Structures (Group Assignment) - Structural Design and Analysis of a RC Bungalow - Beam Analysis - Column Analysis

1. School of Architecture, Building and Design
Building Structures (BLD 60103)
Structural Design and Analysis of a RC Bungalow

2. INTRODUCTION
This single-storey bungalow is
well located at Section 8 Shah
Alam, being surround with
shopping centres and large
hypermarket such as Plaza Alam
Sentral, SACC Mall and others.
It is also located nearby to Shah
Alam Expressway (KESAS),
Federal Highway, as well as
Guthrie Corridor Expressway
(GCE).
Boasting a stunning lawn with
the perfect amount of
greenery, it is perfect for
entertaining and family life.
The home is in a sunny location
where natural light is
channeled into this 288m2 home
that emphasizes outdoor space.
1 MASTER BEDROOM WITH
ATTACHED BATHROOM
2 GUESTS ROOMS
2 BATHROOMS
KITCHEN
LIVING AREA
DINING AREA
1 STORE ROOM
1 GYMNASIUM
With the large space provided,
it can cater a family of 5 – 7
people or 3 roommates.

3. Largeand
superb

4. ARCHITECTURAL PLAN
*Thickness of slab shall be 150mm thick unless otherwise stated.
Ground Floor Plan
Not to scale
2.0kN/m2
4.0kN/m2
1.5kN/m2
1.5kN/m2
2.0kN/m21.5kN/m24.0kN/m2
1.5kN/m2
2.0kN/m2
1.5kN/m2
1.5kN/m2
2.0kN/m23.0kN/m2
Gymnasium
3.0kN/m2
5.0kN/m2
Corridor
2.0kN/m2
2.0kN/m2
200
250
200

5. ARCHITECTURAL PLAN
*Thickness of roof slab shall be 150mm thick unless otherwise stated.
Roof Plan
Not to scale

6. STRUCTURAL PLAN
Foundation Plan
Not to scale

7. STRUCTURAL PLAN
Ground Floor Structural Plan
Not to scale
(Ly/Lx)
= 4.1/4.0
= 1.03 (<2)
(Ly/Lx)
= 5.0/4.5
= 1.11 (<2)
(Ly/Lx)
= 5.0/1.6
= 3.13 (>2)
(Ly/Lx)
= 1.5/1.5
= 1.00 (<2)
(Ly/Lx)
= 1.5/1.5
= 1.00 (<2)
(Ly/Lx)
= 2.4/2.0
= 1.2 (<2)
(Ly/Lx)
= 3.0/2.0
= 1.5 (<2)
(Ly/Lx)
= 2.1/2.0
= 1.05 (<2)
(Ly/Lx)
= 2.0/2.0
= 1.00 (<2)
(Ly/Lx)
= 3.0/2.5
= 1.2 (<2)
(Ly/Lx)
= 6.0/4.5
= 1.33 (<2)
(Ly/Lx)
= 6.5/4.5
= 1.44 (<2)
(Ly/Lx)
= 4.5/4.1
= 1.10 (<2)
(Ly/Lx)
= 7.5/2
= 3.75 (>2)
(Ly/Lx)
= 2.5/1.5
= 1.67 (<2)
(Ly/Lx)
= 4.1/1.5
= 2.73 (>2)
(Ly/Lx)
= 7.5/4.4
= 1.70 (<2)
(Ly/Lx)
= 4.5/2.5
= 1.8 (<2)
(Ly/Lx)
= 2.5/1.5
= 1.67 (<2)
(Ly/Lx)
= 5.0/3.4
= 1.47 (<2)
(Ly/Lx)
= 5.0/2.5
= 2.0 (=2)
(Ly/Lx)
= 8.0/5.0
= 1.6 (<2)

8. STRUCTURAL PLAN
Roof Structural Plan
Not to scale

9. STRUCTURAL PLAN
*Beams for structural analysis.
Ground Floor
Not to scale

10. LOAD DISTRIBUTION DIAGRAM
Ground Floor
Not to scale

11. LOAD DISTRIBUTION DIAGRAM
Roof
Not to scale

12. TRIBUTARY AREA DIAGRAM
Ground Floor
Not to scale

13. TRIBUTARY AREA DIAGRAM
Roof
Not to scale

14. DESIGN BRIEF
Material Density (kN/m3)
Brick masonry 19
Reinforced concrete 24
Structure Dimension
Reinforced concrete slab 0.15m (thickness)
0.20m (thickness)
0.25m (thickness)
Reinforced concrete beam 0.15m (W) 0.3m (D)
Reinforced concrete column
Reinforced concrete column stump
0.15m (L) x 0.15m (W) x 3.5m (H)
0.15m (L) x 0.15m (W) x 1.0m (H)
Concrete Grade 35 reinforced with:
10mm diameter high tensile rod
12mm diameter high tensile rod
16mm diameter high tensile rod
20mm diameter high tensile rod
Brick masonry wall 0.15m (W) x 3.5m (H)
Building use Intensity of distributed load/live load (kN/m3)
Houses 1.5

15. BEAM ANALYSIS
Wan Yee Len 0330764

16. BEAM H/1-2
Dead load:
Reinforced concrete slab @ Study room
Dead load = 3.6kN/m² x (4.1/2) x 2/3
= 4.92kN/m
Reinforced concrete slab @ Open area
Dead load = 3.6kN/m² x (1.5/2)
= 2.70kN/m
Reinforced concrete beam
Self-weight = 1.08kN/m
Brick wall on beam
Self-weight = 9.98kN/m
Total dead load = 4.92 + 2.70 + 1.08 + 9.98
= 18.68kN/m
Study room Open
area

17. Live load:
Reinforced concrete slab @ Study room
Live load = 4.0kN/m² x (4.1/2) x 2/3
= 5.47kN/m
Reinforced concrete slab @ Open area
Live load = 1.5kN/m² x (1.5/2)
= 1.13kN/m
Total live load = 5.47 + 1.13
= 6.60kN/m
Ultimate load:
Ultimate dead load = 18.68kN/m x 1.4
= 26.15kN/m
Ultimate live load = 6.60kN/m x 1.6
= 10.56kN/m
Total ultimate load = 26.15 + 10.56
= 36.71kN/m
Load diagram:
Uniform distributed load = 36.71kN/m
Total load = 36.71kN/m x 4.1m
= 150.51kN
In this case, the reactions must be
equal to half the total load.
Therefore, 150.51/2 = 75.26kN
Shear force diagram:
(+)ve area = ½ x 2.05 x 75.26
= 77.14kN
(-)ve area = ½ x 2.05 x 75.25
= 77.13kN
Bending moment diagram:
75.26kN
-75.25kN
(+)
(-)
(+)ve area – (-)ve area
= 77.14 – 77.13
= 0.01kN/m (≈0)
0kN
0kN/m
-77.14kN/m
36.71kN/m
Load diagram
38.55kN
1.84kN
-34.87kN
-71.58kN
R1 = 75.26kN R2 = 75.26kN

18. G I
BEAM 2/G-I
Dead load:
Reinforced concrete slab @ Study room
Dead load = 3.6kN/m² x (4.1/2)
= 7.38kN/m
Reinforced concrete slab @ Open area
Dead load = 3.6kN/m² x (2.0/2)
= 3.60kN/m
Reinforced concrete beam
Self-weight = 1.08kN/m
Brick wall on beam
Self-weight = 9.98kN/m
Live load:
Reinforced concrete slab @ Study room
Live load = 4.0kN/m² x (4.1/2)
= 8.20kN/m
Reinforced concrete slab @ Open area
Live load = 1.5kN/m² x (2.0/2)
= 1.50kN/m
G I
Study room
Open area
Open
area

19. Total load:
G-H,
Dead load = 7.38 + 3.60 + 1.08 + 9.98
= 22.04kN/m
Live load = 8.20 + 1.50
= 9.70kN/m
Ultimate load = 1.4(22.04) + 1.6(9.70)
= 46.38kN/m
H-I,
Dead load = 3.60 + 1.08
= 4.68kN/m
Live load = 1.50kN/m
Ultimate load = 1.4(4.68) + 1.6(1.50)
= 8.95kN/m
Load diagram:
Point load from Beam H/1-2 = 75.26kN
∑MG = 0 = (46.38x4.50x2.25) +
(75.26x4.50) +
(8.95x1.50x5.25) – RI(6.00)
6RI
RI
= 878.75
= 146.46kN
∑Fy = 0 = RG – (46.38x4.50) – 75.26 –
(8.95x1.50) + RI
RG + RI
RG
= 297.40
= 297.40 – 146.46
= 150.94kN
Shear force diagram:
(+)ve area = ½ x 3.25 x 150.94
= 245.28kN
(-)ve area = (½ x 1.25 x 57.77) +
[½(133.03+146.46) x 1.50
= 245.72kN
Bending moment diagram:
G H I
4500 1500
46.38kN/m 8.95kN/m
G H I
4500 1500
46.38kN/m 8.95kN/m
75.26kN
Load diagram
RI = 146.46kNRG = 150.94kN
Shear force diagram
150.94kN
-146.46kN
Bending moment diagram
0kN
0kN/m
(+)ve area – (-)ve area
= 245.28 – 245.72
= -0.44kN/m (≈0)
Total
ultimate
load
-245.72kN/m
104.56kN
58.18kN
11.80kN
-34.58kN
-57.77kN
-133.03kN
-141.98kN

20. BEAM F/1-1B (EXTRA)
Dead load:
Reinforced concrete slab @ Bath 2
Dead load = 3.6kN/m² x (1.5/2) x 2/3
= 1.80kN/m
Reinforced concrete slab @ Corridor (left)
Dead load = 3.6kN/m² x (1.5/2) x 2/3
= 1.80kN/m
Reinforced concrete beam
Self-weight = 1.08kN/m
Brick wall on beam
Self-weight = 9.98kN/m
Total dead load = 1.80 + 1.80 + 1.08 + 9.98
= 14.66kN/m
Study room
Corridor
Bath
2
Corridor
Open
area
1B
1B
G I
G I

21. Live load:
Reinforced concrete slab @ Bath 2
Live load = 2.0kN/m² x (1.5/2) x 2/3
= 1.00kN/m
Reinforced concrete slab @ Corridor
Live load = 2.0kN/m² x (1.5/2) x 2/3
= 1.00kN/m
Total live load = 1.00 + 1.00
= 2.00kN/m
Ultimate load:
Ultimate dead load = 14.66kN/m x 1.4
= 20.52kN/m
Ultimate live load = 2.00kN/m x 1.6
= 3.20kN/m
Total ultimate load = 26.15 + 10.56
= 23.72kN/m
Load diagram:
Uniform distributed load = 23.72kN/m
Total load = 23.72kN/m x 1.5m
= 35.58kN
In this case, the reactions must be
equal to half the total load.
Therefore, 35.58/2 = 17.79kN
Shear force diagram:
(+)ve area = ½ x 0.75 x 17.79
= 6.67kN
(-)ve area = ½ x 0.75 x 17.79
= 6.67kN
Bending moment diagram:
17.79kN
-17.79kN
(+)
(-)
(+)ve area – (-)ve area
= 6.67 – 6.67
= 0kN/m
0kN
0kN/m
-6.67kN/m
-5.93kN

22. BEAM 1B/E-G (EXTRA)
Dead load:
Reinforced concrete slab @ Corridor (top)
Dead load = 3.6kN/m² x (1.5/2) x 2/3
= 1.80kN/m
Reinforced concrete slab @ Bath 2
Dead load = 3.6kN/m² x (1.5/2) x 2/3
= 1.80kN/m
Reinforced concrete slab @ Corridor (bottom)
Dead load = 3.6kN/m² x (2.6/2) x 2/3
= 3.12kN/m
Reinforced concrete beam
Self-weight = 1.08kN/m
Brick wall on beam
Self-weight = 9.98kN/m
Live load:
Reinforced concrete slab @ Bath 2
Live load = 2.0kN/m² x (1.5/2) x 2/3
= 1.00kN/m
Reinforced concrete slab @ Corridor (top)
Live load = 2.0kN/m² x (1.5/2) x 2/3
= 1.00kN/m
Reinforced concrete slab @ Corridor (bottom)
Live load = 2.0 x (2.6/2) x 2/3
= 1.73kN/m
Slab @ Corridor
(top) self-weight
Slab @ Bath 2
self-weight
Beam 1B/E-G
self-weight
Slab @ Corridor
(bottom) self-
weight
Brick wall self-
weight
1.00kN/m
1.00kN/m
1.73kN/m
Slab @ Corridor
(top) live load
Slab @ Bath 2
live load
Slab @ Corridor
(bottom) live
load

23. 12.77kN/m 26.74kN/m
Total load:
E-F,
Dead load = 1.80 + 3.12 + 1.08
= 6.00kN/m
Live load = 1.00 + 1.73
= 2.73kN/m
Ultimate load = 1.4(6.00) + 1.6(2.73)
= 12.77kN/m
F-G,
Dead load = 1.80 + 3.12 + 1.08 + 9.98
= 15.98kN/m
Live load = 1.00 + 1.73
= 2.73kN/m
Ultimate load = 1.4(15.98) + 1.6(2.73)
= 26.74kN/m
Load diagram:
Point load from Beam F/1-1B = 17.79kN
Shear force diagram:
(+)ve area = ½ x (33.29+14.14) x 1.50
= 35.57kN
(-)ve area = ½(3.66+43.77) x 1.50
= 35.57kN
Bending moment diagram:
∑ME = 0 = (12.77x1.50x0.75) +
(1.79x1.50) +
(26.74x1.50x2.25) – RG(3.00)
3RG
RG
= 131.30
= 43.77kN
∑Fy = 0 = RE – (12.77x1.50) – 17.79 –
(26.74x1.50) + RG
RE + RG
RE
= 77.06
= 77.06 – 43.77
= 33.29kN
Load diagramRE = 33.29kN
33.29kN
17.79kN
Shear force diagram
-43.77kN
Bending moment diagram
0kN
0kN/m
(+)ve area – (-)ve area
= 35.57 – 35.57
= 0kN/m
RG = 43.77kN
20.52kN
14.14kN
-3.66kN
-30.40kN
-35.57kN/m
Total
ultimate
load

24. BEAM G/1-2
Dead load:
Reinforced concrete slab @ Bath 2
Dead load = 3.6kN/m² x (1.5/2) x 2/3
= 1.80kN/m
Reinforced concrete slab @ Corridor
Dead load = 3.6kN/m² x (2.6/2)
= 4.68kN/m
Reinforced concrete slab @ Study room
Dead load = 3.6kN/m² x (4.1/2) x 2/3
= 4.92kN/m
Reinforced concrete beam
Self-weight = 1.08kN/m
Brick wall on beam
Self-weight = 9.98kN/m
Live load:
Reinforced concrete slab @ Bath 2
Live load = 2.0kN/m² x (1.5/2) x 2/3
= 1.00kN/m
Reinforced concrete slab @ Corridor
Live load = 2.0kN/m² x (2.6/2)
= 2.60kN/m
Reinforced concrete slab @ Study room
Live load = 4.0 x (4.1/2) x 2/3
= 5.47kN/m

25. Total load:
1-1B,
Dead load = 1.80 + 4.92 + 1.08 + 9.98
= 17.78kN/m
Live load = 1.00 + 5.47
= 6.47kN/m
Ultimate load = 1.4(17.78) + 1.6(6.47)
= 35.24kN/m
1B-2,
Dead load = 4.68 + 4.92 + 1.08 + 9.98
= 20.66kN/m
Live load = 2.60 + 5.47
= 8.07kN/m
Ultimate load = 1.4(20.66) + 1.6(8.07)
= 41.84kN/m
Load diagram:
Point load from Beam 1B/E-G = 43.77kN
Shear force diagram:
(+)ve area = [½(105.43+52.57) x 1.50]
+ (½ x 0.21 x 8.80)
=119.42kN
(-)ve area = ½ x 2.39 x 99.98
= 119.48kN
Bending moment diagram:
∑M1 = 0 = (35.24x1.50x0.75) +
(43.77x1.50) +
(41.84x2.60x2.80) – R2(4.10)
4.10R2
R2
= 409.90
= 99.98kN
∑Fy = 0 = R1 – (35.24x1.50) – 43.77 –
(41.84x2.60) + R2
R1 + R2
R1
= 205.41
= 205.41 – 99.98
= 105.43kN
Total
ultimate
load
43.77kN
Load diagram
R1 = 105.43kN
105.43kN
Shear force diagram
-74.88kN
Bending moment diagram
0kN
0kN/m
(+)ve area – (-)ve area
= 119.42 – 119.48
= -0.08kN/m (≈0)
R2 = 99.98kN
70.19kN
52.57kN
-33.04kN
8.8kN
-119.48kN/m
-99.98kN

26. BEAM G/4-5 (EXTRA)
Dead load:
Reinforced concrete slab @ Store
Dead load = 3.6kN/m² x (1.5/2)
= 2.70kN/m
Reinforced concrete slab @ Closet
Dead load = 3.6kN/m² x (2.5/2) x 2/3
= 3.00kN/m
Reinforced concrete beam
Self-weight = 1.08kN/m
Brick wall on beam
Self-weight = 9.98kN/m
Total dead load = 2.70 + 3.00 + 1.08 + 9.98
= 16.76kN/m
Master bedroom
Closet
Master
bath
Store

27. Live load:
Reinforced concrete slab @ Store
Live load = 4.0kN/m² x (1.5/2)
= 3.00kN/m
Reinforced concrete slab @ Closet
Live load = 1.5kN/m² x (2.5/2) x 2/3
= 1.25kN/m
Total live load = 3.00 + 1.25
= 4.25kN/m
Ultimate load:
Ultimate dead load = 16.76kN/m x 1.4
= 23.46kN/m
Ultimate live load = 4.25kN/m x 1.6
= 6.80kN/m
Total ultimate load = 23.46 + 6.80
= 30.26kN/m
Load diagram:
Uniform distributed load = 30.26kN/m
Total load = 30.26kN/m x 2.5m
= 75.65kN
In this case, the reactions must be
equal to half the total load.
Therefore, 75.65/2 = 37.83kN
Shear force diagram:
(+)ve area = ½ x 1.25 x 37.83
= 23.64kN
(-)ve area = ½ x 1.25 x 37.82
= 23.64kN
Bending moment diagram:
37.83kN
-37.82kN
(+)
(-)
(+)ve area – (-)ve area
= 23.64 – 23.64
= 0kN/m
0kN
0kN/m
-23.64kN/m
7.57kN
-22.69kN

28. BEAM H/4-5 (EXTRA)
Dead load:
Reinforced concrete slab @ Closet
Dead load = 3.6kN/m² x (2.5/2) x 2/3
= 3.00kN/m
Reinforced concrete slab @ Master bath
Dead load = 3.6kN/m² x (1.5/2)
= 2.70kN/m
Reinforced concrete beam
Self-weight = 1.08kN/m
Brick wall on beam
Self-weight = 9.98kN/m
Total dead load = 3.00 + 2.700 + 1.08 + 9.98
= 16.76kN/m
Master bedroom
Closet
Master
bath
Store
H
H

29. Live load:
Reinforced concrete slab @ Closet
Live load = 1.5kN/m² x (2.5/2) x 2/3
= 1.25kN/m
Reinforced concrete slab @ Master bath
Live load = 2.0kN/m² x (1.5/2)
= 1.50kN/m
Total live load = 1.25 + 1.50
= 2.75kN/m
Ultimate load:
Ultimate dead load = 16.76kN/m x 1.4
= 23.46kN/m
Ultimate live load = 2.75kN/m x 1.6
= 4.40kN/m
Total ultimate load = 23.46 + 4.40
= 27.86kN/m
Load diagram:
Uniform distributed load = 27.86kN/m
Total load = 27.86kN/m x 2.5m
= 69.65kN
In this case, the reactions must be
equal to half the total load.
Therefore, 69.65/2 = 34.83kN
Shear force diagram:
(+)ve area = ½ x 1.25 x 34.83
= 21.77kN
(-)ve area = ½ x 1.25 x 34.82
= 21.76kN
Bending moment diagram:
34.83kN
-34.82kN
(+)
(-)
(+)ve area – (-)ve area
= 21.77 – 21.76
= 0.01kN/m (≈0)
0kN
0kN/m
-21.77kN/m
6.97kN
-20.89kN

30. BEAM 4/F-I
Dead load:
Reinforced concrete slab @ Store
Dead load = 3.6kN/m² x (1.5/2) x 2/3
= 1.80kN/m
Reinforced concrete slab @ Closet
Dead load = 3.6kN/m² x (2.5/2)
= 4.50kN/m
Reinforced concrete slab @ Master bedroom
Dead load = 4.8kN/m² x (4.4/2)
= 10.56kN/m
Reinforced concrete slab @ Master bath
Dead load = 3.6kN/m² x (1.5/2) x 2/3
= 1.80kN/m
Reinforced concrete beam
Self-weight = 1.08kN/m
Brick wall on beam
F
H
H
Self-weight = 9.98kN/m

31. Live load:
Reinforced concrete slab @ Store
Live load = 4.0kN/m² x (1.5/2) x 2/3
= 2.00kN/m
Reinforced concrete slab @ Closet
Live load = 1.5kN/m² x (2.5/2)
= 1.88kN/m
Reinforced concrete slab @ Master bedroom
Live load = 1.5kN/m² x (4.4/2)
= 3.30kN/m
Reinforced concrete slab @ Master bath
Live load = 2.0kN/m² x (1.5/2) x 2/3
= 1.00kN/m
Total load:
F-G,
Dead load = 1.80 + 10.56 + 1.08 + 9.98
= 23.42kN/m
Live load = 2.00 + 3.30
= 5.30kN/m
Ultimate load = 1.4(23.42) + 1.6(5.30)
= 41.27kN/m
G-H,
Dead load = 4.50 + 10.56 + 1.08
= 16.14kN/m
Live load = 1.88 + 3.30
= 5.18kN/m
Ultimate load = 1.4(16.14) + 1.6(5.18)
= 30.88kN/m
H-I,
Dead load = 1.80 + 10.56 + 1.08 + 9.98
= 23.42kN/m
Live load = 1.00 + 3.30
= 4.30kN/m
Ultimate load = 1.4(23.42) + 1.6(4.30)
= 39.67kN/m

32. Load diagram:
Point load from Beam G/4-5 = 37.83kN
Point load from Beam H/4-5 = 34.83kN
∑MF = 0 = (41.27x1.50x0.75) +
(37.83x1.50) +
(30.88x4.50x3.75) +
(34.83x6.00) +
(39.67x1.50x6.75) – RI(7.50)
7.50RI
RI
= 1234.91
= 164.65Kn
∑Fy = 0 = RF – (41.27x1.50) – 37.83 –
(30.88x4.50) – 34.83 –
(39.67x1.50) + RI
RF + RI
RF
= 333.03
= 333.03 – 164.65
= 168.38kN
Shear force diagram:
Bending moment diagram:
(+)ve area = [½(168.38+106.48) x
1.50] + (½ x 2.22 x 68.65)
=282.35kN
(-)ve area = (½ x 2.28 x 70.32) +
[½(105.15+164.65) x 1.50]
= 282.51kN
Shear force diagram
Bending moment diagram
0kN
0kN/m
(+)ve area – (-)ve area
= 282.35 – 282.51
= -0.16kN/m (≈0)
-282.51kN/m
Load diagram
37.83kN 34.83kN
168.38kN
127.11kN
104.48kN
68.65kN
37.77kN
6.89kN
-24.00kN
-54.88kN -70.32kN
-105.15kN
-144.82kN
-164.65kN

33. COLUMN ANALYSIS
Wan Yee Len 0330764

34. COLUMN 3/I (ROOF)
Dead load:
Reinforced concrete roof slab @ Master bedroom
Dead load = 3.60kN/m² x 3.75 x 3.45
= 46.58kN
Reinforced concrete roof slab @ Open area
Dead load = (3.60kN/m² x 3.75 x 1.00) + (3.60kN/m² x 3.00 x 1.00) + (3.60kN/m² x 1.50 x 1.05)
= 29.97kN
Reinforced concrete roof slab @ Study room
Dead load = 3.60kN/m² x 1.50 x 1.05
= 5.67kN
Reinforced concrete roof beam
Self-weight = 1.08kN/m x (3.45 + 3.75 + 3.05 + 3.00 + 1.05)
= 15.44kN
Reinforced concrete column
Self-weight = 24kN/m3 x (0.15 x 0.15 x 3.50)
= 1.89kN
Total dead load = 46.58 + 29.97 + 5.67 + 15.44 + 1.89
= 99.55kN

35. Live load:
Reinforced concrete roof slab @ Master bedroom
Live load = 0.50kN/m² x 3.75 x 3.45
= 6.47kN
Reinforced concrete roof slab @ Open area
Live load = (0.50kN/m² x 3.75 x 1.00) + (0.50kN/m² x 3.00 x 1.00) + (0.50kN/m² x 1.50 x 1.05)
= 4.16kN
Reinforced concrete roof slab @ Study room
Live load = 0.50kN/m² x 1.50 x 1.05
= 0.79kN
Total live load = 6.47 + 4.16 + 0.79
= 11.42kN
Ultimate dead load = 99.55kN x 1.4
= 139.37kN
Ultimate live load = 11.42kN x 1.6
= 18.27kN
Total ultimate load = 139.37 + 18.27
= 157.64kN

36. COLUMN 3/I (GROUND FLOOR)
Dead load:
Reinforced concrete slab @ Master bedroom
Dead load = 4.80kN/m² x 3.75 x 3.45
= 62.10kN
Reinforced concrete slab @ Open area
Dead load = (3.60kN/m² x 3.75 x 1.00) + (3.60kN/m² x 3.00 x 1.00) + (3.60kN/m² x 1.50 x 1.05)
= 29.97kN
Reinforced concrete slab @ Study room
Dead load = 3.60kN/m² x 1.50 x 1.05
= 5.67kN
Reinforced concrete beam
Self-weight = 1.08kN/m x (3.45 + 3.75 + 3.05 + 3.00 + 1.05)
= 15.44kN
Brick wall on beam
Self-weight = 9.98kN/m x (3.45 + 3.75 + 3.05 + 1.50 + 1.05)
= 127.74kN
Reinforced concrete column
Total dead load = 62.10 + 29.97 + 5.67 + 15.44 + 127.74 + 0.54
= 241.46kN
Self-weight = (0.15 x 0.15 x 1.00) x 24kN/m3
= 0.54kN

37. Live load:
Reinforced concrete slab @ Master bedroom
Live load = 1.50kN/m² x 3.75 x 3.45
= 19.41kN
Reinforced concrete slab @ Open area
Live load = (1.50kN/m² x 3.75 x 1.00) + (1.50kN/m² x 3.00 x 1.00) + (1.50kN/m² x 1.50 x 1.05)
= 12.49kN
Reinforced concrete slab @ Study room
Live load = 4.0kN/m² x 1.50 x 1.05
= 6.30kN
Total live load = 38.20kN
Ultimate dead load = 241.46kN x 1.4
= 338.04kN
Ultimate live load = 38.20kN x 1.6
= 61.12kN
Total ultimate load = (338.04 + 61.12) + 157.64(COLUMN ABOVE)
= 556.80kN

38. Assumption of column size:
Area = 556.80kN / 35N/mm2
= 15908.57mm2
Size of column = √15908.57
= 126.13mm
≈126mm x 126mm
Suggest usage of 16mm diameter high tensile reinforcement bar
N = 0.4(Fcu)(Ac) + 0.75(Fy)(Asc)
Fcu = 35N/mm2
Ac = 150 x 150
= 22500mm²
Fy = 460N/mm2
Asc = 4πr2
= 4π(8)2
= 804.25mm²
Therefore,
N = 0.4(35)(22500) + 0.75(460)(804.25)
= 592466.25N
= 592.47kN
592.47kN > 556.80kN
As a conclusion, column size of 150mm x 150mm
reinforced with 4T16 is suggested for usage.
126mm
126mm
150mm
150mm
4T16

39. COLUMN 5/I (ROOF)
Dead load:
Reinforced concrete roof slab @ Master bedroom
Dead load = (3.60kN/m² x 3.75 x 0.95) + (3.60kN/m² x 2.25 x 1.20)
= 22.55kN
Reinforced concrete roof slab @ Closet
Dead load = (3.60kN/m² x 2.25 x 1.30)
= 10.53kN
Reinforced concrete roof slab @ Master bath
Dead load = 3.60kN/m² x 1.50 x 2.50
= 13.50kN
Reinforced concrete roof beam
Self-weight = 1.08kN/m x (3.75 + 3.45 + 2.50 + 3.75)
= 14.53kN
Reinforced concrete column
Self-weight = 24kN/m3 x (0.15 x 0.15 x 3.50)
= 1.89kN
Total dead load = 22.55 + 10.53 + 13.50 + 14.53 + 1.89
= 63.00kN
1500 4500 1500

40. Live load:
Reinforced concrete roof slab @ Master bedroom
Live load = (0.50kN/m² x 3.75 x 0.95) + (0.50kN/m² x 2.25 x 1.20)
= 3.13kN
Reinforced concrete roof slab @ Closet
Live load = 0.50kN/m² x 2.25 x 1.30
= 1.46kN
Reinforced concrete roof slab @ Master bath
Live load = 0.50kN/m² x 1.50 x 2.50
= 1.88kN
Total live load = 6.47kN
Ultimate dead load = 63.00kN x 1.4
= 88.20kN
Ultimate live load = 6.47kN x 1.6
= 10.35kN
Total ultimate load = 88.20 + 10.35
= 98.55kN

41. COLUMN 5/I (GROUND FLOOR)
Dead load:
Reinforced concrete slab @ Master bedroom
Dead load = (4.80kN/m² x 3.75 x 0.95) + (4.80kN/m² x 2.25 x 1.20)
= 30.06kN
Reinforced concrete slab @ Closet
Dead load = (3.60kN/m² x 2.25 x 1.30)
= 10.53kN
Reinforced concrete slab @ Master bath
Dead load = 3.60kN/m² x 1.50 x 2.50
= 13.50kN
Reinforced concrete beam
Self-weight = 1.08kN/m x (3.75 + 3.45 + 2.50 + 3.75)
= 14.53kN
Brick wall on beam
Self-weight = 9.98kN/m x (3.75 + 3.45 + 2.50 + 1.50)
= 111.78kN
Reinforced concrete column
Self-weight = 24kN/m3 x (0.15 x 0.15 x 1.00)
= 0.54kN
1500 4500 1500
Total dead load = 10.53 + 13.50 + 14.53 + 111.78 + 0.54
= 150.88kN

42. Live load:
Reinforced concrete roof slab @ Master bedroom
Live load = (1.50kN/m² x 3.75 x 0.95) + (1.50kN/m² x 2.25 x 1.20)
= 9.39kN
Reinforced concrete roof slab @ Closet
Live load = 1.50kN/m² x 2.25 x 1.30
= 4.39kN
Reinforced concrete roof slab @ Master bath
Live load = 2.00kN/m² x 1.50 x 2.50
= 7.50kN
Total live load = 9.39 + 4.39 + 7.50
= 21.28kN
Ultimate dead load = (150.88kN x 1.4)
= 211.23kN
Ultimate live load = 21.28kN x 1.6
= 34.05kN
Total ultimate load = (211.23 + 34.05) + 98.55(COLUMN ABOVE)
= 343.83kN

43. Assumption of column size:
Area = 343.83kN / 35N/mm2
= 9823.71mm2
Size of column = √9823.71
= 99.11mm
≈100mm x 100mm
Suggest usage of 10mm diameter high tensile reinforcement bar
N = 0.4(Fcu)(Ac) + 0.75(Fy)(Asc)
Fcu = 35N/mm2
Ac = 150 x 150
= 22500mm²
Fy = 460N/mm2
Asc = 4πr2
= 4π(5)2
= 314.16mm²
Therefore,
N = 0.4(35)(22500) + 0.75(460)(314.16)
= 423385.20N
= 423.39kN
423.39kN > 343.83kN
As a conclusion, column size of 150mm x 150mm
reinforced with 4T10 is suggested for usage.
100mm
100mm
150mm
150mm
4T10