete slabs. It then calculates the total dead load, live load, and ultimate load and determines the reaction forces at supports using equations of equilibrium. Bending moment diagrams are also presented.

1. Heng Wei Yen’s
BEAM F/2-3 FIRST FLOOR
DEAD LOAD
BEAM SELF WEIGHT
= Beam width x Beam height x Concreate density
= 0.2 x 0.3 x 24
= 1.44 kn/m
BRICK WALL WEIGHT
= Wall Height x Wall thickness x Brick density
= 3 x 0.15 x 19
= 8.55 kn/m
DEAD LOAD OF SLAB (F-G/2-3)
= Concrete density x (shortest length/2) x Thickness of slab
= 24 x (2.03/2) x 0.15
= 3.65 kn/m
DEAD LOAD OF SLAB (D-F/2-3)
=Concrete density x (shortest length/2) x Thickness of slab x (2/3)
= 24 x (2.03/2) x 0.15 x (2/3)
= 5.52 kn/m
TOTAL DEAD LOAD
=1.44 + 8.55 + 3.65 + 5.52
=19.16 kn/m
LIVE LOAD
Slab F-G/2-3
=Space live load x (Beam length/2)
=1.5 x (4.6/2)
=3.45 kn/m
Slab C-F/2-3
=Space live load x (Beam length/2)
=1.5 x (2.03/2)
=1.52kn/m
TOTAL LIVE LOAD
=3.45 + 1.52
=4.97 kn/m
ULTIMATE LOAD
Dead load
19.16 x 1.4 = 21 kn/m
Live load
4.97 x 1.6 = 7.95 kn/m
Ultimate load
21 + 7.95 = 28.95 kn/m
F2 F3
1.44 kn/m
8.55 kn/m
3.65 kn/m
5.52 kn/m
4.6 m

2. Lam Si Chu’s
REACTION FORCE
TOTAL LOAD
= Ultimate force x Beam Length
= 28.97 x 4.6
= 113.26 kn/m
B3 D3
1.44 kn/m
5.7m
DEAD LOADMR2 - MR1 = 0
(54.6 x Ra) – (133.26 x 2.3) = 0
Ra = 66.63 kn/m
∑fy= 0
0 = Ra + Rb – 133.26
Rb = 108.56 – 217.12
Rb = -66.63 kn/m
66.63 kn/m
-66.63 kn/m
BENDING MOMENT DIAGRAM
(4.6 x 0.5) x 76.62
2
= 76.62
76.67

3. Heng Wei Yen’s
BEAM E-G/3 (FIRST FLOOR)
DEAD LOAD
BEAM SELF WEIGHT
= Beam width x Beam height x Concreate density
= 0.2 x 0.3 x 24
= 1.44 kn/m
BRICK WALL WEIGHT
= Wall Height x Wall thickness x Brick density
= 3 x 0.15 x 19
= 8.55 kn/m
DEAD LOAD OF SLAB E-G/3-5a
= Concrete density x (shortest length/2) x Thickness of slab x (2/3)
= 24 x (3.48/2) x 0.15 x (2/3)
= 4.18 kn/m
DEAD LOAD OF SLAB D-F/2-3
=Concrete density x (shortest length/2) x Thickness of slab
= 24 x (4.6/2) x 0.15
= 8.28 kn/m
TOTAL DEAD LOAD E3-F3
=1.44 + 8.55 + 4.18
= 14.17 kn/m
LIVE LOAD
SLAB E-G/3-5a
=Space live load x (Beam length/2)
=1.5 x (3.48/2) x (2/3)
=1.74 kn/m
SLAB D-F/2-3
=Space live load x (Beam length/2)
=4 x (4.6/2)
=9.2 kn/m
TOTAL LIVE LOAD
= 1.74 + 9.2
=10.94
ULTIMATE LOAD
E3-F3
Dead load – 14.17 x 1.4 = 19.84 kn/m
Live load – 1.74 x 1.6 = 2.78 kn/m
F3-G3
Dead load – 22.45 x 1.4 = 31.43 kn/m
Live load – 10.94 x 1.6 = 17.504 kn/m
Ultimate load
E3-F3 = 22.62 kn/m
F3-G3 = 48.93 kn/m
E3 G3
1.44 kn/m
8.55 kn/m
F3
2.03m 1.44m
DEAD LOAD
14.17 kn/m 22.45kn/m
TOTAL
4.18 kn/m
8.28kn/m
TOTAL DEAD LOAD F3-G3
=1.44 + 8.55 + 4.18 + 8.28
= 22.45 kn/m

4. Heng Wei Yen’s
REACTION FORCE
M1 = (22.62 x 2.03) x (2.03/2 + 1.44)
= 112.73
M2 = 66.63 x 1.44
= 95.95
M2 = (48.93 x 1.44) x (1.44/2)
= 50.73
E3 G3
22.62 kn/m
2.03m
DEAD LOAD
ΣM = 0
R1 – M1 – M2 – M3 = 0
(347)R1 = 112.73 + 95.95 + 50.73
= 259.41/3.47 kn/m
= 74.76
1.44m
F3
R1 R2
48.93 kn/m
εfy= 0
R1 + R2 – M1 – M2 – M3 = 0
R2 + 74.76 – (22.62 x 2.03) – 66.63 – (48.93 x 1.44) = 0
R2 = -74.76 + 45.92 + 66.63 + 70.46
R2 = 108.25 kn
66.63
R1
R2
74.76
108.25
28.84
-37.79
1.44
2.03
50.73

5. Heng Wei Yen’s
BEAM E/4-6 (FIRST FLOOR)
DEAD LOAD
BEAM SELF WEIGHT
= Beam width x Beam height x Concreate density
= 0.2 x 0.3 x 24
= 1.44 kn/m
BRICK WALL WEIGHT
= Wall Height x Wall thickness x Brick density
= 3 x 0.15 x 19
= 8.55 kn/m
DEAD LOAD OF SLAB E-G/3-5a
= Concrete density x (shortest length/2) x Thickness of slab x (2/3)
= 3.6 x (3.48/2)
= 6.26 kn/m
DEAD LOAD OF SLAB D-F/2-3
=Concrete density x (shortest length/2) x Thickness of slab
= 3.6 x (3.08/2) x 2/3
= 3.7kn/m
DEAD LOAD E3-F3
=3.6 x 4/2 x 2/3
= 4.8 kn/m
LIVE LOAD
SLAB E-G/3-5a
=Space live load x (Beam length/2)
=1.5 x (3.48/2)
=2.61
SLAB D-F/2-3
=Space live load x (Beam length/2) x 2/3
=4 x (3.08/2) x 2/3
=1.54 kn/m
SLAB
= 1.5 x 4/2 x 2/3
=2
SLAB
= 1.5 x 3.08/2 x 2/3
=1.54
ULTIMATE LOAD
E3-F3
Dead load – 14.17 x 1.4 = 19.84 kn/m
Live load – 1.74 x 1.6 = 2.78 kn/m
F3-G3
Dead load – 22.45 x 1.4 = 31.43 kn/m
Live load – 10.94 x 1.6 = 17.504 kn/m
Ultimate load
E3-F3 = 22.62 kn/m
F3-G3 = 48.93 kn/m
E3 G3
1.44 kn/m
8.55 kn/m
F3
2.03m 1.44m
DEAD LOAD
14.17 kn/m 22.45kn/m
TOTAL
4.18 kn/m
8.28kn/m
DEAD LOAD F3-G3
= 3.6 3.08/2 x 2/3
= 3.7

7. Lam Si Chu’s
BEAM B/2-4
DEAD LOAD
BEAM SELF WEIGHT
= Beam width x Beam height x Concreate density
= 0.2 x 0.3 x 24
= 1.44 kn/m
BRICK WALL WEIGHT
= Wall Height x Wall thickness x Brick density
= 3 x 0.15 x 19
= 8.55 kn/m
DEAD LOAD OF SLAB B-C/2-3
= Concrete density x (shortest length/2) x Thickness of slab x (2/3)
= 24 x (4.6/2) x 0.15 x (2/3)
= 5.52 kn/m
DEAD LOAD OF SLAB A-B/2-3
=Concrete density x (shortest length/2) x Thickness of slab
= 24 x (3.93/2) x 0.15
= 7.07 kn/m
TOTAL DEAD LOAD
=1.44 + 8.55 + 5.52 + 7.07
= 22.58 kn/m
LIVE LOAD
SLAB B-C/2-3
=Space live load x (Beam length/2)
=1.5 x (4.6/2) x (2/3)
=2.3 kn/m
SLAB A-B/2-3
=Space live load x (Beam length/2)
=1.5 x (3.93/2)
=2.95 kn/m
TOTAL LIVE LOAD
=3.45 + 1.52
=5.25
ULTIMATE LOAD
B2-B3
Dead load -- 22.58 x 1.4 = 31.61 kn/m
Live load -- 5.25 kn/m x 1.6 = 8.4 kn/m
B3-B4
9.99 x 1.4 = 13.99 kn/m
Ultimate load
B2-B3 = 40.01 kn/m
B3-B4 = 13.99 kn/m
B2 B4
1.44 kn/m
8.55 kn/m
B3
5.52 kn/m
7.07 kn/m
4.60m 1.88m
0 kn/m5.25 kn/m
5.25 kn/m
DEAD LOAD
LIVE LOAD
22.58 kn/m 9.99kn/m
TOTAL
TOTAL

8. Lam Si Chu’s
REACTION FORCE
M2 =
M1 = (22.45 x 2.03) x (2.03/2 + 1.44)
= 111.88
M2 = 66.63 x 1.44
= 95.95
M2 = (40.12 x 1.44) x (1.44/2)
= 41.80
B2 B4
40.01 kn/m
4.6m
DEAD LOAD
ΣM = 0
R1 – M1 – M2 – M3 = 0
(347)R1 = 111.88 + 95.95 + 41.60
= 249.43/3.47 kn/m
= 71.88
1.88m
B3
R1 R2
13.99 kn/m
εfy= 0
R1 + R2 – M1 – M2 – M3 = 0
R2 + 71.88 – (22.45 x 2.03) – 66.63 – (40.12 x 1.44) = 0
R2 = -71.88 + 45.57 + 66.63 + 57.77
R2 = 98.09 kn
171.34 kn/m
R1
R2
172.11
209.18
0.29
-11.54
1.88
370.04
370.21
4.59

9. Lam Shi Chu’s
BEAM F/2-3 GROUND FLOOR
DEAD LOAD
BEAM SELF WEIGHT
= Beam width x Beam height x Concreate density
= 0.2 x 0.3 x 24
= 1.44 kn/m
BRICK WALL WEIGHT
= Wall Height x Wall thickness x Brick density
= 3 x 0.15 x 19
= 8.55 kn/m
DEAD LOAD OF ONE WAY SLAB -----------------------
= Concrete density x (shortest length/2) x Thickness of slab
= 24 x (2.03/2) x 0.15
= 3.65 kn/m
DEAD LOAD OF TWO WAY SLAB ------------------------------------------
=Concrete density x (shortest length/2) x Thickness of slab x (2/3)
= 24 x (2.03/2) x 0.15 x (2/3)
= 5.52 kn/m
TOTAL DEAD LOAD
=1.44 + 8.55 + 3.65 + 5.52
=19.16 kn/m
LIVE LOAD
Slab F-G/2-3
=Space live load x (Beam length/2)
=1.5 x (4.6/2)
=3.46
Slab C-F/2-3
=Space live load x (Beam length/2)
=1.5 x (2.03/2)
=1.52
TOTAL LIVE LOAD
=3.45 + 1.52
=4.98 kn/m
ULTIMATE LOAD
Dead load
19.16 x 1.4 = 21 kn/m
Live load
4.98 x 1.6 = 7.97 kn/m
Ultimate load
21 + 7.97 = 28.97 kn/m
F2 F3
19.16 kn/m
4.97 kn/m

10. Lam Si Chu’s
REACTION FORCE
TOTAL LOAD
= Ultimate force x Beam Length
= 28.97 x 4.6
= 113.26 kn/m
B3 D3
1.44 kn/m
5.7m
DEAD LOADMR2 - MR1 = 0
(54.6 x Ra) – (133.26 x 2.3) = 0
Ra = 66.63 kn/m
∑fy= 0
0 = Ra + Rb – 133.26
Rb = 108.56 – 217.12
Rb = -66.63 kn/m
66.63 kn/m
-66.63 kn/m
BENDING MOMENT DIAGRAM
(4.6 x 0.5) x 76.62
2
= 76.62
76.67

11. Lam Si Chu’s
BEAM A-B/3
DEAD LOAD
BEAM SELF WEIGHT
= Beam width x Beam height x Concreate density
= 0.2 x 0.3 x 24
= 1.44 kn/m
BRICK WALL WEIGHT
= Wall Height x Wall thickness x Brick density
= 3 x 0.15 x 19
= 8.55 kn/m
DEAD LOAD OF SLAB A-B/2-3
= Concrete density x (shortest length/2) x Thickness of slab x (2/3)
= 24 x (3.93/2) x 0.15 x (2/3)
= 4.716 kn/m
DEAD LOAD OF SLAB A-B/3-4
=Concrete density x (shortest length/2) x Thickness of slab
= 24 x (1.88/2) x 0.15
= 3.38 kn/m
TOTAL DEAD LOAD
=1.44 + 8.55 + 4.716 + 3.38
= 18.09 kn/m
LIVE LOAD
SLAB A-B/2-3
=Space live load x (Beam length/2) x (2/3)
=2 x (3.93/2) x (2/3)
=2.26 kn/m
SLAB A-B/3-4
=Space live load x (Beam length/2)
=2 x (1.88/2)
=1.88 kn/m
TOTAL LIVE LOAD
=2.26 + 1..88
=4.14 kn/m
ULTIMATE LOAD
Dead load
18.09 x 1.4 = 25.33 kn/m
Live load
4.14 x 1.6 = 6.62 kn/m
Ultimate load
25.33 + 6.62 = 31.95 kn/m
A3 B3
1.44 kn/m
8.55 kn/m
5.52 kn/m
7.07 kn/m
3.93m
0 kn/m5.25 kn/m
5.25 kn/m
DEAD LOAD
LIVE LOAD
22.58 kn/m 9.99kn/m
TOTAL
TOTAL

12. Lam Si Chu’s
REACTION FORCE
TOTAL LOAD
= Ultimate force x Beam Length
= 31.95 x 3.93
= 125.56 kn/m
A3 B3
125.56 kn/m
3.93m
MR2 - MR1 = 0
(3.9 x Ra) – (125.56 x 1.97) = 0
Ra = 62.78 kn/m
∑fy= 0
0 = Ra + Rb – 125.56
Rb = 62.78 kn/m
62.78 kn/m
62.78 kn/m
BENDING MOMENT DIAGRAM
(3.94/2) x 125.56
2
= 123.68
123.68
R1 R2

13. Lam Si Chu’s
BEAM E-G/3
DEAD LOAD
BEAM SELF WEIGHT
= Beam width x Beam height x Concreate density
= 0.2 x 0.3 x 24
= 1.44 kn/m
BRICK WALL WEIGHT
= Wall Height x Wall thickness x Brick density
= 3 x 0.15 x 19
= 8.55 kn/m
DEAD LOAD OF SLAB E-G/3-5a
= Concrete density x (shortest length/2) x Thickness of slab x (2/3)
= 24 x (3.48/2) x 0.15 x (2/3)
= 4.18 kn/m
DEAD LOAD OF SLAB D-F/2-3
=Concrete density x (shortest length/2) x Thickness of slab
= 24 x (4.6/2) x 0.15
= 8.28 kn/m
TOTAL DEAD LOAD
=1.44 + 8.55 + 4.18 + 8.28
= 22.45 kn/m
LIVE LOAD
SLAB E-G/3-5a
=Space live load x (Beam length/2)
=1.5 x (3.48/2) x (2/3)
=1.63 kn/m
SLAB D-F/2-3
=Space live load x (Beam length/2)
=1.5 x (4.6/2)
=3.8 kn/m
TOTAL LIVE LOAD
= 1.63 + 3.8
=5.43
ULTIMATE LOAD
E3-F3
Dead load – 14.17 x 1.4 = 19.84 kn/m
Live load – 1.63 x 1.6 = 2.61 kn/m
F3-G3
Dead load – 22.45 x 1.4 = 31.43 kn/m
Live load – 5.43 x 1.6 = 8.69 kn/m
Ultimate load
E3-F3 = 22.45 kn/m
F3-G3 = 40.12 kn/m
E3 G3
1.44 kn/m
8.55 kn/m
F3
2.03m 1.44m
0 kn/m5.25 kn/m
DEAD LOAD
LIVE LOAD
14.17 kn/m 22.45kn/m
TOTAL
TOTAL
4.18 kn/m
8.28kn/m
3.8kn/m

14. Lam Si Chu’s
REACTION FORCE
M1 = (22.45 x 2.03) x (2.03/2 + 1.44)
= 111.88
M2 = 66.63 x 1.44
= 95.95
M2 = (40.12 x 1.44) x (1.44/2)
= 41.80
E3 G3
22.45 kn/m
2.03m
DEAD LOAD
ΣM = 0
R1 – M1 – M2 – M3 = 0
(347)R1 = 111.88 + 95.95 + 41.60
= 249.43/3.47 kn/m
= 71.88
1.44m
F3
R1 R2
40.12 kn/m
εfy= 0
R1 + R2 – M1 – M2 – M3 = 0
R2 + 71.88 – (22.45 x 2.03) – 66.63 – (40.12 x 1.44) = 0
R2 = -71.88 + 45.57 + 66.63 + 57.77
R2 = 98.09 kn
R1
R2
71.88
-98.09
26.31
-40.32
1.44
2.03
154.70

15. Lam Si Chu’s
BEAM B-D/3
DEAD LOAD
BEAM SELF WEIGHT
= Beam width x Beam height x Concreate density
= 0.2 x 0.3 x 24
= 1.44 kn/m
BRICK WALL WEIGHT
= Wall Height x Wall thickness x Brick density
= 3 x 0.15 x 19
= 8.55 kn/m
DEAD LOAD OF SLAB B-D/2-3
= Concrete density x (shortest length/2) x Thickness of slab
= 24 x (4.6/2) x 0.15
= 8.28 kn/m
DEAD LOAD OF SLAB B-D/3-4
=Concrete density x (shortest length/2) x Thickness of slab
= 24 x (1.88/2) x 0.15
= 3.38 kn/m
TOTAL DEAD LOAD
=1.44 + 8.55 + 8.28 + 3.38
= 21.65 kn/m
LIVE LOAD
SLAB B-D/2-3
=Space live load x (Beam length/2)
=1.5 x (4.6/2)
= 3.45kn/m
SLAB B-D/3-4
=Space live load x (Beam length/2)
=1.5 x (1.88/2)
=1.41 kn/m
TOTAL LIVE LOAD
=3.45 + 1.41
=4.86 kn/m
ULTIMATE LOAD
Dead load
21.65 x 1.4 = 30.31 kn/m
Live load
4.86 x 1.6 = 7.78 kn/m
Ultimate load
30.31 + 7.78 = 38.09 kn/m
B3 D3
1.44 kn/m
8.55 kn/m
5.7m
5.25 kn/m
4.86 kn/m
DEAD LOAD
LIVE LOAD
21.65 kn/m
TOTAL
TOTAL
8.28 kn/m
3.38 kn/m

16. Lam Si Chu’s
REACTION FORCE
TOTAL LOAD
= Ultimate force x Beam Length
= 38.09 x 5.7
= 217.11 kn/m
B3 D3
217.11 kn/m
5.7m
DEAD LOADMR2 - MR1 = 0
(5.7 x Ra) – (217.11 x 2.85) = 0
Ra = 618.76/5.7
Ra = 108.56 kn/m
∑fy= 0
0 = Ra + Rb + 217.11
Rb = 108.56 – 217.12
Rb = -108.56 kn/m
108.56 kn/m
-108.56 kn/m
BENDING MOMENT DIAGRAM
(5.7 x 0.5) x 108.56
2
= 154.7
154.7

17. Lam Si Chu’s
BEAM G/2-3
DEAD LOAD
BEAM SELF WEIGHT
= Beam width x Beam height x Concreate density
= 0.2 x 0.3 x 24
= 1.44 kn/m
BRICK WALL WEIGHT
= Wall Height x Wall thickness x Brick density
= 3 x 0.15 x 19
= 8.55 kn/m
DEAD LOAD OF SLAB F-G/2-3
= Concrete density x (shortest length/2) x Thickness of
slab
= 24 x (5.88/2) x 0.15
= 10.58 kn/m
TOTAL DEAD LOAD
=1.44 + 8.55 + 10.58
= 20.56 kn/m
LIVE LOAD
SLAB B-D/2-3
=Space live load x (Beam length/2)
=1.5 x (4.6/2)
= 3.45kn/m
SLAB B-D/3-4
=Space live load x (Beam length/2)
=1.5 x (1.88/2)
=1.41 kn/m
TOTAL LIVE LOAD
=3.45 + 1.41
=4.86 kn/m
ULTIMATE LOAD
Dead load
21.65 x 1.4 = 30.31 kn/m
Live load
4.86 x 1.6 = 7.78 kn/m
Ultimate load
30.31 + 7.78 = 38.09 kn/m
G2 G3
1.44 kn/m
8.55 kn/m
5.7m
4.86 kn/m
4.86 kn/m
DEAD LOAD
LIVE LOAD
TOTAL
TOTAL
10.58 kn/m
20.56 kn/m
7.78 kn/m

18. Lam Si Chu’s
REACTION FORCE
TOTAL LOAD
= Ultimate force x Beam Length
= 171x 4.6
= 178.66 kn/m
B3 D3
78.66 kn/m
4.6m
DEAD LOADMR2 - MR1 = 0
(4.6 x Ra) – (78.66) = 0
Ra = 39.33 kn/m
∑fy= 0
0 = Ra + Rb - 100.21
Rb = 39.33 kn/m
39.33 kn/m
39.33 kn/m
BENDING MOMENT DIAGRAM
4.6 x 78.66
2
= 180.918
180.918
R1 R2

20. COLUMNS

21. Lam Si Chu’s
COLUMN G/2
DEAD LOAD
ROOF
Floor slab
(2.23 + 2.35) x 1
=4.58 kn
Roof beam
(2.19 + 2.3 + 1.02)
= 5.51 x 1.44
= 7.93 kn
GROUND FLOOR
Floor
Wall total length x 8.55
= (2.19 + 2.3 + 1.02) x 8.55
=47.11 kn
Floor slab
Total area = 4.85 x 3.6
= 16.49
Beam
(2.19 + 2.3 + 1.02) x 1.44
=7.93 kn
Column
0.3 x 0.3 x 3 x 24
= 6.48
FIRST FLOOR
Floor
Wall total length x 8.55
= (2.19 + 2.3 + 1.74) x 8.55
= 53.27 kn
Floor slab
Area of slab x 3.6
= (3.81 + 4) x 3.6
= 28.12 kn
Beam
(2.19 + 2.3 + 1.74) x 1.44
= 10.41
Column
0.3 x 0.3 x 3 x 24
=6.48
LIVE LOAD
GROUND FLOOR
Live load
Kitchen
2.23 x 3 = 6.69
Balcony
2.35 + 1.5 = 3.53
Total
6.69 + 3.53
=10.22 kn/m
FIRST FLOOR
Live load
Bedroom
(3.81 + 4) x 1.5 = 11.72 kn/m
TOTAL LIVE LOAD
= (2.29 + 10.22 + 11.72) x 16
= 38.77 kn/m
ULTIMATE LOAD
Dead load
(4.58 + 7.93 + 4.711 + 16.49 + 7.93 +
6.48 + 28.12 + 10.41 + 6.48) x 1.4
= 135.53 x 1.4
= 189.74 kn
Live load
= (2.29 + 10.22 + 11.72) x 16
= 38.77 kn/m
COLUMN FOR RESIDENTIAL
Ac = 300 x 300 = 90,000
Asc = 2% x 90,000 = 1800
N = 0.4 fcu AC+0.8fy ASC
= 0.4(30)(90000) + 0.8 (460)(1800)
= 1080000 + 662400
= 1742400 N = 1742.4 kn
1742.4kn > 228.51kn

22. Lam Si Chu’s
COLUMN G/6
DEAD LOAD
ROOF
Floor slab
(1.54 + 1.74) x 1
=2.68 kn
Roof beam
(1.54 + 1.74) x 1.44
= 4.72 kn
TOTAL = 7.4 kn
GROUND FLOOR
Column
0.3 x 0.3 x 3 x 24
= 6.48
FIRST FLOOR
Floor
Wall total length x 8.55
= (1.54 + 1.74) x 8.55
= 28.04 kn
Floor slab
Area of slab x 3.6
= (2.68) x 3.6
= 9.65 kn
Beam
(1.54 + 1.74) x 1.44
= 4.72
Column
0.3 x 0.3 x 3 x 24
=6.48
TOTAL = 48.89
LIVE LOAD
ROOF
Live load
Floor slab area
2.68 x 0.5 = 1.34
FIRST FLOOR
Live load
Bedroom
2.68 x 1.5 = 4.02 kn/m
ULTIMATE LOAD
Dead load
(7.4 + 6.48 + 48.89) x 1.4
= 87.88 kn
Live load
= (1.34 + 4.02) x 16
= 8.58 kn/m
Ultimate load
= 87.88 + 8.58 = 96.46 kn
COLUMN FOR RESIDENTIAL
Ac = 300 x 300 = 90,000
Asc = 2% x 90,000 = 1800
N = 0.4 fcu AC+0.8fy ASC
= 0.4(30)(90000) + 0.8 (460)(1800)
= 1080000 + 662400
= 1742400 N = 1742.4 kn
1742.4kn > 87.39kn

23. Lam Si Chu’s
COLUMN 2/D
DEAD LOAD
ROOF
Floor slab
(6.79 + 6.24 + 20.09 + 18.47) x 1
=51.59 kn
Roof beam
(2.19 + 2.85 + 6.48 + 3.1) x 1.44
= 21.05 kn
TOTAL = 7.4 kn
GROUND FLOOR
Floor
Wall total length x 8.55
= 2.19 x 8.55
= 18.72 kn
Floor slab
(6.79 + 20.09 + 18.47 + 6.24) x 3.6
= 185.72
Beam
(2.19 + 2.85 + 6.48 + 3.1) x 1.44
= 21.05 kn
Column
0.3 x 0.3 x 3 x 24
= 6.48
FIRST FLOOR
Floor
Wall total length x 8.55
= 2.19 x 8.55
= 18.72 kn
Floor slab
(6.79 + 20.09 + 18.47) x 3.6
= 163.26 kn
Beam
(2.19 + 2.85 + 6.48 + 3.1) x 1.44
= 21.05 kn
Column
0.3 x 0.3 x 3 x 24
=6.48
TOTAL = 395.4 kn
LIVE LOAD
ROOF
Floor slab area
(6.79 + 6.24 + 20.09 + 18.47) x 0.5
= 25.8 kn
GROUND FLOOR
Kitchen 6.79 x 3 = 20.37
Dining 20.09 x 2 = 40.18
Living 18.47 x 4 = 73.88
Stairs 6.24 x 3 = 18.72
FIRST FLOOR
Living 6.79 x 4 = 27.16
Walkway 18.47 x 4 = 73.88
Living 20.09 x 4 = 80.36
TOTAL = 360 kn
ULTIMATE LOAD
Dead load
395.4 x 1.4
= 553.56 kn
Live load
= 360.35 x 16
= 576.56 kn/m
Ultimate load
= 553.56 + 576.56 = 1130.12 kn
COLUMN FOR RESIDENTIAL
Ac = 300 x 300 = 90,000
Asc = 2% x 90,000 = 1800
N = 0.4 fcu AC+0.8fy ASC
= 0.4(30)(90000) + 0.8 (460)(1800)
= 1080000 + 662400
= 1742400 N = 1742.4 kn
1742.4kn > 1130.12kn