Building Structures_Project_02

Project 2
Structural Analysis of A Bungalow
Building Structures (ARC 2522/2523)
Group Members:
Ang Wei Yi (0317885)
Chan Yi Qin (0315964)
Tang Pei Kei (0318545)
Tutor:
Mr Adib

Content
Page
1. Introduction 1
2. Architectural Floor Plan 2-4
3. Structural Plan 5-7
4. Load Distribution Plan 8-9
5. Foundation Plan 10
6. Design Brief 11-14
7. Beams Analysis Report 15-114
8. Column Analysis Report 115-149

Introduction
This bungalow is designed to consist of one master bedroom with attached
bathroom, minimum of three bedrooms, two bathrooms, kitchen, living hall, dining area,
and one store room within some selection of building layout. Little design element in this
bungalow, but plays with the spatial arrangement and location of wall structure. We have
to come out with our own design of columns and beams. Using structural analysis to
prove the whole design is buildable and structural stable. We have chosen two very odd
building layouts to challenge a more complex structural analysis calculation. We have to
know about the whole system of load transfer from the roof to the beam to the column
and to foundation.
2

Quantity Dead Load and Live Load Assumed
Density of Materials
Reinforced Concrete = 24kN/m3
Brick Wall = 19kN/m3
Strength of Material
Concrete Strength (Fcu) = 30N/mm2
Yield Strength of Concrete Column (Fy) = 460 N/mm2
Thickness, Size and Height of Components
Thickness of Brick Wall = 150mm
Height of Brick Wall = 3000mm
Thickness of Floor Slab = 150mm
Size of Main Beam = 200mm x 300mm
Size of Secondary Beam = 150mm x 300mm
Height of the floors = 3000mm
Size of Column = 150mm x 150mm
Floor Height = 3000mm
Dead Load Acting on Structure
Main Beam Self-weight
= beam size x density of concrete
= (0.2m x 0.3m) x 24kN/m3
= 1.44kN/m
Secondary Beam Self-weight
= beam size x density of concrete
= (0.15m x 0.3m) x 24kN/m3
= 1.08kN/m
11

Brick Wall Self-weight
= wall height x wall thickness x density of brick wall
= 3m x 0.15m x 19kN/m3
= 8.55kN/m
Slab Self-weight
= slab thickness x density of concrete
= 0.15m x 24kN/m3
= 3.6kN/m2
Column Self-weight
= column size x density if concrete
= (0.3m x 0.3m) x 3 x 24kN/m3
= 6.48kN/m
Quantity Live Loads Acting on Structure (According to UBBL)
Bungalows = 1.5kN/m2
Bedrooms = 1.5kN/m2
Living Room = 4.0kN/m2
Dining Room = 2.0kN/m2
Kitchen (Dry/ Wet) = 3.0kN/m2
Storage = 2.5kN/m2
Toilet = 2.0kN/m2
Laundry = 3.0kN/m2
Stairs = 1.5kN/m2
Lounges = 2.0kN/m2
Corridor = 4.0kN/m2
12

Identity One Way or Two Way Slab
Indicating the distribution of load from slab to beam,
Ly = longer side of slab
Lx = shorter side of slab
When Ly/Lx> 2, it is a one way slab;
When Ly/Lx< 2 or = 2, it is a two way slab;
Ground Floor
Slab A-B/1-2 = 2993/2499 = 1.19 < 2 (Two Way Slab)
Slab A-B/2-3 = 2993/2500 = 1.20 <2 (Two Way Slab)
Slab B-C/1-2 = 3000/2499 = 1.20 < 2 (Two Way Slab)
Slab B-C/2-3 = 3000/2500 = 1.20 <2 (Two Way Slab)
Slab C-D/1-3 = 4999/2847 = 1.76 < 2 (Two Way Slab)
Slab C-D/4-4.2 = 4001/2847 = 1.41 < 2 (Two Way Slab)
Slab C-D/4.2-6 = 4858/2847 = 1.71 < 2 (Two Way Slab)
Slab D-D’/3-3.1 = 2852/2001 = 1.43 < 2 (Two Way Slab)
Slab D’-E/3-3.1 = 2852/2001 = 1.43 < 2 (Two Way Slab)
Slab D-E/3-3.1 = 4999/4003 = 1.25 < 2 (Two Way Slab)
Slab E-F/3-3.1 = 2852/1987 = 1.44 < 2 (Two Way Slab)
Slab D-F/4-4.2 = 5990/5149 = 1.16 < 2 (Two Way Slab)
Slab D-F/4.2-6 = 5990/4858 = 1.23 < 2 (Two Way Slab)
13

Slab F-G/3-4 = 4020/2852 = 1.41 < 2 (Two Way Slab)
Slab F-G/4-4.2 = 4020/4001 = 1.00 < 2 (Two Way Slab)
Slab F-G/4.2-6 = 4858/4020 = 1.21 < 2 (Two Way Slab)
First Floor
Slab A-B/1-2 = 2993/2499 = 1.19 < 2 (Two Way Slab)
Slab B-C/1-2 = 3000/2499 = 1.20 < 2 (Two Way Slab)
Slab A-C/5-6 = 5993/4008 = 1.50 <2 (Two Way Slab)
Slab C-D/4-4.2 = 4001/2847 = 1.41 < 2 (Two Way Slab)
Slab C-D/4.2-6 = 4858/2847 = 1.71 < 2 (Two Way Slab)
Slab D-D’/3-3.1 = 2852/2001 = 1.43 < 2 (Two Way Slab)
Slab D’-E/3-3.1 = 2852/2001 = 1.43 < 2 (Two Way Slab)
Slab D-E/3-3.1 = 4999/4003 = 1.25 < 2 (Two Way Slab)
Slab D-F/4.2-6 = 5990/4858 = 1.23 < 2 (Two Way Slab)
14

Beam Analysis Report (Tang Pei Kei | 0318545)
Architectural Plan
15

Load Distribution
Plan
Structural Plan
16

Beam 4/F-G
Dead Load
Dead Load from Beam Self-weight = 1.08kN/m
Dead Load on slab F-G/3-4
= slab self-weight x (Length/ 2)
= 3.6kN/m2
x (4/2)m
= 7.2kN/m
Dead Load on slab F-G/ 4-4.2
= 3.6kN/m2
x (4/2)m
= 7.2kN/m
Total Dead Load
= 1.08kN/m + 7.2kN/m +7.2kN/m
= 15.48kN/m
Live Load
Live Load on slab F-G/3-4
= Live Load Factor on Bungalow (UBBL) X (Length/2)
= 1.5kN/m2
x (4/2)m
= 3kN/m
Live Load on slab F-G/ 4-4.2
= 1.5kN/m2
x (4/2)m
= 3kN/m
Total Live Load
= 3kN/m + 3kN/m = 6kN/m
FF G
1.08kN/m
7.2kN/m
7.2kN/m
15.48kN/m
4020
Beam Self-weight
Slab F-G/3-4
Slab F-G/4-4.2
Total Dead Load
FF G
3kN/m
4020
Slab F-G/3-4
Slab F-G/4-4.2
3kN/m
6kN/m
Total Live Load
17

Ultimate Load
Total Ultimate Dead Load
= total dead load x dead load factor
= 15.48kN/m x 1.4
= 21.67kN/m
Total Ultimate Live Load
= total live load x live load factor
= 6kN/m x 1.6
= 9.6kN/m
Total Ultimate Load
= total ultimate dead load + total ultimate live load
= 21.67kN/m + 9.6kN/m
= 31.27kN/m
Reaction Force on Beam
Total Load on beam 4/F-G
= total ultimate load x length of the beam
= 31.27kN/m x 4.02m
= 125.71kN
In this case, the load is equivalent to only one
Point load in the middle of the beam,
Therefore, Rf = Rg and ∑Fy = 0
∑Fy = Rf + Rg - 125.71kN
2 Rf = 125.71kN
Rf = Rg = 62.86kN
FF
31.27kN/m
4020
Free Body Diagram
G
Rf Rg125.71kN
FF
4020
Free Body Diagram
G
Rf Rg
125.71kN
62.86kN 62.86kN
FF
31.27kN/m
4020
Total Ultimate Load
G
18

FF
4020
G
31.27kN/m
62.86kN 62.86kN
+
-
62.86kN - 62.86kN
= 0kN
62.86kN - 62.86kN
= -62.86kN
62.86kN
A
+
66.19kNm
66.19kNm - 66.19kNm
= 0kNm
A
Load Diagram
Shear Force Diagram
Bending Moment
Diagram
Bending Moment Diagram
+ve = [(2.01 x 62.86) / 2]
= 66.19(kNm)
-ve = [(2.01 x -62.86) / 2]
= -66.19(kNm)
19

Beam 3.1/ E-F
Dead Load
Dead Load on slab E-F/3-4
= 3.6kN/m2
x (2.85/2)m
= 5.13kN/m
Dead Load on slab D-F/3.1-4.2
= slab self-weight x (Length/ 2) x 1/3
= 3.6kN/m2
x (5.15/2)m x 1/3
= 3.09kN/m
Total Dead Load
= 1.08kN/m + 5.13kN/m + 3.09kN/m
= 9.3kN/m
Live Load
Live Load on slab E-F/3-4
= 1.5kN/m2
x (2.85/2)m
= 2.14kN/m
Live Load on slab D-F/3.1-4.2
= 1.5kN/m2
x (5.15/2)m x 1/3
= 1.29kN/m
Total Live Load
= 2.14kN/m + 1.29kN/m = 3.43kN/m
FE F
1.08kN/m
5.13kN/m
3.09kN/m
9.3kN/m
1987
Beam Self-weight
Slab E-F/3-4
Slab D-F/3.1-4.2
Total Dead Load
FE F
2.14kN/m
1987
Slab F-G/3-4
Slab F-G/4-4.2
1.29kN/m
3.43kN/m
Total Live Load
20

Ultimate Load
= 9.3kN/m x 1.4
= 13.02kN/m
= 3.43kN/m x 1.6
= 5.49kN/m
Total Ultimate Load
= 13.02kN/m + 5.49kN/m
= 18.51kN/m
Total Load on beam 3.1/E-F
= 18.51kN/m x 2m
= 37.02kN
Therefore, Re = Rf and ∑Fy = 0
∑Fy = Re + Rf – 37.02kN
2 Rf = 37.02kN
Rf = Rg = 18.51kN
FE
18.51kN/m
1987
Free Body Diagram
F
Re Rf37.02kN
FE
1987
Free Body Diagram
F
Re Rf
37.02kN
18.51kN
FE
18.51kN/m
1987
Total Ultimate Load
F
18.51kN
21

F
1987
G
18.51kN
+
-
37.02kN - 37.02kN
= 0kN
0kN - 37.02kN
= -37.02kN
37.02kN
+
36.83kNm
36.83kNm - 36.83kNm
= 0kNm
Load Diagram
Shear Force Diagram
Bending Moment
Diagram
A
A
18.51kN/m
18.51kN
+ve = [(1.99 x 37.02) / 2]
= 36.83(kNm)
-ve = [(1.99 x -37.02) / 2]
= -36.83(kNm)
22

Beam D’/3-3.1
Dead Load
Dead Load from Brick Wall Self-weight = 8.55kN/m
Dead Load on slab D-D’/3-3.1
= 3.6kN/m2
x (4/2)m
= 7.2kN/m
Dead Load on slab D’-F/3-3.1
= 3.6kN/m2
x (4/2)m
= 7.2kN/m
Total Dead Load
= 1.08kN/m + 8.55kN/m + 7.2kN/m + 7.2kN/m
= 24.03kN/m
Live Load
Live Load on slab D-D’/3-3.1
= 1.5kN/m2
x (4/2)m
= 3kN/m
Live Load on slab D’-F/3-3.1
= 1.5kN/m2
x (4/2)m
= 3kN/m
F3 3.1
1.08kN/m
8.55kN/m
7.2kN/m
24.03kN/m
2852
Beam Self-weight
Slab D’-F/3-3.1
Total Dead Load
F3
3kN/m
2852
Slab D-D’/3-3.1
Slab D’-F/3-3.1
3kN/m
7.2kN/m
Slab D-D’/3-3.1
Brick Wall Self-weight
3.1
23

Total Live Load
= 3kN/m + 3kN/m
= 6kN/m
Ultimate Load
= 24.03kN/m x 1.4
= 33.64kN/m
= 6kN/m x 1.6
= 9.6kN/m
Total Ultimate Load
= 33.64kN/m+ 9.6kN/m
= 43.24kN/m
Total Load on beam D’/3-3.1
= 43.24kN/m x 2.85m
= 123.23kN
F3
2852
6kN/m
Total Live Load
F3
43.24kN/m
2852
Free Body Diagram
R3 R3.1123.23kN
F3
43.24kN/m
2852
Total Ultimate Load
3.1
3.1
3.1
24

Therefore, R3 = R3.1 and ∑Fy = 0
∑Fy = R3 + R3.1 - 125.71kN
2 R3 = 123.23kN
R3 = R3.1 = 61.62kN
F3
2852
Free Body Diagram
R3 R3.1
123.23kN
61.62kN 61.62kN
3.1
3
3
2852
61.62kN
+
-
123.23kN - 123.23kN
= 0kN
0kN - 123.23kN
= -123.23kN
123.23kN
+
87.8kNm
87.8kNm - 87.8kNm
= 0kNm
Load Diagram
Shear Force Diagram
Bending Moment
Diagram
A
A
3.1
43.24kN/m
61.62kN
+ve = [(2.85 / 2 x 123.23) / 2]
= 87.8(kNm)
-ve = [(2.85 / 2 x -123.23) / 2]
= -87.8(kNm)
25

Beam F/3-4.2
Dead Load
Dead Load on slab E-F/3-3.1
= 3.6kN/m2
x (2/2)m
= 3.6kN/m
Dead Load on slab D-F/ 3.1-4.2
= 3.6kN/m2
x (6/2)m
= 10.8kN/m
Dead Load on slab F-G/ 3-4
= 3.6kN/m2
x (4.02/2)m
= 7.24kN/m
Dead Load on slab F-G/ 4-4.2
= 3.6kN/m2
x (4.02/2)m
= 7.24kN/m
Total Dead Load
For 3-3.1 = 1.44kN/m + 3.6kN/m + 7.24kN/m
= 12.28kN/m
For 3.1-4 = 1.44kN/m + 10.8kN/m + 7.24kN/m
= 19.48kN/m
For 4-4.2 = 1.44kN/m + 10.8kN/m + 7.24kN/m
= 19.48kN/m
F3 4.2
1.44kN/m
3.6kN/m
10.8kN/m
12.28kN/m
Beam Self-weight
Slab E-F/3-3.1
Slab D-F/3.1-4.2
Total Dead Load
F4F3.1
7.24kN/m
Slab F-G/3-4
7.24kN/m
Slab F-G/4-4.2
2852 1148 4001
19.48kN/m 19.48kN/m
26

Live Load
Live Load on slab E-F/3-3.1
= 1.5kN/m2
x (2/2)m
= 1.5kN/m
Live Load on slab D-F/ 3.1-4.2
= 1.5kN/m2
x (6/2)m
= 4.5kN/m
Live Load on slab F-G/ 3-4
= 1.5kN/m2
x (4.02/2)m
= 3.02kN/m
Live Load on slab F-G/ 4-4.2
= 1.5kN/m2
x (4.02/2)m
= 3.02kN/m
Total Live Load
For 3-3.1 = 1.5kN/m + 3.02kN/m
= 4.52kN/m
For 3.1-4 = 4.5kN/m + 3.02kN/m
= 7.52kN/m
For 4-4.2 = 4.5kN/m + 3.02kN/m
= 7.52kN/m
F3 4.2
1.5kN/m
4.5kN/m
4.52kN/m
Slab E-F/3-3.1
Slab D-F/3.1-4.2
Total Live Load
FF3.1
3.02kN/m
Slab F-G/3-4
3.02kN/m
Slab F-G/4-4.2
2852 1148 4001
7.52kN/m
4
7.52kN/m
27

Ultimate Load
Total Ultimate Dead Load at Slab 3-3.1
= 12.28kN/m x 1.4
= 17.19kN/m
Total Ultimate Dead Load at Slab 3.1-4
= 19.48kN/m x 1.4
= 27.27kN/m
Total Ultimate Dead Load at Slab 4-4.2
= 19.48kN/m x 1.4
= 27.27kN/m
Total Ultimate Live Load at Slab 3-3.1
= 4.52kN/m x 1.6
= 7.23kN/m
Total Ultimate Live Load at Slab 3.1-4
= 7.52kN/m x 1.6
= 12.03kN/m
Total Ultimate Live Load at Slab 4-4.2
= 7.52kN/m x 1.6
= 12.03kN/m
F3 4.2FF3.1 4
2852 1148 4001
17.19kN/m
27.27kN/m
Slab 3-3.1
Slab 3.1-4
27.27kN/m
Slab 4-4.2
7.23kN/m
12.03kN/m
Slab 3-3.1
Slab 3.1-4
12.03kN/m
Slab 4-4.2
28

Total Ultimate Load at 3-3.1
= 17.19kN/m + 12.03kN/m
= 29.22kN/m
Total Ultimate Load at 3.1-4
= 27.27kN/m + 12.03kN/m
= 39.3kN/m
Total Ultimate Load at 4-4.2
= 27.27kN/m + 12.03kN/m
= 39.3kN/m
Point Load at 4
= reaction force for beam 4/F-G at 4/F
= 62.86kN
Point Load at 3.1
= reaction force for beam 3.1/E-F at 3.1/F
= 18.51kN
F3 4.2
29.22kN/m
Total Ultimate Load
FF3.1
39.3kN/m
4
2852 1148 4001
39.3kN/m
29.22kN/m
Free Body Diagram
39.3kN/m39.3kN/m
62.86kN 18.51kN
29

Total Load on 3-3.1
= 29.22kN/m x 2.85m
= 83.28kN
Total Load on 3.1-4
= 39.3kN/m x 1.15m
= 45.2kN
Total Load on 4-4.2
= 39.3kN/m x 4m
= 157.2kN
Point Load at 3.1 = 18.51kN
Point Load at 4 = 62.86kN
∑M = 0
0 = (R3 x 8m) - (83.28kN x 6.58m) - (45.2kN x 4.58m)
- (157.2kN x 2m) - (18.51kN x 5.15m)
- (62.86kN x 4m)
8R3 = 1416.16kNm
R3 = 177.02kN
∑F = 0
0 = R3 + R4.2 – 83.28kN - 45.2kN - 157.2kN - 18.51kN
- 62.86kN
R4.2 = 190.03kN
F3 4.2F3.1 F4
29.22kN/m
Free Body Diagram
39.3kN/m39.3kN/m
83.28kN
177.02kN/m
R3 R4.2
2852 1148 4001
8001
45.2kN 157.2kN
Free Body Diagram
R3 R4.2
190.03kN/m
83.28kN
45.2kN 157.2kN
18.51kN 62.86kN
30

F3 4.2F3.1 F4
29.22kN/m
39.3kN/m39.3kN/m
R3 R4.2
2852 1148 4001
8001
177.02kN/m 190.03kN/m
18.51kN 62.86kN
Load Diagram
Shear Force Diagram
Bending Moment
Diagram
At Point 3.1A,
= [177.02kN – (29.22kN/m x 2.85m)]
= 93.74kN
At Point 3.1B,
= [93.74kN – 18.51kN]
= 75.23kN
At Point 4C,
= [75.23kN – (39.3kN/m x 1.15m)]
= 30.04kN
At Point 4D,
= [30.04kN – 62.86kN]
= -32.83kN
At Point 4.2E,
= [-32.83kN – (39.3kN/m x 4m)]
= -190.03kN
At Point 4.2F,
= [-190.03kN + 190.03kN]
= 0kN
177.02kN
A
75.23kNC
93.74kN
B
-32.83kN
E
-190.03kN
F
0kNG
D 30.04kN
+
-
+
+ve
= (2.85 x177.02) – [2.85 x (177.02 - 93.74)
/ 2] + (1.15 x 75.23) – [1.15 x (75.23
- 30.04) / 2]
= 385.83 + 60.53
= 446.36
 446(kNm)
-ve
= (4 x -190.03) – [4 x (-190.03+32.83) / 2]
= -445.72
 -446(kNm)
446kNm
446kNm – 446kNm
= 0kNm
385.83kNm
31

Prepared by
ANG WEI YI 0317885
42

Beam 1 Analysis Calculation
Ground Floor Beam, C-D / 4
1. Carries Self Weight – Dead Load
2. Slab Dead Load & Live Load
a. C-D / 3-4 (two way slab)
b. C-D / 4-4.2 (two way slab)
Beam self-weight = Beam size x concrete density
= 0.15m x 0.3m x 24 kN/m2
= 1.08 kN/m
Dead load on Slab C-D / 3-4 (two way slab)
Load is transferred to beam C-D / 4 in a triangular form
Dead load from slab C-D / 3-4 = [dead load on slab x (Lx/2) x (2/3)]
= 3.6kN/m2 x (2.85m/2) x (2/3)
= 3.42kN/m
Dead load on Slab C-D / 4-4.2 (two way slab)
Load is transferred to beam C-D / 4 in a triangular form
Dead load from slab C-D / 4-4.2 = [dead load on slab x (Lx/2) x (2/3)]
= 3.6kN/m2 x (2.85m/2) x (2/3)
= 3.42kN/m
44

Total Dead Load Diagram for Beam C-D / 4
Beam Self-weight = 1.08kN/m
DL from Slab C-D / 3-4 = 3.42kN/m
DL from Slab C-D / 4-4.2 = 3.42kN/m
Total DL = 7.92kN/m
C D
7.92kN/m
1.08kN/m
3.42kN/m
3.42kN/m
45

Live load on Slab C-D / 3-4 (two way slab)
Load is transferred to beam C-D / 4 in a triangular form. Convert the triangular load into UDL.
Live load from slab C-D / 3-4 = [live load factor on Corridor (UBBL) x (Lx/2) x (2/3)]
= 4kN/m2 x (2.85m/2) x (2/3)
= 3.8kN/m
Dead load from slab C-D / 4-4.2 = [live load factor on Corridor (UBBL) x (Lx/2) x (2/3)]
= 4kN/m2 x (2.85m/2) x (2/3)
= 3.8kN/m
46

Total Live Load Diagram for Beam C-D / 4
LL from Slab C-D / 3-4 = 3.8kN/m
LL from Slab C-D / 4-4.2 = 3.8kN/m
Total LL = 7.6kN/m
C D
3.8kN/m
3.8kN/m
7.6kN/m
47

Ultimate Load
Apply factor 1.4 and 1.6 to dead load and live load respectively.
Ultimate Load B-C = DL x 1.4 + LL x 1.6
= 7.92kN/m x 1.4 + 7.6kN/m x 1.6
= 23.248kN/m
Reaction Force on Beam C-D / 4 (symmetrical beam)
(23.248kN/m x 2.85m) – Reaction Force = 0
Reaction Force = 66.2568Kn
Point Load Reaction Force on Beam C-D / 4
Total Load = RA + RB
RA = Total Load / 2
= 66.2568kN/m / 2
= 33.1284kN
RA RB
66.2568kN/m
C D
33.1284kN/m
Shear Force Diagram
48

GROUND FLOOR BEAM, D / 3.1-4.2
49

Ground Floor Beam, D / 3.1-4.2
2. Brick Wall – Dead Load
a. C-D / 3-4 (two way slab)
b. C-D / 4-4.2 (two way slab)
c. D-F / 3.1-4.2 (two way slab)
= 0.2m x 0.3m x 24kN/m2
= 1.44kN/m
Brick wall weight = Wall height x thickness x density
= 3m x 0.15m x 19kN/m2
= 8.55kN/m
Dead load on Slab C-D / 3-4 (two way slab)
Load is transferred to beam D / 3.1-4.2 in a trapezoidal form
Dead load from slab C-D / 3-4 = [dead load on slab x (Lx/2)]
= 3.6kN/m2 x (2.85m/2)
= 5.13kN/m
Using ratio,
𝑥
5.13
=
1.15
4
x = 1.475kN/m
Load is transferred to beam D / 3.1-4.2 in a trapezoidal form
Dead load from slab C-D / 4-4.2 = [dead load on slab x (Lx/2)]
= 3.6kN/m2 x (2.85m/2)
= 5.13kN/m
50

Dead load on Slab D-F / 3.1-4.2 (two way slab)
Load is transferred to beam D / 3.1-4.2 in a triangular form
Dead load from slab D-F / 3.1-4.2= [dead load on slab x (Lx/2) x (2/3)]
= 3.6kN/m2 x (5.15m/2) x (2/3)
= 6.18kN/m
51

Total Dead Load Diagram for Beam D / 3.1-4.2
Brick Wall Load = 8.55kN/m
DL from Slab C-D / 3-4 = 1.475kN/m
DL from Slab C-D / 4-4.2 = 5.13kN/m
DL from Slab D-F / 3.1-4.2 = 6.18kN/m
Total DL on
3.1-4 =17.645kN/m
4-4.2 = 21.3kN/m
1.44kN/m
8.55kN/m
1.475kN/m
5.13kN/m
6.18kN/m
17.645kN/
m
21.3kN/m
3.1 4.24
1.15m 4m
52

Load is transferred to beam D / 3.1-4.2 in a triangular form. Convert the trapezoidal load into UDL.
Live load from slab C-D / 3-4 = [live load factor on Corridor (UBBL) x (Lx/2)]
= 4kN/m2 x (2.85m/2)
= 5.7kN/m
Using ratio,
𝑥
5.7
=
1.15
4
x = 1.639kN/m
Live load on Slab C-D / 4-4.2 (two way slab)
Load is transferred to beam D / 3.1-4.2 in a triangular form. Convert the trapezoidal load into UDL.
Live load from slab C-D / 3-4 = [live load factor on Corridor (UBBL) x (Lx/2)]
= 4kN/m2 x (2.85m/2)
= 5.7kN/m
Live load on Slab C-D / 3.1-4.2 (two way slab)
Load is transferred to beam D / 3.1-4.2 in a triangular form. Convert the triangular load into UDL.
Live load from slab C-D / 4-4.2 = [live load factor on Corridor (UBBL) x (Lx/2) x (2/3)]
= 4kN/m2 x (5.15m/2) x (2/3)
= 6.867kN/m
53

Total Live Load Diagram for Beam D / 3.1-4.2
LL from Slab C-D / 3-4 = 1.639kN/m
LL from Slab C-D / 4-4.2 = 5.7kN/m
LL from Slab C-D / 3.1-4.2 = 6.867kN/m
Total LL on
3.1-4 = 8.506kN/m
4-4.2 = 12.567kN/m
3.1 4.24
1.15m 4m
1.639kN/m
5.7kN/m
6.867kN/m
8.506kN/m
12.567kN/m
54

Ultimate Load
Ultimate Load 3.1-4 = DL x 1.4 + LL x 1.6
= 17.645kN/m x 1.4 + 8.506kN/m x 1.6
= 38.313kN/m
Ultimate Load 4-4.2 = DL x 1.4 + LL x 1.6
= 21.3kN/m x 1.4 + 12.567kN/m x 1.6
= 49.927kN/m
55

Reaction Force on Beam D / 3.1-4.2 / 4
∑M = 0
0 = (RB x 5.15m) – (38.313 x 4.575m) – (33.128 x 4m) – (49.927 x 2m)
RB = 79.155kN
RA = Total Load - RB
= 38.313 + 33.128 + 49.927 – 79.155
= 42.213kN
Shear Force on Beam D / 3.1-4.2 / 4
(79.155 - 38.313) kN = 40.842kN
(40.842 - 33.128) kN = 7.714kN
(7.714 - 49.927) kN = -42.213kN
(-42.213 + 42.213)kN = 0
Bending Moment on Beam D / 3.1-4.2 / 4
(+)
A
= (79.155 + 40.842) x 1.15 x (1/2)
= 68.998
Using ratio,
𝑥
5.7
=
1.15
4
x = 1.639kN/m
B
= (1/2) x 0.618 x 7.714
3.1 4.24
1.15m 4m
38.313kN/m
49.927kN/m
RA RB
33.128kN/m
79.155kN/m 42.213kN/m
56

= 2.384
(-)
C
= (1/2) x 42.213 x (4 – 0.618)
= 71.382
57

Ground Floor Beam, B-C / 2
a. B-C / 1-2 (two way slab)
b. B-C / 2-3 (two way slab)
= 0.15m x 0.3m x 24 kN/m2
= 1.08 kN/m
= 3m x 0.15m x 19kN/m2
= 8.55kN/m
Dead load on Slab B-C / 1-2 (two way slab)
Load is transferred to beam B-C / 2 in a trapezoidal form
Dead load from slab B-C / 1-2 = [dead load on slab x (Lx/2)]
= 3.6kN/m2 x (2.5m/2)
= 4.5kN/m
Load is transferred to beam B-C / 2 in a trapezoidal form
Dead load from slab B-C / 2-3 = [dead load on slab x (Lx/2)]
= 3.6kN/m2 x (2.5m/2)
= 4.5kN/m
59

Total Dead Load Diagram for Beam B-C / 2
DL from Slab B-C / 1-2 = 4.5kN/m
DL from Slab B-C / 2-3 = 4.5kN/m
Total DL = 18.63kN/m
B C
1.08kN/m
8.55kN/m
4.5kN/m
4.5kN/m
18.63kN/m
60

Live load on Slab B-C / 1-2 (two way slab)
Load is transferred to beam B-C / 2 in a triangular form. Convert the trapezoidal load into UDL.
Live load from slab B-C / 1-2 = [live load factor on Corridor (UBBL) x (Lx/2)]
= 4kN/m2 x (2.5m/2)
= 5kN/m
Load is transferred to beam B-C / 2 in a triangular form. Convert the trapezoidal load into UDL.
Live load from slab B-C / 2-3 = [live load factor on Wash Closet (UBBL) x (Lx/2)]
= 2kN/m2 x (2.5m/2)
= 2.5kN/m
61

Total Live Load Diagram for Beam B-C / 2
LL from Slab B-C / 1-2 = 5kN/m
LL from Slab B-C / 2-3 = 2.5kN/m
Total LL = 7.5kN/m
B C
5kN/m
2.5kN/m
2.5kN/m
62

Ultimate Load
Ultimate Load B-C = DL x 1.4 + LL x 1.6
= 18.63kN/m x 1.4 + 7.5kN/m x 1.6
= 38.082kN/m
Reaction Force on Beam B-C / 2 (symmetrical beam)
(38.082kN/m x 3m) – Reaction Force = 0
Reaction Force = 114.246kN
Point Load Reaction Force on Beam B-C / 2
RA = Total Load / 2
= 114.246kN/m / 2
= 57.123kN
B C
114.246kN/m
RA RB
57.123kN/m 57.123kN/m
3m
63

Ground Floor Beam, B / 1-3
a. A-B / 1-2 (two way slab)
b. A-B / 2-3 (two way slab)
c. B-C / 1-2 (two way slab)
d. B-C / 2-3 (two way slab)
= 0.2m x 0.3m x 24kN/m2
= 1.44kN/m
= 3m x 0.15m x 19kN/m2
= 8.55kN/m
Dead load on Slab A-B / 1-2 (two way slab)
Load is transferred to beam B / 1-3 in a triangular form
Dead load from slab A-B / 1-2 = [dead load on slab x (Lx/2) x (2/3)]
= 3.6kN/m2 x (2.5m/2) x (2/3)
= 3kN/m
= 3.6kN/m2 x (2.5m/2) x (2/3)
= 3kN/m
65

Dead load from slab B-C / 1-2 = [dead load on slab x (Lx/2) x (2/3)]
= 3.6kN/m2 x (2.5m/2) x (2/3)
= 3kN/m
Dead load from slab B-C / 2-3 = [dead load on slab x (Lx/2) x (2/3)]
= 3.6kN/m2 x (2.5m/2) x (2/3)
= 3kN/m
66

Total Dead Load Diagram for Beam B / 1-3
DL from Slab A-B / 1-2 = 3kN/m
DL from Slab B-C / 1-2 = 3kN/m
DL from Slab B-C / 2-3 = 3kN/m
Total DL on
1-2 = 7.44kN/m
2-3 = 15.99kN/m
1 32
1.44kN/m
2.5m 2.5m
8.55kN/m
3kN/m
3kN/m
3kN/m
3kN/m
7.44kN/m
15.99kN/m
67

Live load on Slab A-B / 1-2 (two way slab)
Load is transferred to beam B / 1-3 in a triangular form. Convert the triangular load into UDL.
Live load from slab A-B / 1-2 = [live load factor on Bedroom (UBBL) x (Lx/2) x (2/3)]
= 1.5kN/m2 x (2.5m/2) x (2/3)
= 1.25kN/m
Live load from slab A-B / 2-3 = [live load factor on Storage (UBBL) x (Lx/2) x (2/3)]
= 2.5kN/m2 x (2.5m/2) x (2/3)
= 2.083kN/m
Live load from slab B-C / 1-2 = [live load factor on Corridor (UBBL) x (Lx/2) x (2/3)]
= 4kN/m2 x (2.5m/2) x (2/3)
= 3.333kN/m
Live load from slab B-C / 2-3 = [live load factor on Wash Closet (UBBL) x (Lx/2) x (2/3)]
= 2kN/m2 x (2.5m/2) x (2/3)
= 1.667kN/m
68

Total Live Load Diagram for Beam B / 1-3
LL from Slab A-B / 1-2 = 1.25kN/m
Total LL on
1-2 = 4.583kN/m
2-3 = 3.75kN/m
1 32
2.083kN/m
2.5m 2.5m
1.25kN/m
3.333kN/m
1.667kN/m
69

Ultimate Load
Ultimate Load 1-2 = DL x 1.4 + LL x 1.6
= 7.44kN/m x 1.4 + 4.583kN/m x 1.6
= 17.7488kN/m
= 15.99kN/m x 1.4 + 3.75kN/m x 1.6
= 28.386kN/m
1 32
2.5m 2.5m
17.7488kN/m
28.386kN/m
70

Reaction Force on Beam B / 1-3
∑M = 0
0 = (RB x 5m) – (44.372 x 3.75m) – (57.123 x 2.5m) – (70.965 x 1.25m)
RB = 79.58175kN
= 44.372 + 57.123 + 70.965 – 79.58175
= 92.87825kN
Shear Force on Beam B / 1-3
(79.58175 – 44.372) kN = 35.20975kN
(35.20975 – 57.123) kN = -21.91325kN
(-21.91325 – 70.965)kN = -92.87825kN
(-92.87825 + 92.87825)kN = 0
Bending Moment on Beam B / 1-3
(+)
A
= (79.58175 + 35.20975) x 2.5 x (1/2)
= 143.489375
(-)
B
= (21.91325 + 92.87825) x 2.5 x (1/2)
= 143.489375
1 32
2.5m
44.372kN/m
2.5m
70.965kN/m
57.123kN/m
1 32
2.5m2.5m
44.372kN/m 70.965kN/m
57.123kN/m
RA RB
92.87825kN/m 92.87825kN/m
71

GROUNF FLOOR BEAM, A–B /2
72

Ground Floor Beam, A-B / 2
= 0.15m x 0.3m x 24 kN/m2
= 1.08 kN/m
Load is transferred to beam A-B / 2 in a trapezoidal form
Dead load from slab A-B / 1-2 = [dead load on slab x (Lx/2)]
= 3.6kN/m2 x (2.5m/2)
= 4.5kN/m
Load is transferred to beam A-B / 2 in a trapezoidal form
Dead load from slab A-B / 2-3 = [dead load on slab x (Lx/2)]
= 3.6kN/m2 x (2.5m/2)
= 4.5kN/m
73

Total Dead Load Diagram for Beam A-B / 2
DL from Slab A-B / 1-2 = 4.5kN/m
DL from Slab A-B / 2-3 = 4.5kN/m
Total DL = 10.08kN/m
A B
1.08kN/m
2.993m
4.5kN/m
4.5kN/m
10.08kN/m
74

Load is transferred to beam A-B / 2 in a triangular form. Convert the trapezoidal load into UDL.
Live load from slab A-B / 1-2 = [live load factor on Bedroom (UBBL) x (Lx/2)]
= 1.5kN/m2 x (2.5m/2)
= 1.875kN/m
Load is transferred to beam A-B / 2 in a triangular form. Convert the trapezoidal load into UDL.
Live load from slab A-B / 2-3 = [live load factor on Storage (UBBL) x (Lx/2)]
= 2.5kN/m2 x (2.5m/2)
= 3.125kN/m
75

Total Live Load Diagram for Beam A-B / 2
Total LL = 5kN/m
A B
1.875kN/m
2.993m
3.125kN/m
76

Ultimate Load
Ultimate Load A-B = DL x 1.4 + LL x 1.6
= 10.08kN/m x 1.4 + 5kN/m x 1.6
= 22.112kN/m
Reaction Force on Beam A-B / 2 (symmetrical beam)
(22.112kN/m x 2.993m) – Reaction Force = 0
Reaction Force = 66.181kN
Point Load Reaction Force on Beam A-B / 2
RA = Total Load / 2
= 66.181kN/m / 2
= 33.09kN
A B
22.112kN/m
2.993m
A B
66.181kN/m
2.993m
RA RB
33.09kN/m 33.09kN/m
77

Ground Floor Beam, A / 1-3
= 0.2m x 0.3m x 24kN/m2
= 1.44kN/m
= 3m x 0.15m x 19kN/m2
= 8.55kN/m
= 3.6kN/m2 x (2.5m/2) x (2/3)
= 3kN/m
= 3.6kN/m2 x (2.5m/2) x (2/3)
= 3kN/m
79

Total Dead Load Diagram for Beam B / 1-3
Total DL on
1-2 = 12.99kN/m
2-3 = 12.99kN/m
1 32
1.44kN/m
2.5m 2.5m
8.55kN/m
3kN/m
3kN/m
80

Load is transferred to beam B / 1-3 in a triangular form. Convert the trapezoidal load into UDL.
Live load from slab A-B / 1-2 = [live load factor on Bedroom (UBBL) x (Lx/2) x (2/3)]
= 1.5kN/m2 x (2.5m/2)
= 1.875kN/m
Load is transferred to beam B / 1-3 in a triangular form. Convert the trapezoidal load into UDL.
Live load from slab A-B / 2-3 = [live load factor on Wash Closet (UBBL) x (Lx/2) x (2/3)]
= 2kN/m2 x (2.5m/2)
= 2.5kN/m
81

Total Live Load Diagram for Beam B / 1-3
Total LL on
1-2 = 1.875kN/m
2-3 = 2.5kN/m
1 32
2.5kN/m
/m
1 32
1.44kN/m
2.5m 2.5m
2.5m 2.5m
1.875kN/m
/m
1 32
1.44kN/m
2.5m 2.5m
82

Ultimate Load
= 12.99kN/m x 1.4 + 1.875kN/m x 1.6
= 21.186kN/m
= 12.99kN/m x 1.4 + 2.5kN/m x 1.6
= 22.186kN/m 1 32
2.5m 2.5m
21.186kN/m 22.186kN/m
83

Reaction Force on Beam A / 1-3
∑M = 0
0 = (RA x 5m) – (21.186 x 3.75m) – (33.09 x 2.5m) – (22.186 x 1.25m)
RA = 37.981kN
RB = Total Load – RA
= 21.186 + 33.09 + 22.186 – 37.981
= 38.481kN
Shear Force on Beam A / 1-3
(37.981 – 21.186) kN = 16.795kN
(16.795 – 33.09) kN = -16.295kN
(-16.295 – 22.186)kN = -38.481kN
(-38.481+38.481)kN = 0
Bending Moment on Beam A / 1-3
(+)
A
= (37.981 + 16.795) x 2.5 x (1/2)
= 68.47
(-)
B
= (38.481 + 16.295) x 2.5 x (1/2)
= 68.47
1 32
2.5m 2.5m
21.186kN/m 22.186kN/m
33.09kN/m
RA RB
38.481kN/m37.981kN/m
84

Beam Analysis Report (Chan Yi Qin | 0315964)
First Floor Beam, A / 4-5
84

First Floor Beam, A / 4-5
1. Carries self-weight - Dead Load
2. Brick wall - Dead Load
= 0.2m x 0.3m x 24kN/m3
= 1.44 kN/m
= 3m x 0.15m x 19kN/m3
= 8.55 kN/m
Dead Load
Dead Load on Slab A-B / 4-5 (two way slab)
= Dead load on slab x (Length/ 2)
= 3.6kN/m2
x (2.993/ 2)m
= 5.387kN/m
Dead Load on Slab B-C / 4-5 (two way slab)
= 3.6kN/m2
x (3.000/ 2)m
= 5.4kN/m
85

Total Dead Load Diagram for Beam A / 4-5
Beam self-weight = 1.44kN/m
Brick wall load = 8.55kN/m
DL from slab A-B / 4-5 = 5.387kN/m
DL from slab B-C / 4-5 = 5.4kN/m
Total Dead Load = 20.777 kN/m
86

Live Load
Live Load on Slab A-B / 4-5 (two-way slab)
= Live load factor on bungalow (UBBL) x (Length/ 2)
= 1.5kN/m2
x (2.993/2)m
= 2.245kN/m
Live Load on Slab B-C / 4-5 (two-way slab)
= 1.5kN/m2
x (3.000/2)m
= 2.25kN/m
Total Live Load Diagram for Beam A / 4-5
LL on slab A-B / 4-5 = 2.245kN/m
LL on slab B-C / 4-5 = 2.25kN/m
Total Live Load = 4.495kN/m
87

Ultimate Load
Apply factor 1.4 and 1.6 to dead load and live load respectively,
Ultimate Load 4-5 = (DL x 1.4) + (LL x 1.6)
= (20.777kN/m x 1.4) + (4.495kN/m x 1.6)
Total Ultimate Load = 36.28kN/m
∑MA = 0
(36.28kN/m x 4.852m) x (4.852m/ 2) - 𝑅 𝑅x (4.852m) = 0
RB= 88.015kN
= (36.28kN/m x 4.852m) - 88.015kN
= 88.015kN
𝐴1= 𝐴2= (88.015 x 2.426m)/ 2 = 106.76kN/m
88

First Floor Beam, A-B / 4
89

First Floor Beam, A-B / 4
= 0.2m x 0.3m x 24kN/m3
= 1.44 kN/m
= 3m x 0.15m x 19kN/m3
= 8.55 kN/m
Dead Load
= 3.6kN/m2
x (4.013/ 2)m
= 7.223kN/m
= 3.6kN/m2
x (4.852/ 2)m
= 8.734kN/m
90

Total Dead Load Diagram for Beam A-B / 4
91

Live Load
= 1.5kN/m2
x (4.013/ 2)m
= 3.01kN/m
= 1.5kN/m2
x (4.852/ 2)m
= 3.639kN/m
Total Live Load Diagram for Beam A-B / 4
92

Ultimate Load
= (25.947kN/m x 1.4) + (6.649kN/m x 1.6)
𝛴 𝑀 𝐴= 0
(46.96kN/m x 2.993m) x (2.993m/ 2) - 𝑅 𝑅x (2.993m) = 0
RB = 70.28kN
Total Load = 𝑅 𝐴+ 𝑅 𝐵
𝑅 𝐴 = Total Load - 𝑅 𝐵
= (46.96kN/m x 2.993m) - 70.28kN
= 70.28kN
93

𝐴1= 𝐴2= (70.28 x 2.993m)/ 2 = 52.59kN/m
94

First Floor Beam, B-C / 4-5
95

First Floor Beam, B-C / 4-5
= 015m x 0.3m x 24kN/m3
= 1.08 kN/m
= 3m x 0.15m x 19kN/m3
= 8.55 kN/m
Dead Load
= 3.6kN/m2
x (2.993/ 2)m
= 5.387kN/m
= 3.6kN/m2
x (3.000/ 2)m
= 5.4kN/m
96

Total Dead Load Diagram for Beam B-C / 4-5
Live Load
= 1.5kN/m2
x (2.993/2)m
= 2.245kN/m
97

= 1.5kN/m2
x (3.000/2)m
= 2.25kN/m
Total Live Load Diagram for Beam B-C / 4-5
Ultimate Load
= (20.417kN/m x 1.4) + (4.495kN/m x 1.6)
98

𝛴 𝑀 𝐴= 0
(35.776kN/m x 4.852m) x (4.852m/ 2) - 𝑅 𝑅x (4.852m) = 0
𝑅 𝐵= 86.793kN
= (35.776kN/m x 4.852m) - 86.793kN
= 86.793kN
𝐴1=𝐴2 = (86.793 x 2.426m)/ 2 = 105.28kN/m
99

First Floor Beam, B-C / 5
100

First Floor Beam, B-C / 5
a. B-C / 4-5 (two way slab)
b. A-C / 5-6 (one way slab)
= 0.2m x 0.3m x 24kN/m3
= 1.44 kN/m
Dead Load
= 3.6kN/m2
x (4.852/ 2)m
= 8.734kN/m
Dead Load on Slab A-C / 5-6 (one way slab)
= 3.6kN/m2
x (4.008/ 2)m
= 7.214kN/m
101

Total Dead Load Diagram for Beam B-C / 5
DL from slab A-C / 5-6 = 7.214kN/m
Live Load
= 1.5kN/m2
x (4.852/ 2)m
= 3.639kN/m
Live Load on Slab A-C / 5-6 (one-way slab)
= 1.5kN/m2
x (4.008/2)m
= 3.006kN/m
102

Total Live Load Diagram for Beam B-C / 5
LL on slab A-C / 5-6 = 3.006kN/m
Ultimate Load
= (17.388kN/m x 1.4) + (6.645kN/m x 1.6)
103

𝛴 𝑀 𝐴= 0
(34.975kN/m x 3.000m) x (3.000m/ 2) -𝑅 𝐵 x (3.000m) = 0
𝑅 𝐵= 52.463kN
Total Load =𝑅 𝐴 + 𝑅 𝐵
= (34.975kN/m x 3.000m) - 52.463kN
= 52.463kN
𝐴1= 𝐴2= (52.463 x 3.000m)/ 2 = 39.35kN/m
104

First Floor Beam, C-D / 5
105

First Floor Beam, C-D / 5
2. Slab Dead Load & Light Load
a. C-D / 4-5 (one way slab)
b. C-D / 5-6 (two way slab)
= 0.15m x 0.3m x 24kN/m3
= 1.08kN/m
Dead Load
Dead Load on Slab C-D / 4-5 (one way slab)
= 3.6kN/m2
x (4.852/ 2)m
= 8.734kN/m
Dead Load on Slab C-D / 5-6 (two way slab)
= 3.6kN/m2
x (4.008/ 2)m
= 7.214kN/m
106

Total Dead Load Diagram for Beam C-D / 5
DL from slab C-D / 4-5 = 8.734kN/m
Live Load
Live Load on Slab C-D / 4-5 (one-way slab)
= 1.5kN/m2
x (4.852/2)m
= 3.639kN/m
107

Total Live Load Diagram for Beam C-D / 5
LL on slab C-D / 5-6 = 3.639kN/m
Ultimate Load
= (17.028kN/m x 1.4) + (3.639kN/m x 1.6)
𝛴 𝑀 𝐴= 0
(29.662kN/m x 2.847m) x (2.847m/ 2) - 𝑅 𝐵x (2.847m) = 0
𝑅 𝐵= 42.224kN
= (29.662kN/m x 2.847m) - 42.224kN
= 42.224kN
108

𝐴1= 𝐴2= (42.224 x 1.424m)/ 2 = 30.05kN/m
109

First Floor Beam, D / 4.2-6
110

First Floor Beam, D / 4.2-6
a. C-D / 4-5 (one way slab)
b. C-D / 5-6 (two way slab)
c. D-F / 4.2-6 (two way slab)
= 0.2m x 0.3m x 24kN/m3
= 1.44 kN/m
= 3m x 0.15m x 19kN/m3
= 8.55 kN/m
Dead Load
Dead Load on Slab C-D / 4-5 (one way slab)
= 3.6kN/m2
x (2.847/ 2)m
= 5.125kN/m
Dead Load on Slab C-D / 5-6 (two way slab)
= 3.6kN/m2
x (2.847/ 2)m
= 5.125kN/m
Dead Load on Slab D-F / 4.2-6 (two way slab)
= 3.6kN/m2
x (5.990/ 2)m
= 10.782kN/m
111

Total Dead Load Diagram for Beam D / 4.2-6
112

Live Load
Live Load on Slab C-D / 4-5 (one way slab)
= 1.5kN/m2
x (2.847/ 2)m
= 2.135kN/m
Live Load on Slab D-F / 5-6 (two way slab)
= 1.5kN/m2
x (5.990/2)m
= 4.493kN/m
Total Live Load Diagram for Beam D / 4.2-6
LL on slab C-D / 4-5 = 2.135kN/m
LL on slab D-F / 5-6 = 4.493kN/m
113

Ultimate Load
= (31.022kN/m x 1.4) + (6.628kN/m x 1.6)
𝛴 𝑀 𝐴= 0
(54.036kN/m x 4.008m) x (4.008m/ 2) - 𝑅 𝐵x (4.008m) = 0
𝑅 𝐵= 108.29kN
Total Load =𝑅 𝐴 + 𝑅 𝐵
= (54.036kN/m x 4.008m) - 108.29kN
= 108.29kN
𝐴1= 𝐴2= (88.015 x 2.004m)/ 2 = 88.19kN/m
114

Column Analysis Report (Tang Pei Kei | 0318545)
Ground Floor
Architectural Plan
Structural Plan Load Distribution
Plan
115

First Floor
Architectural Plan
Structural Plan Load Distribution
Plan
116

Column E3
Roof Level
Dead Load
Slabs (Flat roof)
= total slab area x slab self-weight
= (4/2)m x (2.5+2.85)m x 3.6kN/m2
= 38.52kN
Roof Beams
= total beam length x beam self-weight
= (2 + 2.5 + 2.85)m x 1.44kN/m2
+ (2.85 / 2)m x 1.08kN/m
= 12.12kN
Total Dead Load for Roof Level
= 38.52kN + 12.12kN
= 50.64kN
1st
Floor
Dead Load
Walls
= total wall length x brick wall self-weight
= (2.5 + 2.85)m x 8.55kN/m
= 45.74kN
Slabs
= (4/2)m x (2.5+2.85)m x 3.6kN/m2
= 38.52kN
117

Beams
= (2 + 2.5 + 2.85)m x 1.44kN/m2
+ (2.85 / 2)m x 1.08kN/m
= 12.12kN
Columns Self-weight = 6.48kN
Total Dead Load for 1st
Floor
= 45.74kN + 38.52kN + 12.12kN + 6.48kN
= 102.86kN
Ground Floor
Dead Load
Walls
= (2.5 + 2.85)m x 8.55kN/m
= 45.74kN
Slabs
= (4/2)m x (2.5+2.85)m x 3.6kN/m2
= 38.52kN
Beams
= (2 + 2.5 + 2.85)m x 1.44kN/m2
+ (2.85 / 2)m x 1.08kN/m
= 12.12kN
118

Total Dead Load for Ground Floor
= 45.74kN + 38.52kN + 12.12kN + 6.48kN
= 102.86kN
1st
Floor
Live Load
Bedroom 4
= total area x live load factor for bedroom
= (2m x 5.35m) x 1.5kN/m2
= 16.05kN
Ground Floor
Live Load
Guest Room
= (2m x 5.35m) x 1.5kN/m2
= 16.05kN
Ultimate Load
Ultimate Dead Load
= (50.64kN + 102.86kN + 102.86kN) x 1.4
= 358.9kN
Ultimate Live Load
= (16.05kN + 16.05kN) x 1.6
= 51.36kN
119

Ultimate Load Acting on Column E3
= 358.9kN + 51.36kN
= 410.26kN
120

Column D3
Roof Level
Dead Load
Slabs (Flat roof)
= [(4 / 2 + 2.85 / 2)m x (2.5 + 2.85 /2)m] x 3.6kN/m2
= 48.4kN
Roof Beams
= (2.5 + 2.85 + 2)m x 1.44kN/m2
+ (2.85 / 2)m x 1.08kN/m
= 12.12kN
= 48.4kN + 12.12kN
= 60.52kN
1st
Floor
Dead Load
Walls
= (2.5 + 2+ 2.85)m x 8.55kN/m
= 62.84kN
Slabs (Flat roof)
= [(4 / 2 + 2.85 / 2)m x (2.5 + 2.85 /2)m] x 3.6kN/m2
= 48.4kN
121

Beams
= (2.5 + 2.85 + 2)m x 1.44kN/m2
+ (2.85 / 2)m x 1.08kN/m
= 12.12kN
Floor
= 62.84kN + 48.4kN + 12.12kN + 6.48kN
= 129.84kN
Ground Floor
Dead Load
Walls
= (2.5 + 2+ 2.85)m x 8.55kN/m
= 62.84kN
Slabs (Flat roof)
= [(4 / 2 + 2.85 / 2)m x (2.5 + 2.85 /2)m] x 3.6kN/m2
= 48.4kN
Beams
= (2.5 + 2.85 + 2)m x 1.44kN/m2
+ (2.85 / 2)m x 1.08kN/m
= 12.12kN
122

= 62.84kN + 48.4kN + 12.12kN + 6.48kN
= 129.84kN
1st
Floor
Live Load
Bedroom 4
= (2m x 2.5/2m) x 1.5kN/m2
= 3.75kN
Toilet
= total area x live load factor for toilet
= (2m x 2.85/2m) x 2.0kN/m2
= 5.7kN
Corridors
= total area x live load factor for corridor
= [(2.85/2)m x (2.5 + 2.85/2)m] x 4.0kN/m2
= 22.37kN
Total Live Load for 1st
Floor
= 3.75kN + 5.7kN + 22.37kN
= 31.82kN
Ground Floor
Live Load
Guest Room
= (2m x 2.5/2m) x 1.5kN/m2
= 3.75kN
123

Toilet
= (2m x 2.85/2m) x 2.0kN/m2
= 5.7kN
Corridors
= [(2.85/2)m x (2.5 + 2.85/2)m] x 4.0kN/m2
= 22.37kN
Total Live Load for Ground Floor
= 3.75kN + 5.7kN + 22.37kN
= 31.82kN
Ultimate Load
Ultimate Dead Load
= (60.52kN + 129.84kN + 129.84kN) x 1.4
= 448.28kN
Ultimate Live Load
= (31.82kN + 31.82kN) x 1.6
= 101.82kN
Ultimate Load Acting on Column D3
= 448.28kN + 101.82kN
= 550.1kN
124

Column C3
Roof Level
Dead Load
Slabs (Flat roof)
= [(3 / 2 + 2.85 / 2)m x (2.5 + 4.01 /2)m] x 3.6kN/m2
= 47.44kN
Roof Beams
= (2.5 + 2.85/2 + 3/2 + 4.01/2)m x 1.44kN/m2
+ (3/2)m x 1.08kN/m
= 12.32kN
= 47.44kN + 12.32kN
= 59.76kN
1st
Floor
Dead Load
Walls
= (2.5 + 3 + 4.01/2)m x 8.55kN/m
= 64.17kN
Slabs (Flat roof)
= [(3 / 2 + 2.85 / 2)m x (2.5 + 4.01 /2)m] x 3.6kN/m2
= 47.44kN
125

Roof Beams
= (2.5 + 2.85/2 + 3/2 + 4.01/2)m x 1.44kN/m2
+ (3/2)m x 1.08kN/m
= 12.32kN
Floor
= 64.17kN + 47.44kN + 12.32kN + 6.48kN
= 130.41kN
Ground Floor
Dead Load
Walls
= (2.5 + 3 + 4.01/2)m x 8.55kN/m
= 64.17kN
Slabs (Flat roof)
= [(3 / 2 + 2.85 / 2)m x (2.5 + 4.01 /2)m] x 3.6kN/m2
= 47.44kN
Roof Beams
= (2.5 + 2.85/2 + 3/2 + 4.01/2)m x 1.44kN/m2
+ (3/2)m x 1.08kN/m
= 12.32kN
126

= 64.17kN + 47.44kN + 12.32kN + 6.48kN
= 130.41kN
1st
Floor
Live Load
Toilet
= (3/2m x 2.5m) x 2.0kN/m2
= 7.5kN
Corridors
= [(2.85/ 2)m x (2.5 + 4.01/2)m] x 4.0kN/m2
= 25.68kN
Bedroom 2
= (3/2m x 4.01/2m) x 1.5kN/m2
= 4.51kN
Total Live Load for 1st
Floor
= 7.5kN + 25.68kN + 4.51kN
= 37.69kN
Ground Floor
Live Load
Toilet
= (3/2m x 2.5m) x 2.0kN/m2
= 7.5kN
127

Corridors
= [(2.85/ 2)m x (2.5 + 4.01/2)m] x 4.0kN/m2
= 25.68kN
Kitchen
= total area x live load factor for kitchen
= (3/2m x 4.01/2m) x 3kN/m2
= 9.02kN
Total Live Load for Ground Floor
= 7.5kN + 25.68kN + 9.02kN
= 42.2kN
Ultimate Load
Ultimate Dead Load
= (59.76kN + 130.41kN + 130.41kN) x 1.4
= 448.81kN
Ultimate Live Load
= (37.69kN + 42.2kN) x 1.6
= 127.82kN
Ultimate Load Acting on Column E3
= 448.81kN + 127.82kN
= 576.63kN
128

Column 1 Analysis Calculation------Column B / 1
Roof
Slab
7.491m2 x 3.6kN/m2 = 26.968kN
Beam
(2.993 x ½ + 2 x ½ + 3 x ½) x1.44kN/m = 7.916kN
Total = 34.884kN
First Floor
Dead Load
Wall
(2.993 x ½ + 3 x ½) x 8.55kN/m = 25.62kN
Slab
7.491m2 x 3.6kN/m2 = 26.968kN
Beam
(2.993 x ½ + 2 x ½ + 3 x ½) x1.44kN/m = 7.916kN
Column
(0.3 x 0.3) x 3 x 24kN/m3 = 6.48kN
Total = 66.978kN
Ground Floor
Dead Load
Wall
(2.993 x ½ + 3 x ½ + 5 x ½) x8.55kN/m = 46.995kN
Slab
7.491m2 x 3.6kN/m2 = 26.968kN
Beam
(2.993 x ½ + 2 x ½ + 3 x ½) x1.44kN/m = 7.916kN
Column
(0.3 x 0.3) x 3 x 24kN/m3 = 6.48kN
Total = 88.359kN
Total Dead Load = 190.221kN
Apply 1.4 Factor = 266.309kN
Live Load
Bedroom
(2.993m x ½ + 5m x ½) x 1.5kN/m2 = 5.612kN
Bedroom
(3 x ½ + 5 x ½) x 1.5kN/m2 = 5.625kN
Live Load
Bedroom
(2.993m x ½ + 5m x ½) x 1.5kN/m2 = 5.612kN
Bedroom
(3 x ½ + 5 x ½) x 4kN/m2 = 15kN
Total = 31.849kN
Total Live Load = 31.849kN
Total Ultimate Load on Column B / 1 = 317.267kN
130

Roof
Slab
13.504m2 x 3.6kN/m2 = 48.614kN
Beam
(2.993 x ½ + 5 x ½ + 3 x ½ + 4.013 x ½)
x1.44kN/m = 10.804kN
Total = 59.418kN
First Floor
Dead Load
Wall
(2.993 x ½ + 3 x ½ + 5 x ½ +4.013 x ½)
x8.55kN/m = 64.151kN
Slab
13.504m2 x 3.6kN/m2 = 48.614kN
Beam
(2.993 x ½ + 3 x ½ + 5 x ½ +4.013 x ½)
x1.44kN/m = 10.804kN
Column
(0.3 x 0.3) x 3 x 24kN/m3 = 6.48kN
Total = 130.049kN
Ground Floor
Dead Load
Wall
(2.993 x ½ + 3 x ½ + 5 x ½ +4.013 x ½)
x8.55kN/m = 64.151kN
Slab
13.504m2 x 3.6kN/m2 = 48.614kN
Beam
(2.993 x ½ + 3 x ½ + 5 x ½ +4.013 x ½)
x1.44kN/m = 10.804kN
Column
(0.3 x 0.3) x 3 x 24kN/m3 = 6.48kN
Total = 130.049kN
Live Load
Bedroom
(2.993m x ½ + 5m x ½) x 1.5kN/m2 = 5.612kN
Wash Closet
(3 x ½ + 5 x ½) x 2kN/m2 = 5.625kN
Bedroom
(4.013 x ½ + 2.993 x ½) x 1.5kN/m2 = 4.505kN
Bedroom
(4.013 x ½ + 3 x ½) x 1.5kN/m2 = 4.515kN
Live Load
Bedroom
(2.993m x ½ + 5m x ½) x 1.5kN/m2 = 5.612kN
Wash Closet
(3 x ½ + 5 x ½) x 2kN/m2 = 7.5kN
Bedroom
(4.013 x ½ + 2.993 x ½) x 3kN/m2 = 9.009kN
Bedroom
(4.013 x ½ + 3 x ½) x 3kN/m2 = 9.03kN
Total = 51.408kN
132

133

Roof
Slab
13.289m2 x 3.6kN/m2 = 47.84kN
Beam
(2.993 x ½ + 4.852 x ½ + 3 x ½ + 4.013
x ½) x1.44kN/m = 10.698kN
Total = 58.538kN
First Floor
Dead Load
Wall
(2.993 x ½ + 3 x ½ + 4.852 x ½)
x8.55kN/m = 46.362kN
Slab
13.283m2 x 3.6kN/m2 = 47.819kN
Beam
(2.993 x ½ + 3 x ½ + 4.852 x ½ +4.013
x ½) x1.44kN/m = 10.698kN
Column
(0.3 x 0.3) x 3 x 24kN/m3 = 6.48kN
Total = 111.359kN
Ground Floor
Dead Load
Wall
(4.852 x ½) x 8.55kN/m = 20.742kN
Slab
13.504m2 x 3.6kN/m2 = 47.819kN
Beam
(2.993 x ½ + 3 x ½ + 4.852 x ½ +4.013
x ½) x1.44kN/m = 10.698kN
Column
(0.3 x 0.4) x 3 x 24kN/m3 = 6.48kN
Total = 85.739kN
Live Load
Bedroom
(2.993m x ½ + 4.013m x ½) x 1.5kN/m2 = 4.505kN
Bedroom
(4.013 x ½ + 3 x ½) x 1.5kN/m2 = 4.515kN
Bedroom
(4.852 x ½ + 2.993 x ½) x 1.5kN/m2 = 5.447kN
Wash Closet
(4.852 x ½ + 3 x ½) x 2kN/m2 = 7.278kN
Live Load
Kitchen
(2.993m x ½ + 4.013m x ½) x 3kN/m2 = 9.009kN
Kitchen
(4.013 x ½ + 3 x ½) x 3kN/m2 = 4.515kN= 9.03kN
Kitchen
(4.852 x ½ + 2.993 x ½) x 3kN/m2 = 10.893kN
Kitchen
(4.852 x ½ + 3 x ½) x 3kN/m2 = 10.917kN
Total = 39.849kN
135

136

Column 1 Analysis Calculation (Chan Yi Qin | 0315964)
Column B3
137

Column 1 Analysis Calculation
Column B3 (Roof, First Floor, Ground Floor)
Dead Load
Dead load on roof
Area of slab acting on column B3
= (1.25 + 2.007)m x (1.4965 + 1.5)m
= 9.76 m2
Roof slab self-weight
= 3.6kN/m2
x 9.76 m2
= 35.13kN
Roof beam self-weight
= (1.4965 + 1.5 + 2.007 + 1.25)m x 1.44kN/m2
= 9kN
Total dead load on flat roof
= 35.13kN + 9kN
= 44.135kN
Dead load on first floor
Concrete slab
= 3.6kN/m2
x 9.76 m2
= 35.13kN
Beam self-weight
= (1.4965 + 1.5 + 2.007 + 1.25)m x 1.44kN/m2
= 9kN
Brick wall self-weight
= (1.4965 + 1.5 + 2.007 + 1.25)m x 8.55kN/m2
= 53.47kN
138

Column
= 0.3m x 0.3m x 3m x 24kN/𝑚3
= 6.48kN
Total dead load on first floor
= 35.13kN + 9kN + 53.47kN + 6.48kN
= 104.08kN
Dead load on ground floor
Concrete slab
= 3.6kN/m2
x 9.76 m2
= 35.13kN
Beam self-weight
= (1.4965 + 1.5 + 2.007 + 1.25)m x 1.44kN/m2
= 9kN
= (1.4965 + 1.5 + 2.007 + 1.25)m x 8.55kN/m2
= 53.47kN
Column
= 0.3m x 0.3m x 3m x 24kN/𝑚3
= 6.48kN
= 35.13kN + 9kN + 53.47kN + 6.48kN
= 104.08kN
Total Dead Load = 44.135kN + 104.08kN + 104.08kN
= 252.30kN
Apply 1.4 factor = 353.21kN
139

Live Load
Live load on first floor
Bedroom
= (3.257 x 3)m x 1.5kN/m2
= 14.66kN
Live load on ground floor
Kitchen
= (3.257 x 3)m x 3kN/m2
= 29.313kN
Total live load = 14.66kN + 29.313kN
= 43.873kN
Ultimate load acting on Column B3 = 353.21kN + 70.36kN = 423.57kN
140

Column B4
141

Column B4 (Roof, First Floor, Ground Floor)
Dead Load
Dead load on roof
= (2.007 + 2.426)m x (1.4965 + 1.5)m
= 8.134 m2
= 3.6kN/m2
x 8.134 m2
= 29.28kN
= (1.4965 + 1.5 + 2.007 + 2.426)m x 1.44kN/m2
= 10.698kN
= 29.28kN + 10.698kN
= 39.98kN
Concrete slab
= 3.6kN/m2
x 8.134 m2
= 29.28kN
Beam self-weight
= (1.4965 + 1.5 + 2.007 + 2.426)m x 1.44kN/m2
= 10.698kN
= (1.4965 + 1.5 + 2.007 + 2.426)m x 8.55kN/m2
= 63.52kN
142

Column
= 0.3m x 0.3m x 3m x 24kN/𝑚3
= 6.48kN
= 29.28kN + 10.698kN + 63.52kN + 6.48kN
= 109.98kN
Concrete slab
= 3.6kN/m2
x 8.134 m2
= 29.28kN
Beam self-weight
= (1.4965 + 1.5 + 2.007)m x 1.44kN/m2
= 7.21kN
= (1.4965 + 1.5 + 2.007)m x 8.55kN/m2
= 42.78kN
Column
= 0.3m x 0.3m x 3m x 24kN/𝑚3
= 6.48kN
Total dead load on ground floor
= 29.28kN + 7.21kN + 42.78kN + 6.48kN
= 85.75kN
= 235.71kN
143

Live Load
Bedroom
= (3.257 x 3)m x 1.5kN/m2
= 14.66kN
Kitchen
= (3.257 x 3)m x 3kN/m2
= 29.313kN
= 43.873kN
144

Column C3
145

Column C3 (Roof, First Floor, Ground Floor)
Dead Load
Dead load on roof
= (1.25 + 2.01)m x (1.5 + 1.42)m
= 9.52 m2
= 3.6kN/m2
x 9.52 m2
= 34.27kN
= (1.5 + 1.42 + 1.25 + 2.01)m x 1.44kN/m2
= 8.90kN
= 34.27kN + 8.90kN
= 43.17kN
Concrete slab
= 3.6kN/m2
x 9.52 m2
= 34.27kN
Beam self-weight
= (1.5 + 1.42 + 1.25 + 2.01)m x 1.44kN/m2
= 8.90kN
= (1.5 + 1.42 + 1.25 + 2.01)m x 8.55kN/m2
= 52.84kN
146

Column
= 0.3m x 0.3m x 3m x 24kN/𝑚3
= 6.48kN
= 32.27kN + 8.90kN + 52.84kN + 6.48kN
= 100.13kN
Concrete slab
= 3.6kN/m2
x 9.52 m2
= 34.27kN
Beam self-weight
= (1.5 + 1.42 + 1.25 + 2.01)m x 1.44kN/m2
= 8.90kN
= (1.5 + 1.42 + 1.25 + 2.01)m x 8.55kN/m2
= 52.84kN
Column
= 0.3m x 0.3m x 3m x 24kN/𝑚3
= 6.48kN
Total dead load on ground floor
= 34.27kN + 8.90kN + 52.84kN + 6.48kN
= 102.49kN
= 245.79kN
147

Live Load
Bedroom
= (3.257 x 3)m x 1.5kN/m2
= 14.66kN
Kitchen
= (3.257 x 3)m x 3kN/m2
= 29.313kN
= 43.873kN
148

Column Test Calculation (accordance to BS 8110)
Given that fcu = 30N/mm2
and fy = 460N/mm2
. Assuming percentage of steel reinforcement in
a square concrete column is 2%, determine the capacity of the column.
N = 0.4fcuAc + 0.8fyAsc
N = Capacity Of Concrete
Fcu = Concrete Strength (N/mm2
)
Ac = Cross Section of Concrete Column
Fy = Yield Strength of Steel (N/mm2
)
Asc = Steel Content in A Column
Ac = 300 x 300 = 90000
Asc = 2% x 90000 = 1800
N = 0.4fcuAc + 0.8fyAsc
= 0.4 x 30 x 90000 + 0.8 x 460 x 1800
= 1080000 + 662400
= 1742400N = 1742.4kN
Thus, this column can sustain any ultimate load below 1742.4kN.
149

Building Structures_Project_02

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