SCHOOL OF ARCHITECTURE, BUILDING &
DESIGN
Bachelor of Science (Honours) (Architecture)
Building Structures (ARC 2522/2523)
Project 2: Structural Analysis of a Bungalow
Tutor:
Mr Azim Sulaiman
Team Members:
EVELIN DEVINA 0322176
LIM JOE ONN 0318679
ONG SENG PENG 0319016
1
TABLE OF CONTENTS
Introduction to Bungalow
Floor Plans
• Ground Floor
• First Floor
Structural Plans
• Foundation Plan
• Ground Floor Plan
• First Floor Plan
• Roof Plan
Structural 3D model
Design Brief
• Assumed Material Weight
• Assumed Live Load
Beam Analysis Report
• Load Distribution Plans
• Load Diagram
• Bending Moment Diagram
• Shear Force Diagram
Column Analysis Report
• Load Distribution Plans for Column Design
• Estimation of Column Load
• Suggested Column Size
Conclusion
2
The proposed bungalow is built to accommodate the needs of a family. With anestimated total built up area of 450 square meters, its interior spaces include aliving hall, a dining area, two kitchens, a guest room, three bathrooms, a masterbedroom, two bedrooms and a storage space.
Typical to modern day residential houses, its structure consists of basic keycomponents of columns and beams which functions to support its own weight.Basic procedures of building structure design are recognized, executed andimplemented. A structural proposal is produced to ensure the bungalow’sstructural integrity, guaranteeing the safety of its inhabitants.
INTRODUCTION TO BUNGALOW
3
ARCHITECTURAL PLANS
4
STRUCTURAL PLANS
5
STRUCTURAL PLANS
6
LOAD DISTRIBUTION PLANS
7
LIVE LOAD PLANS
8
STRUCTURAL 3D MODEL
9
STRUCTURAL 3D MODEL
10
Dead Loads of Structure (Constant)
Density of concrete = 24 kN/m3
Density of brick = 19 kN/m3
Dead load of roof = 1.0 kN/m2
(According to UBBL)Dead load factor = 1.4
Structure Self-weight Calculation
Concrete beam
self-weight
Cross-sectional area = width x height of the beam
= 0.2m x 0.3m = 0.06m2
Beam self-weight per meter length
= cross-sectional area x density of concrete
= 0.06m2 x 24 kN/m3 = 1.44 kN/m
Brick wall self-
weight
Wall self-weight per meter length
= thickness x height x density of brick wall
= 0.15m x 3.0m x 19 kN/m2
= 8.55 kN/m
Floor slab self-
weight
Floor slab self-weight per meter square
= slab thickness x density of concrete
= 0.15m x 24 kN/m3 = 3.6kN/m2
Live Loads of Rooms according to its function (Constant)
Live load factor = 1.6
Room Live Load per meter square
area (kN/m2)
Bedroom 1.5
Dining Area 2.0
Living Area 2.0
Bathroom 2.0
Corridor 1.5
Kitchen 2.0
Roof 0.5
Design Brief:
11
SCHOOL OF ARCHITECTURE, BUILDING &
DESIGN
Bachelor of Science (Honours) (Architecture)
Building Structures (ARC 2522/2523)
Project 2: Structural Analysis of a Bungalow
Individual Work:
EVELIN DEVINA 0322176
12
Slab A-B/1-2A
Ly/Lx = 4200/3000
= 1.4 < 2
(Two way slab)
Determine one way or two way slab:
Slab A-B/2A-3
Ly/Lx = 4600/3000
= 1.53 < 2
(Two way slab)
Dead Load
1. Concrete Beam Self-weight
= Density x Beam size
= 24 kN/m3 x (0.2m x 0.3m)
= 1.44 kN/m
2. Brick Wall Load
= Wall density x (thickness x height)
= 19 kN/m3 x (0.15m x 3m)
= 8.55 kN/m
3. Load from Slab A-B/1-2A (two-way slab)
= Slab self-weight x (Lx/2)
= 3.6 kN/m2 x (3/2)m = 5.4 kN/m
4. Load from Slab A-B/2A-3 (two-way slab)
= Slab self-weight x (Lx/2)
= 3.6 kN/m2 x (3/2)m = 5.4 kN/m
Total Dead Load on Beam A/2-2A
= (1.44 + 8.55 + 5.4) kN/m
= 15.39 kN/m
Total Dead Load on Beam A/2A-3
= (1.44 + 8.55 + 5.4) kN/m
= 15.39 kN/m
1) First Floor Beam A/2-3
Slab self-weight
= Slab thickness x concrete density
= 0.15m x 24 kN/m3
= 3.6 kN/m2
2 3
8.55 kN/m
5.4kN/m
1.44kN/m
4.6m
5.4kN/m
2A
1.2m
15.39kN/m15.39
Live Load
1. Load from Slab A-B/1-2A (two-way slab)
= Live load intensity x (Lx/2)
= 2 kN/m2 x (3/2)m = 3 kN/m
2. Load from Slab A-B/2A-3 (two-way slab)
= Live load intensity x (Lx/2)
= 1.5 kN/m2 x (3/2)m = 2.25 kN/m
Ultimate Load
Ultimate Load on Beam A/2-2A
= Ultimate Dead Load + Ultimate Live Load
= (15.39 kN/m x 1.4) + (3 kN/m x 1.6)
= 21.55 KN/m + 4.8 kN/m = 26.35 kN/m
Ultimate Load on Beam A/2A-3
= Ultimate Dead Load + Ultimate Live Load
= (15.39 kN/m x 1.4) + (2.25 kN/m x 1.6)
= 21.55 KN/m + 3.6 kN/m = 25.15 kN/m
Point Load at point A/2A from beam A-B/2A
1. Concrete Beam Self-weight = 1.44 kN/m
2. Brick Wall Load = 8.55 kN/m
3. Dead Load from Slab A-B/1-2A (two-way slab)
= Slab self-weight x (Lx/2) x 2/3
= 3.6 kN/m2 x (3/2)m x 2/3 = 3.6 kN/m
4. Dead Load from Slab A-B/2A-3 (two-way slab)
= Slab self-weight x (Lx/2) x 2/3
= 3.6 kN/m2 x (3/2)m x 2/3 = 3.6 kN/m
Total Dead Load on Beam A-B/2A
= (1.44 + 8.55 + 3.6 + 3.6)kN/m = 17.19 kN/m
5. Live Load from Slab A-B/1-2A (two-way slab)
= Live Load Intensity x (Lx/2) x 2/3
= 2 kN/m2 x (3/2)m x 2/3 = 2 kN/m
6. Live Load from Slab A-B/2A-3 (two-way slab)
= Live Load Intensity x (Lx/2) x 2/3
= 1.5 kN/m2 x (3/2)m x 2/3 = 1.5 kN/m
Total Live Load on Beam A-B/2A
= (2 + 1.5)kN/m = 3.5 kN/m
2 34.6m
2A
1.2m
3kN/m
2.25kN/m
25.15kN/m26.35kN/m
Ultimate Load on Beam A-B/2A
= (17.19 kN/m x 1.4) + (3.5 kN/m x 1.6)
= 29.67 kN/m
Total Load on Beam A-B/2A
= Uniform Distributed Load x Beam Length
= 29.67 kN/m x 3m
= 89.01 kN
Point Load at Point A/2A
Total Load is distributed equally to 2 points
= 89.01 kN / 2 = 44.51 kN
Reaction Force
1. Beam A/2-2A UDL to Point Load
= 26.35 kN/m x 1.2m = 31.62 kN
2. Beam A/2A-3 UDL to Point Load
= 25.15 kN/m x 4.6m = 115.69 kN
0 = ∑M2
0 = (31.62kN x 0.6m) + (44.51kN x 1.2m) +
(115.69kN x 3.5m) – (R3 x 5.8m)
R3 = 477.3kNm / 5.8m = 82.30 kN
∑Fy = (31.62 + 44.51 + 115.69) - (R2 + 82.30) = 0
R2 = 191.82 – 82.30 = 109.52 kN
Shear Force Diagram
33.39 : X = 82.30 : (4.6 - X)
82.3 X = 33.39 (4.6 – X)
X = 153.59/115.69 = 1.33m
Bending Moment Diagram
1. (109.52m + 77.9m)/2 x 1.2m = 112.45m2
2. (33.39m x1.33m)/2 = 21.70m2
3. (82.30m x 3.27m)/2 = 134.56m2
2 34.6m
2A
1.2m
25.15kN/m26.35kN/m
44.51kN
R3=82.30kN
31.62kN
44.51kN
R2=109.52kN
115.69kN
x(4.6 – x)
82.30
33.39
4.6m1.2m
109.52kN
134.65kNm
(109.52-31.62= 77.9kN)
(77.9-44.51= 33.39kN)
0
(33.39-115.69= -82.30kN)
112.45kNm
(134.65-134.56= +0.9)
Dead Load
1. Concrete Beam Self-weight
= Density x Beam size
= 24 kN/m3 x (0.2m x 0.3m)
= 1.44 kN/m
2. Load from Slab B-C/2-2B (two-way slab)
= Slab self-weight x (Lx/2)
= 3.6 kN/m2 x (2.8/2)m = 5.04 kN/m
3. Load from Slab B-C/2B-3 (two-way slab)
= Slab self-weight x (Lx/2)
= 3.6 kN/m2 x (3/2)m = 5.4 kN/m
Total Dead Load on Beam B-C/2B
= (1.44 + 5.04 + 5.4) kN/m
= 11.88 kN/m
Slab B-C/2-2B
Ly/Lx = 3900/2800
= 1.39 < 2
(Two way slab)
Determine one way or two way slab:
Slab B-C/2B-3
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
2) First Floor Beam B-C/2B
Slab self-weight
= Slab thickness x concrete density
= 0.15m x 24 kN/m3
= 3.6 kN/m2
Live Load
1. Load from Slab B-C/2-2B (two-way slab)
= Live load intensity x (Lx/2)
= 1.5 kN/m2 x (2.8/2)m = 2.1 kN/m
2. Load from Slab B-C/2B-3 (two-way slab)
= Live load intensity x (Lx/2)
= 1.5 kN/m2 x (3/2)m = 2.25 kN/m
Total Live Load on Beam B-C/2B
= (2.1 + 2.25) kN/m
= 4.35 kN/m
B C
5.04 kN/m
1.44kN/m
3.9m
5.4 kN/m
11.88 kN/m
2.1 kN/m
2.25 kN/m
4.35 kN/m
Ultimate Load
Ultimate Load on Beam B-C/2B
= Ultimate Dead Load + Ultimate Live Load
= (11.88 kN/m x 1.4) + (4.35 kN/m x 1.6)
= 16.63 KN/m + 6.96 kN/m = 23.59 kN/m
Reaction Force
Beam B-C/2B UDL to Point Load
= 23.59 kN/m x 3.9m = 92 kN
RB = RC
∑Fy = 92 - (RB + RC) = 0
RB = 46 kN
RC = 46 kN
Shear Force Diagram
Bending Moment Diagram
(46m x 1.95m)/2 = 89.7 m2
B C3.9m
RC=46 kN
92 kN
23.59kN/m
RB=46 kN
46kN
1.95 m 1.95 m
0
- 46kN
89.7 kNm
0(89.7-89.7 = 0)
Slab B-C/2-2B = C-D/2/2B
Ly/Lx = 3900/2800
= 1.39 < 2
(Two way slab)
Determine one way or two way slab:
Slab B-C/2-2B = C-D/2B-3
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Dead Load
1. Concrete Beam Self-weight
= Density x Beam size
= 24 kN/m3 x (0.2m x 0.3m)
= 1.44 kN/m
2. Brick Wall Load
= Wall density x (thickness x height)
= 19 kN/m3 x (0.15m x 3m)
= 8.55 kN/m
3. Load from Slab B-C/2-2B (two-way slab)
= Slab self-weight x (Lx/2) x 2/3
= 3.6 kN/m2 x (2.8/2)m x 2/3 = 3.36 kN/m
= Load from Slab C-D/2-2B
4. Load from Slab B-C/2B-3 (two-way slab)
= Slab self-weight x (Lx/2) x 2/3
= 3.6 kN/m2 x (3/2)m x 2/3 = 3.6 kN/m
= Load from Slab C-D/2B-3
Total Dead Load on Beam C/2-2B
= (1.44 + 8.55 + 3.36 + 3.36) kN/m
= 16.71 kN/m
Total Dead Load on Beam C/2B-3
= (1.44 + 8.55 + 3.6 + 3.6) kN/m
= 17.19 kN/m
3) First Floor Beam C/2-3
Slab self-weight
= Slab thickness x concrete density
= 0.15m x 24 kN/m3
= 3.6 kN/m2
2 3
8.55 kN/m
3.36kN/m
1.44kN/m
3m
3.6kN/m
17.19kN/m16.71kN/m
2B
2.8m
Live Load
1. Load from Slab B-C/2-2B (two-way slab)
= Live load intensity x (Lx/2) x 2/3
= 1.5 kN/m2 x (2.8/2)m x 2/3 = 1.4 kN/m
= Load from Slab C-D/2-2B
2. Load from Slab B-C/2B-3 (two-way slab)
= Live load intensity x (Lx/2) x 2/3
= 1.5 kN/m2 x (3/2)m x 2/3 = 1.5 kN/m
= Load from Slab C-D/2B-3
Total Live Load on Beam C/2-2B
= (1.4 + 1.4) kN/m
= 2.8 kN/m
Total Dead Load on Beam C/2B-3
= (1.5 + 1.5) kN/m
= 3 kN/m
Ultimate Load
Ultimate Load on Beam C/2-2B
= Ultimate Dead Load + Ultimate Live Load
= (16.71 kN/m x 1.4) + (2.8 kN/m x 1.6)
= 23.39 KN/m + 4.48 kN/m = 27.87 kN/m
Ultimate Load on Beam C/2B-3
= Ultimate Dead Load + Ultimate Live Load
= (17.19 kN/m x 1.4) + (3 kN/m x 1.6)
= 24.07 KN/m + 4.8 kN/m = 28.87 kN/m
Point Load at point C/2B from beam B-C/2B
and beam C-D/2B
From calculation no.2;
1. Point Load from beam B-C/2B = 46kN
2. Point Load from beam C-D/2B = 46kN
Point Load at Point C/2B = 92kN
2 3
1.4kN/m
3m
1.5kN/m
3kN/m2.8kN/m
2B
2.8m
28.87kN/m27.87kN/m
92kN/m
28.87kN/m27.87kN/m
Reaction Force
1. Beam C/2-2B UDL to Point Load
= 27.87 kN/m x 2.8m = 78.04 kN
2. Beam C/2B-3 UDL to Point Load
= 28.87 kN/m x 3m = 86.6 kN
0 = ∑M2
0 = (78.04kN x 1.4m) + (92kN x 2.8m) +
(86.6kN x 4.3m) – (R3 x 5.8m)
R3 = 739.24kNm / 5.8m = 127.45 kN
∑Fy = (78.04 + 92 + 86.6) - (R2 + 127.45) = 0
R2 = 256.64 –127.45 = 129.19 kN
Shear Force Diagram
Bending Moment Diagram
1. (129.19m + 51.15m)/2 x 2.8m = 252.48m2
2. (40.85m + 127.45m)/2 x 3m = 252.45m2
R3=127.45kN
92kN
86.6kN
2 33m
2B
2.8m
R2=129.19kN
78.04kN
20
129.19kN
252.48kNm
(129.19-78.04= 51.15kN)
0
(-40.85-86.6= -127.45kN)
(252.48-252.45= +0.03)
(51.15-92= -40.85kN)
0
Slab B-C/2-2B
Ly/Lx = 3900/2800
= 1.39 < 2
(Two way slab)
Determine one way or two way slab:
Slab C-D/2/2B
Ly/Lx = 3900/2800
= 1.39 < 2
(Two way slab)
Dead Load
1. Concrete Beam Self-weight
= Density x Beam size
= 24 kN/m3 x (0.2m x 0.3m)
= 1.44 kN/m
2. Brick Wall Load
= Wall density x (thickness x height)
= 19 kN/m3 x (0.15m x 3m)
= 8.55 kN/m
3. Load from Slab B-C/2-2B (two-way slab)
= Slab self-weight x (Lx/2)
= 3.6 kN/m2 x (2.8/2)m = 5.04 kN/m
= Load from Slab C-D/2-2B
Total Dead Load on Beam B-C/2
= (1.44 + 8.55 + 5.04) kN/m
= 15.03 kN/m
Total Dead Load on Beam C-D/2
= (1.44 + 5.04) kN/m
= 6.48 kN/m
4) First Floor Beam B-D/2
Slab self-weight
= Slab thickness x concrete density
= 0.15m x 24 kN/m3
= 3.6 kN/m2
Live Load
Load from Slab B-C/2-2B (two-way slab)
= Live load intensity x (Lx/2)
= 1.5 kN/m2 x (2.8/2)m = 2.1 kN/m
= Load from Slab C-D/2-2B
B D
8.55 kN/m
1.44kN/m
3.9mC
3.9m
6.48kN/m15.03kN/m
5.04 kN/m
2.1 kN/m
Ultimate Load
Ultimate Load on Beam B-C/2
= Ultimate Dead Load + Ultimate Live Load
= (15.03 kN/m x 1.4) + (2.1 kN/m x 1.6)
= 21.04 KN/m + 3.36 kN/m = 24.40 kN/m
Ultimate Load on Beam C-D/2
= Ultimate Dead Load + Ultimate Live Load
= (6.48 kN/m x 1.4) + (2.1 kN/m x 1.6)
= 9.07KN/m + 3.36 kN/m = 12.43 kN/m
Point Load at point C/2 from beam C/2-3
From calculation no.3;
Point Load at Point C/2B = 129.19kN
Reaction Force
1. Beam B-C/2 UDL to Point Load
= 24.40 kN/m x 3.9m = 95.16 kN
2. Beam C-D/2 UDL to Point Load
=12.43 kN/m x 3.9m = 48.47 kN
0 = ∑MB
0 = (95.16kN x 1.95m) + (129.19kN x 3.9m) +
(48.47kN x 5.85m) – (RD x 7.8m)
RD = 972.95kNm / 7.8m = 124.74 kN
∑Fy = (95.16 + 129.19 + 48.47) - (R2 + 124.74) = 0
RB = 272.82 –124.74 = 148.08 kN
Shear Force Diagram
Bending Moment Diagram
1. (148.08m + 52.92m)/2 x 3.9m = 391.95m2
2. (76.27m + 124.74m)/2 x 3.9m = 391.97m2
B D3.9m
C
3.9m
12.43kN/m24.40kN/m
RD=124.74kN
129.19kN
48.47kN
RB=148.08kN
95.16kN
12.43kN/m24.40kN/m
129.19kN
22
148.08kN
391.95Nm
(148.08-95.16= 52.92kN)
0
(-76.27-48.47= -124.74)
(391.95-391.97= -0.02)
(52.92-129.19= -76.27)
0
Slab A-B/1-2A
Ly/Lx = 4200/3000
= 1.4 < 2
(Two way slab)
Determine one way or two way slab:
Slab A-B/2A-3
Ly/Lx = 4600/3000
= 1.53 < 2
(Two way slab)
Dead Load
1. Concrete Beam Self-weight
= Density x Beam size
= 24 kN/m3 x (0.2m x 0.3m)
= 1.44 kN/m
2. Brick Wall Load
= Wall density x (thickness x height)
= 19 kN/m3 x (0.15m x 3m)
= 8.55 kN/m
3. Load from Slab A-B/1-2A (two-way slab)
= Slab self-weight x (Lx/2)
= 3.6 kN/m2 x (3/2)m = 5.4 kN/m
= Load from Slab A-B/2A-3
4. Load from Slab B-C/2-2B (two-way slab)
= Slab self-weight x (Lx/2) x 2/3
= 3.6 kN/m2 x (2.8/2)m x 2/3 = 3.36 kN/m
5. Load from Slab B-C/2B-3 (two-way slab)
= Slab self-weight x (Lx/2) x 2/3
= 3.6 kN/m2 x (3/2)m x 2/3 = 3.6 kN/m
Total Dead Load on Beam B/2-2A
= (1.44 + 8.55 + 5.4 + 3.36) kN/m
= 18.75 kN/m
Total Dead Load on Beam B/2A-2B
= (1.44 + 5.4 + 3.36) kN/m = 10.2 kN/m
Total Dead Load on Beam B/2B-3
= (1.44 + 5.4 + 3.6) kN/m = 10.44 kN/m
5) First Floor Beam B/2-3
Slab self-weight
= Slab thickness x concrete density
= 0.15m x 24 kN/m3
= 3.6 kN/m2
Slab B-C/2-2B
Ly/Lx = 3900/2800
= 1.39 < 2
(Two way slab)
Slab B-C/2B-3
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
2 3
8.55 kN/m
1.44kN/m
3m
18.75kN/m
2A
1.2m
3.6kN/m
2B
1.6m
5.4 kN/m
10.44kN/m10.2kN/m
3.36kN/m
Live Load
1. Load from Slab A-B/1-2A (two-way slab)
= Live load intensity x (Lx/2)
= 2 kN/m2 x (3/2)m = 3 kN/m
2. Load from Slab A-B/2A-3 (two-way slab)
= Live load intensity x (Lx/2)
= 1.5 kN/m2 x (3/2)m = 2.25 kN/m
3. Load from Slab B-C/2-2B (two-way slab)
= Live load intensity x (Lx/2) x 2/3
= 1.5 kN/m2 x (2.8/2)m x 2/3 = 1.4 kN/m
4. Load from Slab B-C/2B-3 (two-way slab)
= Live load intensity x (Lx/2) x 2/3
= 1.5 kN/m2 x (3/2)m x 2/3 = 1.5 kN/m
Total Live Load on Beam B/2-2A
= (3 + 1.4) kN/m = 4.4 kN/m
Total Live Load on Beam B/2A-2B
= (2.25 + 1.4) kN/m = 3.65 kN/m
Total Live Load on Beam B/2B-3
= (2.25 + 1.5) kN/m = 3.75 kN/m
Ultimate Load
Ultimate Load on Beam B/2-2A
= Ultimate Dead Load + Ultimate Live Load
= (18.75 kN/m x 1.4) + (4.4 kN/m x 1.6)
= 26.25 KN/m + 7.04 kN/m = 33.29 kN/m
Ultimate Load on Beam B/2A-2B
= Ultimate Dead Load + Ultimate Live Load
= (10.2 kN/m x 1.4) + (3.65 kN/m x 1.6)
= 14.28 KN/m + 5.84 kN/m = 20.12 kN/m
Ultimate Load on Beam B/2B-3
= Ultimate Dead Load + Ultimate Live Load
= (10.44 kN/m x 1.4) + (3.75 kN/m x 1.6)
= 14.62 KN/m + 6 kN/m = 20.62 kN/m
3
2.25 kN/m
3kN/m
3m2A
1.2m
4.4kN/m
2B
1.6m
1.4kN/m
3.75kN/m3.65kN/m
1.5kN/m
2
33.29kN/m
20.62kN/m20.12kN/m
Point Load at point B/2A from beam A-B/2A
and point B/2B from beam B-C/2B
From calculation no.1;
Point Load at Point B/2A = 44.51 kN
From calculation no. 2;
Point Load at point B/2B = 46 kN
Reaction Force
1. Beam B/2-2A UDL to Point Load
= 33.29 kN/m x 1.2m = 39.95 kN
2. Beam B/2A-2B UDL to Point Load
= 20.12 kN/m x 1.6m = 32.19 kN
3. Beam B/2B-3 UDL to Point Load
= 20.62 kN/m x 3m = 61.86 kN
0 = ∑M2
0 = (39.95kN x 0.6m) + (44.51kN x 1.2m) +
(32.19kN x 2m) + (46kN x 2.8m) + (61.86kN x
4.3m) – (R3 x 5.8m)
R3 = 536.56kNm / 5.8m = 92.51 kN
∑Fy = (39.95 + 44.51 + 32.19 + 46 + 61.86) - (R2 +
92.51) = 0
R2 = 218.51 – 92.51 = 132 kN
Shear Force Diagram
Bending Moment Diagram
1. (132m + 92.05m)/2 x 1.2m = 134.43m2
2. (47.54m + 15.35m)/2 x 1.6m = 50.31m2
3. (30.65m + 92.51m)/2 x 3m = 184.70m2
2 33m
2A
1.2m
R3=92.51kN
44.51kN
61.86kN
20.62kN/m20.12kN/m
2B
1.6m
44.51kN46kN
R2=126.62kN
46kN
33.29kN/m
32.19kN39.95kN
132kN
184.74kNm
(92.05-44.51=47.54kN)
(-30.65-61.86= -92.51kN)
(184.74-184.70= +0.04)
(15.35-46= -30.65kN)
(132-39.95=92.05kN)
(47.54-32.19=15.35kN)
0
134.43 kNm
Slab D-F/1-2A
Ly/Lx = 4200/4000
= 1.05 < 2
(Two way slab)
Determine one way or two way slab:
Slab D-F/2A-3
Ly/Lx = 4600/4000
= 1.15 < 2
(Two way slab)
Dead Load
1. Concrete Beam Self-weight
= Density x Beam size
= 24 kN/m3 x (0.2m x 0.3m)
= 1.44 kN/m
2. Brick Wall Load
= Wall density x (thickness x height)
= 19 kN/m3 x (0.15m x 3m) = 8.55 kN/m
3. Load from Slab D-F/1-2A (two-way slab)
= Slab self-weight x (Lx/2)
= 3.6 kN/m2 x (4/2)m = 7.2 kN/m
= Load from Slab D-F/2A-3
4. Load from Slab F-G/2-2B (two-way slab)
= Slab self-weight x (Lx/2) x 2/3
= 3.6 kN/m2 x (2.8/2)m x 2/3 = 3.36 kN/m
5. Load from Slab F-G/2B-3 (two-way slab)
= Slab self-weight x (Lx/2) x 2/3
= 3.6 kN/m2 x (3/2)m x 2/3 = 3.6 kN/m
Total Dead Load on Beam F/2-2A
= (1.44 + 8.55 + 7.2 + 3.36) kN/m
= 20.55 kN/m
Total Dead Load on Beam F/2A-2B
= (1.44 + 8.55 + 7.2 + 3.36) kN/m
= 20.55 kN/m
Total Dead Load on Beam F/2B-3
= (1.44 + 7.2 + 3.6) kN/m = 12.2 kN/m
6) First Floor Beam F/2-3
Slab F-G/2-2B
Ly/Lx = 3000/2800
= 1.07 < 2
(Two way slab)
Slab F-G/2B-3
Ly/Lx = 3000/3000
= 1 < 2
(Two way slab)
2 3
8.55 kN/m
1.44kN/m
3m
20.55kN/m
2A
1.2m
3.6kN/m
2B
1.6m
7.2 kN/m
12.2kN/m20.55kN/m
3.36kN/m
Live Load
1. Load from Slab D-F/1-2A (two-way slab)
= Live load intensity x (Lx/2)
= 1.5 kN/m2 x (4/2)m = 3 kN/m
= Load from Slab D-F/2A-3
2. Load from Slab F-G/2-2B (two-way slab)
= Live load intensity x (Lx/2) x 2/3
= 2 kN/m2 x (2.8/2)m x 2/3 = 1.87 kN/m
3. Load from Slab F-G/2B-3 (two-way slab)
= Live load intensity x (Lx/2) x 2/3
= 1.5 kN/m2 x (3/2)m x 2/3 = 1.5 kN/m
Total Live Load on Beam B/2-2A
= (3 + 1.87) kN/m = 4.87 kN/m
Total Live Load on Beam B/2A-2B
= (3 + 1.87) kN/m = 4.87 kN/m
Total Live Load on Beam B/2B-3
= (3 + 1.5) kN/m = 4.5 kN/m
Ultimate Load
Ultimate Load on Beam B/2-2A
= Ultimate Dead Load + Ultimate Live Load
= (20.55 kN/m x 1.4) + (4.87 kN/m x 1.6)
= 28.77 KN/m + 7.79 kN/m = 36.56 kN/m
Ultimate Load on Beam B/2A-2B
= Ultimate Dead Load + Ultimate Live Load
= (20.55 kN/m x 1.4) + (4.87 kN/m x 1.6)
= 28.77 KN/m + 7.79 kN/m = 36.56 kN/m
Ultimate Load on Beam B/2B-3
= Ultimate Dead Load + Ultimate Live Load
= (12.2 kN/m x 1.4) + (4.5 kN/m x 1.6)
= 17.08 KN/m + 7.2 kN/m = 24.28 kN/m
33m
2A
1.2m
4.87kN/m
2B
1.6m
1.87kN/m
4.5kN/m4.87kN/m
1.5kN/m
2
36.56kN/m
24.28kN/m36.56kN/m
3 kN/m
Point Load at point F/2A from beam D-F/2A
1. Concrete Beam Self-weight = 1.44 kN/m
2. Dead Load from Slab D-F/1-2A (two-way slab)
= Slab self-weight x (Lx/2) x 2/3
= 3.6 kN/m2 x (4/2)m x 2/3 = 4.8 kN/m
=Load from slab D-F/2A-3
Total Dead Load on Beam D-F/2A
= (1.44 + 4.8 + 4.8)kN/m = 11.04 kN/m
3. Live Load from Slab D-F/1-2A (two-way slab)
= Live Load Intensity x (Lx/2) x 2/3
= 1.5 kN/m2 x (4/2)m x 2/3 = 2 kN/m
=Load from slab D-F/2A-3
Total Live Load on Beam D-F/2A
= (2 + 2)kN/m = 4 kN/m
Ultimate Load on Beam D-F/2A
= (11.04 kN/m x 1.4) + (4 kN/m x 1.6)
= 15.46 kN/m + 6.4kN/m = 21.86kN/m
Total Load on Beam D-F/2A
= Uniform Distributed Load x Beam Length
= 21.86 kN/m x 4m
= 87.44 kN
Point Load at Point A/2A
Total Load is distributed equally to 2 points
= 87.44 kN / 2 = 43.72 kN
2 33m
2A
1.2m
36.56kN/m36.56kN/m
2B
1.6m
43.71kN
36.56kN/m
Point Load at point F/2B from beam F-G/2B
1. Concrete Beam Self-weight = 1.44 kN/m
2. Brick Wall Load = 8.55 kN/m
3. Dead Load from Slab F-G/2-2B (two-way slab)
= Slab self-weight x (Lx/2)
= 3.6 kN/m2 x (2.8/2)m = 5.04 kN/m
4. Dead Load from Slab F-G/2B-3 (two-way slab)
= Slab self-weight x (Lx/2) x2/3
= 3.6 kN/m2 x (3/2)m x 2/3 = 3.6 kN/m
Total Dead Load on Beam F-G/2B
= (1.44 + 8.55 + 5.04 + 3.6)kN/m = 18.63 kN/m
5. Live Load from Slab F-G/2-2B (two-way slab)
= Live Load Intensity x (Lx/2)
= 2 kN/m2 x (2.8/2)m = 2.8 kN/m
6. Live Load from Slab F-G/2B-3 (two-way slab)
= Live Load Intensity x (Lx/2) x 2/3
= 1.5 kN/m2 x (3/2)m x 2/3 = 1.5 kN/m
Total Live Load on Beam F-G/2B
= (2.8 + 1.5)kN/m = 4.3 kN/m
Ultimate Load on Beam F-G/2B
= (18.63 kN/m x 1.4) + (4.3 kN/m x 1.6)
= 26.08 kN/m + 6.88kN/m = 32.96kN/m
Total Load on Beam F-G/2B
= Uniform Distributed Load x Beam Length
= 32.96 kN/m x 3m
= 98.89 kN
Point Load at Point A/2A
Total Load is distributed equally to 2 points
= 98.89 kN / 2 = 49.44 kN
2 33m
2A
1.2m
36.56kN/m36.56kN/m
2B
1.6m
43.71kN
36.56kN/m
49.44kN
Reaction Force
1. Beam F/2-2A UDL to Point Load
= 36.56 kN/m x 1.2m = 43.87 kN
2. Beam F/2A-2B UDL to Point Load
= 36.56 kN/m x 1.6m = 58.5 kN
3. Beam F/2B-3 UDL to Point Load
= 24.28 kN/m x 3m = 72.84 kN
0 = ∑M2
0 = (43.87kN x 0.6m) + (43.71kN x 1.2m) +
(58.5kN x 2m) + (49.44kNx2.8m) + (72.84kN x
4.3m) – (R3 x 5.8m)
R3 = 647.42kNm / 5.8m = 111.62 kN
R2 = 218.51 – 92.51 = 156.74 kN
Shear Force Diagram
Bending Moment Diagram
1. (156.74m + 112.87m)/2 x 1.2m = 161.77m2
2. (69.16+10.66)/2 x 1.6m = 63.86m2
3. (38.78+111.62)/2 x 3m = 225.6m2
2 33m
2A
1.2m
R3=111.62kN
43.71kN
72.84kN
36.56kN/m36.56kN/m
2B
1.6m
43.71kN49.44kN
R2=156.74kN
49.44kN
36.56kN/m
58.5kN43.87kN
156.74kN
225.63kNm
(112.87-43.71=69.16kN)
(-38.78-72.84= -111.62kN)
(225.63-225.6= +0.03)
(10.66-49.44= -38.78kN)
(156.74-43.87=112.87kN)
(69.16-58.5=10.66kN)
0
161.77kNm
Roof Level
1. Dead Load from slab
= (5.9m x 4.4m) x 1.0 kN/m2
= 25.96kN
2. Dead Load from beam
= (4.4 + 4.4 + 3.9 + 3.9 + 1.5)m x
1.44 kN/m
= 26.78kN
Total dead load on roof level
= (25.96 + 26.78)kN = 52.74kN
3. Live Load from slab
= 25.96m2 x 0.5 kN/m2 = 12.98kN
7) Column D2
Capacity of the column:
Given, FCU= 30N/mm2
Fy = 460 N/mm2
Ac = 200mm x 200mm = 40000mm2
Assuming 2% steel reinforcement in concrete
Asc = 2% x 40000mm2 = 800mm2
N = (0.4 x Fcu x Ac) + (0.8 x Fy x Asc)
= (0.4 x 30 x 40000) + (0.8 x 460 x 800)
= 774400N = 774.4kN
First Level
1. Dead Load from slab
= {(3.9m x 2.9m)+(2m x 4.4m)} x 3.6 kN/m2
= 72.40kN
2. Dead Load from beam
= 18.6m x 1.44 kN/m = 26.78kN
3. Dead load from wall
= (1.5 + 1.7 + 1.2 + 2 + 2.9)m x 8.55 kN/m
= 79.52kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on first level
= (72.40 + 26.78 + 79.52 + 2.88)kN
= 181.58kN
5. Live Load from slab (Bedroom + Corridor)
= 20.11m2 x 1.5 kN/m2 = 30.15kN
*Marked in red are walls
Ground Level
1. Dead Load from slab
= 25.96m2 x 3.6 kN/m2
= 93.46kN
2. Dead Load from beam
= (2.9 + 4.4 + 3.9 + 2)m x 1.44 kN/m
= 19kN
3. Dead load from wall
= (2.9 + 2 + 2.9)m x 8.55 kN/m = 66.69kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Ultimate Dead Load = Total dead load x 1.4 = (52.74kN + 181.58kN + 182.03kN) x 1.4
= 582.89kN
Ultimate Live Load = Total live load x 1.6 = (12.98kN + 30.15kN + 44.6kN) x 1.6
= 140.37kN
Total Load acting on Column D2 = 723.26kN
*Marked in red are walls
Total dead load on ground level
= (93.46 + 19 + 66.69 + 2.88)kN
= 182.03kN
5. Live Load from slab (Dining)
= (3.9 x 2.9)m2 x 2 kN/m2 = 22.62kN
6. Live Load from slab (Garden + Bedroom)
= {(3.9 x 1.5) + (2 x 4.4)}m2 x 1.5 kN/m2
= 21.98kN
Total live load on ground level
= (22.62 + 21.98)kN
= 44.6kN
Roof Level
1. Dead Load from slab
= (5.4m x 4.4m) x 1.0 kN/m2 = 23.76kN
2. Dead Load from beam
= (5.4 + 4.4 + 3.9 + 4.4)m x 1.44 kN/m
= 26.06kN
Total dead load on roof level
= (23.76 + 26.06)kN = 49.82kN
3. Live Load from slab
= 23.76m2 x 0.5 kN/m2 = 11.88kN
8) Column B2
First Level
1. Dead Load from slab
= {(1.5m x 4.4m)+(3.9m x 2.9m)} x 3.6 kN/m2
= 64.48kN
2. Dead Load from beam
= 16.6m x 1.44 kN/m = 23.9kN
3. Dead load from wall
= (2.7 + 1.5 + 3.9 + 2.9)m x 8.55 kN/m
= 94.05kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on first level
= (64.48 + 23.9 + 94.05 + 2.88)kN
= 172.41kN
5. Live Load from slab (Bath)
= (1.5 x 2.7)m2 x 2 kN/m2 = 8.1kN
6. Live Load from slab (Bedroom)
= 13.86m2 x 1.5 kN/m2 = 20.79kN
Total live load on first level
= (8.1 + 20.79)kN
= 28.89kN
*Marked in red are walls
Ground Level
1. Dead Load from slab
= 23.76m2 x 3.6 kN/m2
= 85.54kN
2. Dead Load from beam
= (4.4 + 1.5 + 3.9 + 2.9)m x 1.44 kN/m
= 18.29kN
3. Dead load from wall
= (4.4 + 1.5)m x 8.55 kN/m = 50.45kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on first level
= (85.54 + 18.29 + 50.45 + 2.88)kN
= 157.16kN
5. Live Load from slab (Kitchen)
= (5.4 x 2.9)m2 x 2 kN/m2 = 31.32kN
6. Live Load from slab (Storage + Garden)
= (5.4 x 1.5)m2 x 1.5 kN/m2
= 12.15kN
Total live load on first level
= (31.32 + 12.15)kN
= 43.47kN
Ultimate Dead Load = Total dead load x 1.4 = (49.82kN + 172.41kN + 157.16kN) x 1.4
= 531.15kN
Ultimate Live Load = Total live load x 1.6 = (11.88kN + 28.89kN + 43.47kN) x 1.6
= 134.78kN
Total Load acting on Column B2 = 665.93kN
*Marked in red are walls
Roof Level
1. Dead Load from slab
= (1.5m x 4.4m) x 1.0 kN/m2 = 6.6kN
2. Dead Load from beam
= (1.5 + 2.9 + 1.5)m x 1.44 kN/m
= 8.5kN
Total dead load on roof level
= (6.6 + 8.5)kN = 15.1kN
3. Live Load from slab
= 6.6m2 x 0.5 kN/m2 = 3.3kN
9) Column A2
First Level
1. Dead Load from slab
= 6.6m2 x 3.6 kN/m2
= 23.76kN
2. Dead Load from beam
= 5.9m x 1.44 kN/m = 8.5kN
3. Dead load from wall
= 5.9m x 8.55 kN/m
= 50.45kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on first level
= (23.76 + 8.5 + 50.45 + 2.88)kN
= 85.59kN
5. Live Load from slab (Bath)
= (1.5 x 2.7)m2 x 2 kN/m2 = 8.1kN
6. Live Load from slab (Bedroom)
= (1.7 x 1.5)m2 x 1.5 kN/m2
= 3.83kN
Total live load on first level
= (8.1 + 3.83)kN
= 11.93kN
*Marked in red are walls
Ground Level
1. Dead Load from slab
= 6.6m2 x 3.6 kN/m2
= 23.76kN
2. Dead Load from beam
= 5.9m x 1.44 kN/m
= 8.5kN
3. Dead load from wall
= (4.4 + 1.5)m x 8.55 kN/m = 50.45kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on first level
= (23.76 + 8.5 + 50.45 + 2.88)kN
= 85.59kN
5. Live Load from slab (Kitchen)
= (2.9 x 1.5)m2 x 2 kN/m2 = 8.7kN
6. Live Load from slab (Storage + Garden)
= (1.5 x 1.5)m2 x 1.5 kN/m2
= 3.38N
Total live load on first level
= (8.7 + 3.38)kN
= 12.08kN
Ultimate Dead Load = Total dead load x 1.4 = (15.1kN + 85.59kN + 85.59kN) x 1.4
= 260.79kN
Ultimate Live Load = Total live load x 1.6 = (3.3kN + 11.93kN + 12.08kN) x 1.6
= 43.7kN
Total Load acting on Column B2 = 304.49kN
*Marked in red are walls
SCHOOL OF ARCHITECTURE, BUILDING &
DESIGN
Bachelor of Science (Honours) (Architecture)
Building Structures (ARC 2522/2523)
Project 2: Structural Analysis of a Bungalow
Individual Work:
LIM JOE ONN 0318679
37
Slab A-B/5-6
Ly/Lx = 4000/3000
= 1.333 < 2
(Two way slab)
Determine one way or two way slab:
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam A-5/6
Dead Load from Slab A-B/5-6
(two way slab)
= 1.0 kN/m3 x (3 x ½ )m
= 1.5 kN/m2
Total Dead Load
= (1.44 + 1.5) kN/m2
= 2.94 kN/m2
5 6
1.5kN/m
1.44kN/m
4.0m
2.94kN/m
Live Load
Live Load from Slab A-B/5-6
= 0.5 kN/m3 x (3 x ½ ) m2
= 0.75 kN/m
5 6
0.75 kN/m
0.75kN/m
4.0m
Total Live Load
= 0.75 kN/m2
Ultimate Load
= (2.94kN/m x 1.4) + (0.75kN/m2 x 1.6)
= 4.116 kN/m + 1.2 kN/m
= 5.316 kN/m
Load Diagram
Reaction Force
RA4 = RA6
= 5.316kN/m x 4m
2
= 10.632 kN
5.316kN/m
Shear Force
Diagram
10.632kN/m 10.632kN/m
9.75kN/m
-9.75kN/m2 m 2 m
A1 = A2
= 9.75kN/m x 2 m x ½
= 9.75 kNm
9.75 kNm
2 m 2 m
Bending Moment
Diagram
Slab A-B/5-6
Ly/Lx = 4000/3000
= 1.333 < 2
(Two way slab)
Determine one way or two way slab:
Slab B-C/5-6
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam B/5-6
Dead Load from Slab A-B/5-6
(two way slab)
= 3.6kN/m3 x (3 x ½)m
= 5.4 kN/m2
Dead Load from Slab B-C/5-6
(two way slab)
= 3.6kN/m3 x (3 x ½)m
= 5.4 kN/m2
Total Dead Load
= (1.44 + 5.4 + 5.4) kN/m2
= 12.24kN/m2
C D
5.4kN/m
5.4kN/m
1.44kN/m
4.0 m
12.24kN/m
Live Load
Live Load from Slab A-B/5-6
= 0.5kN/m3 x (3 x ½ ) m2
= 3 kN/m
Live Load from Slab B-C/5-6
= 0.5kN/m3 x (3 x ½ ) m2
= 3 kN/m
C D
3kN/m
6kN/m
3kN/m
4.0m
Total Live Load
= (3 + 3) kN/m2
= 6 kN/m2
Ultimate Load
= (12.24kN/m x 1.4) + (6kN/m2 x 1.6)
= 17.136kN/m + 9.6kN/m
= 26.736kN/m
Load Diagram
Reaction Force
RB5 = RB6
= 26.736kN/m x 4m
2
= 53.472 kN
26.736kN/m
Shear Force
Diagram
53.472 kN/m 53.472 kN/m
53.472 kN/m
-53.472kN/m2 m 2 m
A1 = A2
= 53.472kN/m x 2m x ½
= 53.472 kNm
53.472 kNm
2 m 2 m
Bending Moment
Diagram
Slab B-C/5-6
Ly/Lx = 4000/3900
= 1.026< 2
(Two way slab)
Determine one way or two way slab:
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam C-5/6
Dead Load from Slab A-B/5-6
(two way slab)
= 1.0 kN/m3 x (3.9 x ½ )m
= 1.95 kN/m2
Total Dead Load
= (1.44 + 1.95) kN/m2
= 3.39 kN/m2
5 6
1.95kN/m
1.44kN/m
4.0m
3.39kN/m
Live Load
Live Load from Slab A-B/5-6
= 0.5 kN/m3 x (3.9 x ½ ) m2
= 0.975 kN/m
5 6
0.975 kN/m
0.975kN/m
4.0m
Total Live Load
= 0.975 kN/m2
Ultimate Load
= (3.39kN/m x 1.4) + (0.975kN/m2 x 1.6)
= 4.746 kN/m + 1.56 kN/m
= 6.306 kN/m
Load Diagram
Reaction Force
RC5 = RC6
= 6.306kN/m x 4m
2
= 12.612 kN
6.306 kN/m
Shear Force
Diagram
12.612kN/m 12.612kN/m
12.612kN/m
-12.612kN/m2 m 2 m
A1 = A2
= 12.612kN/m x 2 m x ½
= 12.612 kNm
12.612 kNm
2 m 2 m
Bending Moment
Diagram
Slab B-C/5-6
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Determine one way or two way slab:
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam A-C/6
Dead Load from Slab A-B/5-6
(two way slab)
= 1 kN/m3 x (3 x ½ x 2/3)m
= 1 kN/m2
Dead Load from Slab B-C/5-6
(two way slab)
= 1 kN/m3 x (3.9 x ½ x 2/3)m
= 1.3 kN/m2
A C
1 kN/m
1.44kN/m
3 m
1.3kN/m
Slab A-B/5-6
Ly/Lx = 4000/3000
= 1.33 < 2
(Two way slab)
B3.9 m
Total Dead Load on A-B/6
= (1.44 + 1) kN/m2
= 2.44 kN/m2
Total Dead Load on B-C/6
= (1.44 + 1.3) kN/m2
= 2.74kN/m2
2.44 kN/m2.74 kN/m
Live Load from Slab A-B/5-6
(two way slab)
= 0.5kN/m3 x (3 x ½ x 2/3)m
= 0.5 kN/m2
Live Load
0.5 kN/m
0.65kN/mLive Load from Slab B-C/5-6
(two way slab)
= 0.5kN/m3 x (3.9 x ½ x 2/3)m
= 0.65 kN/m2
0.5 kN/m0.65 kN/m
A B3 m 3.9 m
Ultimate Load on Beam C/3-4
= (2.44kN/m x 1.4) + (0.5kN/m2 x 1.6)
= 3.416kN/m + 0.8kN/m
= 4.216kN/m
Ultimate Load on Beam C/4-5
= (2.74kN/m x 1.4) + (0.65kN/m2 x 1.6)
= 3.836kN/m + 1.04kN/m
= 5.116kN/m
C
Load Diagram
Point load from secondary beam, B6=44.328 kN
Take RA6 as centre, reaction force:
4.216 x 3 = 12.648kN
5.116 x 3.9 = 19.952kN
ΣM = 0
0 = 6.9RC6 – 19.952(4.95) – 44.328(3) –
12.648(1.5)
= 6.9RC6 – 98.762 – 132.984 – 18.972
= 6.9RC6 – 250.718
6.9RC6 = 250.718
RC6 = 36.336kN
ΣY = 0
0 = RA6 + RC6 – 12.648 – 44.328 – 19.952
= RA6 + 36.336 – 76.928
RA6 = 40.592kN
4.216kN/m
3 m 3.9 m
5.116kN/m
44.328kN/m
RA6 RC6
40.592kN
3 m 3.9 m
27.944kN
-16.384kN
-36.336kN
Shear Force Diagram
A1 = ½(40.592kN/m + 27.944kN/m) x 3
= 102.804 kNm
102.804 kNm
3 m 3.9 m
Bending Moment Diagram
A2 = ½(16.384kN/m + 36.336kN/m) x 3.9
= 102.804 kNm
Slab C-D/3-4
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Determine one way or two way slab:
Slab C-D/4-5
Ly/Lx = 3900/2000
= 1.95 < 2
(Two way slab)
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
Dead Load from Brick Wall Height
=0.15 x 3 x 19kN/m3
=8.55 kN/m
First Floor Beam D/3-5
Dead Load from Slab C-D/3-4
(two way slab)
= 3.6kN/m3 x (3 x ½ x 2/3)m
= 3.6 kN/m2
Dead Load from Slab D-E/3-4
(two way slab)
= 3.6kN/m3 x (4 x ½)m
= 7.2 kN/m2
Total Dead Load for Beam D/3-4
= (1.44+8.55+3.6+7.2) kN/m2
= 20.79kN/m2
Slab D-E/3-5
Ly/Lx = 5000/4000
= 1.25 < 2
(Two way slab)
3 5
8.55kN/m
3.6kN/m
1.44kN/m
3 m
7.2kN/m
42 m
20.79kN/m
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
Dead Load from Brick Wall Height
=0.15 x 3 x 19kN/m3
=8.55 kN/m
Dead Load from Slab C-D/4-5
(two way slab)
= 3.6kN/m3 x (2 x ½ x 2/3)m
= 2.4 kN/m2
Dead Load from Slab D-E/4-5
(two way slab)
= 3.6kN/m3 x (4 x ½)m
= 7.2 kN/m2
Total Dead Load for Beam D/4-5
= (1.44+8.55+2.4+7.2) kN/m2
= 19.59kN/m2
3 5
8.55kN/m
1.44kN/m
3 m4
2 m
2.4kN/m
7.2kN/m
19.59kN/m
20.79 kN/m19.59 kN/m
Live Load
2kN/m
1.33 kN/m
Live Load from Slab C-D/3-4
(two way slab)
= 2kN/m3 x (3 x ½ x 2/3)m
= 2kN/m2
Live Load from Slab D-E/3-4
(two way slab)
= 2kN/m3 x (4 x ½)m
= 4 kN/m2
Live Load from Slab C-D/4-5
(two way slab)
= 2kN/m3 x (2 x ½ x 2/3)m
= 1.33 kN/m2
6 kN/m5.33 kN/m
3 543 m 2 m
Total Live Load on D/3-4
= (2 + 4) kN/m2
= 6 kN/m2
Total Live Load on D/4-5
= (1.33 + 4) kN/m2
= 5.33 kN/m2
Ultimate Load on Beam D/3-4
= (20.79kN/m x 1.4) + (6kN/m2 x 1.6)
= 29.106kN/m + 9.6kN/m
= 38.706kN/m
Ultimate Load on Beam D/4-5
= (19.59kN/m x 1.4) + (5.33kN/m2 x 1.6)
= 27.426kN/m + 8.528kN/m
= 35.954kN/m
Live Load from Slab D-E/4-5
(two way slab)
= 2kN/m3 x (4 x ½ )m
= 4 kN/m2
4kN/m
4 kN/m
38.706 kN/m
35.954 kN/m
Load Diagram
Point load from secondary beam, D4=40.21 kN
Take RD3 as centre, reaction force:
38.706 x 3 = 116.118kN
35.954 x 2 = 71.908kN
ΣM = 0
0 = 5RD5 – 116.118(1.5) – 40.21(3) – 71.908(4)
= 5RD5 – 174.177 – 120.63 – 287.632
= 5RD5 – 582.439
5RD5 = 582.439
RD5 = 116.488kN
ΣY = 0
0 = RD3 + RD5 – 116.118 – 40.21 – 71.908
= RD3 + 116.488 – 228.236
RD3 = 111.748kN
38.706kN/m
3 m 2 m
35.954kN/m
40.21kN/m
RD3 RD5
111.748kN
3 m 2 m
-4.37kN
-44.58kN
-116.488kN
Shear Force Diagram
Ratio:
(111.748+4.37) = 111.748
3 a
116.118 a = 335.244
a = 2.8872.887 m
A1 = 111.748 x 2.887 x ½
+ 4.37 x ½(3 – 2.887)
= 161.308 – 0.247
= 161.061kNm
A2 = (116.488 + 44.58) x 2
2
= 161.068kNm
161.068kNm
2.887 m 3 m
Bending Moment Diagram160. 821kNm
Slab D-E/3-5
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Determine one way or two way slab:
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
Dead Load for Brick Wall Height
=0.15 x 3 x 19kN/m3
=8.55 kN/m
First Floor Beam C-E/5
Dead Load from Slab C-D/4-5
(two way slab)
= 3.6 kN/m3 x (2 x ½ )m
= 3.6 kN/m2
Dead Load from Slab D-E/3-5
(two way slab)
= 3.6 kN/m3 x (3 x ½ x 2/3)m
= 3.6 kN/m2
C E
3.6 kN/m
1.44kN/m
3.9 m
3.6kN/m
Slab C-D/4-5
Ly/Lx = 3900/2000
= 1.95 < 2
(Two way slab)
D3 m
Total Dead Load on C-D/4-5
= (3.6+8.55+1.44) kN/m2
= 13.59 kN/m2
Total Dead Load on D-E/3-5
= (1.44 + 8.55 +3.6) kN/m2
= 13.59 kN/m2
13.59 kN/m13.59 kN/m
8.55kN/m
Live Load from Slab C-D/4-5
(two way slab)
= 2.0kN/m3 x (2 x ½ )m
= 2 kN/m2
Live Load
2 kN/m
2 kN/mLive Load from Slab D-E/3-5
(two way slab)
= 2.0kN/m3 x (3 x ½ x 2/3)m
= 2 kN/m2
2 kN/m2 kN/m
C D3.9 m 3 m
Ultimate Load on Beam A-B/5
= (13.59kN/m x 1.4) + (2kN/m2 x 1.6)
= 19.026kN/m + 3.2kN/m
= 22.226kN/m
Ultimate Load on Beam B-C/5
= (13.59kN/m x 1.4) + (2kN/m2 x 1.6)
= 19.026kN/m + 3.2kN/m
= 22.226kN/m
E
Load Diagram
Point load from secondary beam, D5=116.496 kN
Take RC5 as centre, reaction force:
22.226 x 3.9= 86.681kN
22.226 x 3 = 66.678kN
ΣM = 0
0 = 6.9RE5 – 86.681(1.95) – 116.496(3.9) –
66.678(5.4)
= 6.9RE5 – 169.028 – 454.334 – 360.061
= 6.9RE5 – 983.424
6.9RE5 = 983.424
RE5 = 142.525 kN
ΣY = 0
0 = RC5 + RE5 – 86.681 – 116.496 – 66.678
= RC5 + 142.525 – 269.855
RC5 = 127.33kN
22.226kN/m
3.9 m 3 m
22.226kN/m
116.496kN/m
RC5 RE5
127.33kN
3.9 m 3 m
40.649kN
-75.847kN
-142.525kN
Shear Force Diagram
A1 = ½(40.649kN/m + 127.33kN/m) x 3.9
= 327.55kNm
102.804 kNm
3 m 3.9 m
Bending Moment Diagram
A2 = ½(75.847kN/m + 142.525kN/m) x 3
= 327.55 kNm
Column C6
Dead Load Calculation
Ground Floor
Beam Self Weight
= 4000mm/2 x 1.44 + 6900mm/2 x 1.44
= 7.848 kN
Column Self Weight
= 0.2 x 0.2 x 3 x 24
= 2.88 kN
Brick Wall Self Weight
= 0 (no wall)
Concrete Slab Load
= 4000mm/2 x 6900mm/2 x 3.6
= 24.84 kN
Total Dead Load on Ground Floor
= 7.848 + 2.88 + 24.84
= 35.568 kN
Total Dead Load
= 35.568 + 14.748
= 50.316 kN
Capacity of the column:
Given, FCU= 30N/mm2
Fy = 460 N/mm2
Ac = 200mm x 200mm = 40000mm2
Assuming 2% steel reinforcement in concrete
Asc = 2% x 40000mm2 = 800mm2
N = (0.4 x Fcu x Ac) + (0.8 x Fy x Asc)
= (0.4 x 30 x 40000) + (0.8 x 460 x 800)
= 774400N = 774.4kN
Live Load Calculation
Ground Floor
Porch
= 1.5 kN/m x 4000mm/2 x 6900mm/2
= 10.35 kN
First Floor
Flat Roof
= 0.5 kN/m x 4000mm/2 x 6900mm/2
= 3.45 kN
Total Live Load
= 10.35 + 3.45
= 13.8 kN
Ultimate Load
= 50.316 x 1.4 + 13.8 x 1.6
= 92.523 kN
92.523 kN < 774.4kN, it is below the
column maximum load bearing capacity.
First Floor (Flat Roof)
Beam Self Weight
= 4000mm/2 x 1.44 + 6900mm/2 x 1.44
=7.848 kN
Column Self Weight
= 0 (no column)
Brick Wall Self Weight
= 0 (no wall)
Concrete Slab Load
= 4000mm/2 x 6900mm/2 x 1.0
= 6.9 kN
Total Dead Load on First Floor
= 7.848 + 6.9
=14.748 kN
55
Column A6Dead Load Calculation
Ground Floor
Beam Self Weight
= 4000mm/2 x 1.44 = 6900mm/2 x 1.44
= 7.848 kN
Column Self Weight
= 0.2 x 0.2 x 3 x 24
= 2.88 kN
Brick Wall Self Weight
= 6900mm/2 x 8.55 + 4000mm/2 x 8.55
= 46. 598 kN
Concrete Slab Load
= 4000mm/2 x 6900mm/2 x 3.6
= 24.84 kN
Total Dead Load on Ground Floor
= 7.848 + 2.88 + 46.598 + 24.84
= 82.166 kN
First Floor (Flat Roof)
Beam Self Weight
= 4000mm/2 x 1.44 + 6900mm/2 x 1.44
= 7.848 kN
Column Self Weight
= 0 (no column)
Brick Wall Self Weight
= 0 (no wall)
Total Dead Load
=82.166 +14.748
= 96.914 kN
96.914 kN < 774.4kN, it is below the
column maximum load bearing capacity.
Concrete Slab Load
= 4000mm/2 x 6900mm/2 x 1.0
= 6.9 kN
Total Dead Load on Ground Floor
= 7.848 + 6.9
= 14.748 kN
56
Live Load Calculation
Ground Floor
Living Room
= 2.0 kN/m x 4000mm/2 x 6900mm/2
= 13.8 kN
First Floor
Flat Roof
= 0.5 kN/m x 4000mm/2 x 6900mm/2
= 3.45 kN
Total Live Load
= 13.8 + 3.45
= 17.25 kN
Ultimate Load
= 96.914 x 1.4 + 17.25 x 1.6
= 163.28 kN
57
Column E5
Dead Load Calculation
Ground Floor
Beam Self Weight
= 3000mm/2 x 1.44 + 5000mm/2 x 1.44
= 5.76 kN
Column Self Weight
= 0.2 x 0.2 x 3 x 24
= 2.88 kN
Brick Wall Self Weight
= no wall (0)
Concrete Slab Load
= 3000mm/2 x 5000mm/2 x 3.6
= 13. 5 kN
Total Dead Load on Ground Floor
= 5.76 + 2.88 + 13.5
= 22.14 kN
First Floor
Beam Self Weight
= 3000mm/2 x 1.44 + 5000mm/2 x 1.44
= 5.76 kN
Column Self Weight
= 0.2 x 0.2 x 3 x 24
= 2.88 kN
Brick Wall Self Weight
= 3000mm/2 x 8.55 + 5000mm/2 x 8.55
= 34.2 kN
Concrete Slab Load
= 3000mm/2 x 5000mm/2 x 3.6
= 13. 5 kN
Total Dead Load on First Floor
= 5.76 + 2.88 + 34.2 + 13.5
= 56.34 kN
58
Roof
Beam Self Weight
= 3000mm/2 x 1.44 + 5000mm/2 x 1.44
= 5.76 kN
Column Self Weight
= 0 (no column)
Brick Wall Self Weight
= 0 (no wall)
Concrete Slab Load
= 3000mm/2 x 5000mm/2 x 3.6
= 13. 5 kN
Total Dead Load on First Floor
= 5.76 +13.5
= 19.26 kN
Total Dead Load
= 22.14 + 56.34 + 19.26
= 97.74 kN
Live Load Calculation
Ground Floor
Porch
= 0.5 kN/m x 3000mm/2 x 5000mm/2
= 1.875 kN
First Floor
Family Area
= 2.0 kN/m x 3000mm/2 x 5000mm/2
= 7.5 kN
Roof
= 0.5 kN/m x 3000mm/2 x 5000mm/2
= 1.875 kN
154.836 kN < 774.4kN, it is
below the column maximum load
bearing capacity.
Total Live Load
= 1.875 + 7.5 + 1.875
= 11.25 kN
Ultimate Load
= 97.74 x 1.4 + 11.25 x 1.6
= 154.836 kN
59
SCHOOL OF ARCHITECTURE, BUILDING &
DESIGN
Bachelor of Science (Honours) (Architecture)
Building Structures (ARC 2522/2523)
Project 2: Structural Analysis of a Bungalow
Individual Work:
ONG SENG PENG 0319016
60
FAMILY AREA
Slab C-D/3-4
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Determine one way or two way slab:
Slab C-D/4-5
Ly/Lx = 3900/2000
= 1.95 < 2
(Two way slab)
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam C-D/4
Dead Load from Slab C-D/3-4
(two way slab)
= 3.6kN/m3 x (3 x ½)m
= 5.4 kN/m2
Dead Load from Slab C-D/4-5
(two way slab)
= 3.6kN/m3 x (2 x ½)m
= 3.6 kN/m2
Total Dead Load
= (1.44 + 5.4 + 3.6) kN/m2
= 10.44kN/m2
C D
5.4kN/m
3.6kN/m
1.44kN/m
3.9m
10.44kN/m
FAMILY AREA
Shear Force
Diagram
Bending Moment
Diagram
Live Load
Live Load from Slab C-D/3-4
= 2kN/m3 x (3 x ½ ) m2
= 3 kN/m
Live Load from Slab C-D/4-5
= 2kN/m3 x (2 x ½ ) m2
= 2 kN/m
C D
2kN/m
5kN/m
3kN/m
3.9m
Total Live Load
= (2 + 3) kN/m2
= 5 kN/m2
Ultimate Load
= (10.44kN/m x 1.4) + (5kN/m2 x 1.6)
= 14.616kN/m + 8kN/m
= 22.616kN/m
Load Diagram
Reaction Force
RC4 = RD4
= 22.616kN/m x 3.9m
2
= 44.10kN
22.616kN/m
Shear Force
Diagram
44.10kN 44.10kN
44.1kN
-44.1kN1.95 m 1.95 m
A1 = A2
= 44.10kN x 1.95m x ½
= 43 kNm
43 kNm
1.95 m 1.95 m
3.9mRC4 RD4
FAMILY AREA
Slab C-D/3-4
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Determine one way or two way slab:
Slab C-D/4-5
Ly/Lx = 3900/2000
= 1.95 < 2
(Two way slab)
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam C/3-5
Dead Load from Slab B1-C/3-5
(one way slab)
= 3.6kN/m3 x (2.3 x ½)m
= 4.14 kN/m2
Dead Load from Slab C-D/3-4
(two way slab)
= 3.6kN/m3 x (3 x ½ x 2/3)m
= 3.6 kN/m2
3 5
4.14kN/m
3.6kN/m
1.44kN/m
3 m
2.4kN/m
FAMILY AREA
FAMILY AREA
Slab B1-C/3-4
Ly/Lx = 5000/2300
= 2.17 > 2
(One way slab)
42 m
Dead Load from Slab C-D/4-5
(two way slab)
= 3.6kN/m3 x (2 x ½ x 2/3)m
= 2.4 kN/m2
Total Dead Load on C/3-4
= (1.44 + 4.14 + 3.6) kN/m2
= 9.18 kN/m2
Total Dead Load on C/4-5
= (1.44 + 4.14 + 2.4) kN/m2
= 7.98 kN/m2
9.18 kN/m7.98 kN/m
Live Load
2kN/m
1.33kN/m
2.3kN/mLive Load from Slab B1-C/3-5
(one way slab)
= 2kN/m3 x (2.3 x ½)m
= 2.3 kN/m2
Live Load from Slab C-D/3-4
(two way slab)
= 2kN/m3 x (3 x ½ x 2/3)m
= 2 kN/m2
Live Load from Slab C-D/4-5
(two way slab)
= 2kN/m3 x (2 x ½ x 2/3)m
= 1.33 kN/m2
4.3 kN/m
3.36 kN/m
3 543 m 2 m
Total Live Load on C/3-4
= (2.3 + 2) kN/m2
= 4.3 kN/m2
Total Live Load on C/4-5
= (2.3 + 1.33) kN/m2
= 3.63 kN/m2
Ultimate Load on Beam C/3-4
= (9.18kN/m x 1.4) + (4.3kN/m2 x 1.6)
= 12.852kN/m + 8kN/m
= 22.616kN/m
Ultimate Load on Beam C/4-5
= (7.98kN/m x 1.4) + (3.63kN/m2 x 1.6)
= 11.172kN/m + 5.808kN/m
= 16.98kN/m
-39.72kN
Load Diagram
Point load from secondary beam, C4= 44.1 kN
Take RC3 as centre, reaction force:
22.616 x 3 = 67.848kN
16.98 x 2 = 33.96kN
ΣM = 0
0 = 5RC5 – 67.848(3/2) – 44.1(3) – 33.96(4)
= 5RC5 – 101.772 – 132.3 – 135.84
= 5RC5 – 369.912
5RC5 = 366.612
RC5 = 73.98kN
ΣY = 0
0 = RC3 + RC5 – 67.848 – 44.1 – 33.96
= RC3 + 73.98 – 146.208
RC3 = 72.228kN
22.616kN/m
3 m 2 m
16.98kN/m
44.1 kN
RC3 RC5
72.228kN
3 m 2 m
4.38kN
-73.98kN
Shear Force Diagram
Ratio:
(68.488 + 9.66) = 9.66
2 a
39.074 a = 9.66
a = 0.247
A1 = (72.228 + 4.38) x 3
2
= 114.912kNm
A2 = (39.72 + 73.98) x 2
2
= 113.7 kNm
114.912 kNm
3 m
Bending Moment Diagram
BEDROOM
Slab D-F/2-3
Ly/Lx = 5800/4000
= 1.45 < 2
(Two way slab)
Determine one way or two way slab:
Slab D-E/3-5
Ly/Lx = 5000/3000
= 1.67 < 2
(Two way slab)
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam E/3-5
3 5
8.55kN/m
5.4kN/m
1.44kN/m
5m
15.39kN/m
FAMILY AREA
Dead Load from brick wall
= 19kN/m3 x (0.15 x 3)m2
= 8.55 kN/m
Dead Load from Slab D-E/3-5
(two way slab)
= 3.6kN/m3 x (3 x ½)m
= 5.4 kN/m2
Total Dead Load
= (1.44 + 8.55 + 5.4) kN/m
= 15.39kN/m
Live Load
Live Load from Slab D-E/3-5
= 2kN/m3 x (3 x ½ ) m2
= 3 kN/m
C D
3kN/m
5m
Ultimate Load
= (15.39kN/m x 1.4) + (3kN/m2 x 1.6)
= 21.546kN/m + 4.8kN/m
= 26.346kN/m
Load Diagram
Reaction Force
RE3 = RE5
= 26.346kN/m x 3.9m
2
= 51.375 kN
26.346kN/m
Shear Force Diagram
51.375 kN 51.375 kN
51.375 kN
- 51.375 kN2.5 m 2.5 m
A1 = A2
= 26.346kN/m x 2.5m x ½
= 32.9325 kNm
32.9325 kNm
2.5 m 2.5 m
Bending Moment
Diagram
5mRE3 RE5
Dead Load from Slab D-E/3-5
(two way slab)
= 3.6kN/m3 x (3 x ½) x 2/3 m
= 3.6 kN/m2
BEDROOM
Slab D-F/2-3
Ly/Lx = 5800/4000
= 1.45 < 2
(Two way slab)
Determine one way or two way slab:
Slab D-E/3-5
Ly/Lx = 5000/3000
= 1.67 < 2
(Two way slab)
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam D-F/3
D F
8.55kN/m
3.6kN/m
1.44kN/m
3m
18.39kN/m
FAMILY AREA
Dead Load from brick wall
= 19kN/m3 x (0.15 x 3)m2
= 8.55 kN/m
Total Dead Load on Beam D-E/3
= (1.44 + 8.55 + 4.8 + 3.6) kN/m
= 18.39kN/m
E1m
4.8kN/m
14.79kN/m
Total Dead Load on Beam E-F/3
= (1.44 + 8.55 + 4.8) kN/m
= 14.79kN/m
Dead Load from Slab D-F/2-3
(two way slab)
= 3.6kN/m3 x (4 x ½) x 2/3
= 4.8 kN/m2
Live Load
2kN/m
2kN/mLive Load from Slab D1-F/2-3
(two way slab)
= 1.5kN/m3 x (4 x ½)m x 2/3
= 2 kN/m2
Live Load from Slab D-E/3-5
(two way slab)
= 2kN/m3 x (3 x ½ x 2/3)m
= 2 kN/m2
4 kN/m
2 kN/m
D FE3 m 1 m
Total Live Load on D-E/3
= (2 + 2) kN/m2
= 4 kN/m2
Ultimate Load on Beam D-E/3
= (18.39kN/m x 1.4) + (4kN/m2 x 1.6)
= 25.746kN/m + 6.4kN/m
= 32.146kN/m
Ultimate Load on Beam C/4-5
= (14.79kN/m x 1.4) + (2kN/m2 x 1.6)
= 20.706kN/m + 3.2kN/m
= 23.906kN/m
Total Live Load on E-F/3
= 2kN/m2
-21.198kN
Load Diagram
Point load from secondary beam, C4= 51.375 kN
Take RD3 as centre, reaction force:
32.146 x 3 = 96.438kN
16.98 x 1 = 16.98kN
ΣM = 0
0 = 4RF3 – 96.438(3/2) – 51.375(3) – 16.98(3.5)
= 4RF3 – 144.657 – 154.125 – 59.43
= 4RF3 – 358.212
4RF3 = 358.212
RF3 = 89.553kN
ΣY = 0
0 = RD3 + RF3 – 96.438 – 51.375 – 16.98
= RD3 + 89.553 – 164.793
RD3 = 75.24kN
32.146kN/m
3 m 1 m
16.98kN/m
51.375 kN
RD3 RF3
75.24kN
3 m 1 m -89.553kN
Shear Force Diagram
Ratio:
(75.24 + 21.198) = 21.198
3 a
32.146 a = 21.198
a = 0.66
A1 = 75.24 x 2.34 x ½
= 88.03kNm
88.03 kNm
3 m
Bending Moment
Diagram
-72.573kN2.34 m 0.66 m
A2 = 21.198 x 0.66 x ½
= 7kNm
A2 = (72.573 + 89.553) x 1
2
= 81.063kNm
81.03 kNm
2.34 m
Void
Determine one way or two way slab:
Slab A-B1/4-5
Ly/Lx = 4600/2000
= 2.3 > 2
(One way slab)
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam A-B1/4
A
3.6kN/m
5.04kN/m
1.44kN/m
4.6m
1.5kN/m
Corridor
Dead Load from Slab A-B1/4-5
(one way slab)
= 3.6kN/m3 x (2 x ½)m
= 3.6 kN/m2
Total Dead Load
= (1.44 + 3.6) kN/m
= 5.04kN/m
B1
Live Load
Live Load from Slab A-B1/4-5
= 1.5 kN/m3 x (2 x ½ ) m2
= 1.5 kN/m
Ultimate Load
= (5.04kN/m x 1.4) + (1.5kN/m2 x 1.6)
= 21.546kN/m + 4.8kN/m
= 9.456kN/m
Load Diagram
Reaction Force
RA4 = RB1.4
= 9.456kN/m x 4.6m
2
= 21.749 kN
9.456 kN/m
Shear Force Diagram
21.749 kN 21.749 kN
21.749 kN
- 21.749 kN2.3 m 2.3 m
A1 = A2
= 21.749 kN/m x 2.3m x ½
= 25.011 kNm
25.011 kNm
2.3 m 2.3 m
Bending Moment
Diagram
4.6mRA4 RB1.4
Dead Load from brick wall
= 19kN/m3 x (0.15 x 3)m2
= 8.55 kN/m
Void
Determine one way or two way slab:
Slab A-B1/4-5
Ly/Lx = 4600/2000
= 2.3 > 2
(One way slab)
Dead Load
Concrete Beam Self Weight
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam A/3-5
3 5
8.55kN/m
9.99kN/m
1.44kN/m
3m
Corridor
No Dead Load from Slab A-B1/4-5
(one way slab)
Total Dead Load
= (1.44 + 8.55) kN/m
= 9.99kN/m
Ultimate Load
= 9.99kN/m x 1.4
= 13.986kN/m
2m4
No Live Load from Slab A-B1/4-5
(one way slab)
Live Load
-20.042kN
Load Diagram
Point load from secondary beam, A4= 21.749 kN
kN
Take RA3 as centre, reaction force:
13.986 x 3 = 41.958 kN
13.986 x 2 = 27.972 kN
ΣM = 0
0 = 5RA5 – 41.958(3/2) – 21.749(3) – 27.972(4)
= 5RA5 – 62.937 – 65.247 – 111.888
= 5RA5 – 240.072
5RA5 = 240.072
RA5 = 48.014kN
ΣY = 0
0 = RA3 + RA5 – 41.958 – 21.749 – 27.972
= RA3 + 48.014 – 91.679
RD3 = 43.665kN
13.986kN/m
3 m 2 m
13.986kN/m
21.749 kN
43.665kN
3 m 2 m -48.014kN
Shear Force Diagram
A1 = (43.665 +1.707) x 3
2
= 68.058kNm
68.058 kNm
3 m
Bending Moment
Diagram
A2 = (48.014 + 20.042) x 2
2
= 68.056kNm
2.34 m
43.665 kN 48.014 kN
RA3 RA5
1.707kN
Capacity of the column:
Given, FCU= 30N/mm2
Fy = 460 N/mm2
Ac = 200mm x 200mm = 40000mm2
Assuming 2% steel reinforcement in concrete
Asc = 2% x 40000mm2 = 800mm2
N = (0.4 x Fcu x Ac) + (0.8 x Fy x Asc)
= (0.4 x 30 x 40000) + (0.8 x 460 x 800)
= 774400N = 774.4kN
Column A3Roof Level
1. Dead Load from slab
= (5.9m x 1.5m) x 1.0 kN/m2 = 8.1kN
2. Dead Load from beam
= 6.9m x 1.44 kN/m
= 9.936kN
Total dead load on roof level
= (8.1 + 9.936)kN = 18.036kN
3. Live Load from slab
= 8.1m2 x 0.5 kN/m2 = 4.05kN
First Level
1. Dead Load from slab
= (1.5m x 2.9m) x 3.6 kN/m2
= 8.1 kN
2. Dead Load from beam
= 4.5m x 1.44 kN/m
= 6.48kN
3. Dead load from wall
= 6.9m x 8.55 kN/m
= 58.995kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on first level
= (8.1 + 6.48 + 58.995 + 2.88)kN
= 73.575kN
5. Live Load from slab
= (2.9 x 1.5) x 1.5 kN/m2
= 6.525kN
Ground Level
1. Dead Load from slab
= (5.4 x 1.5)m2 x 3.6 kN/m2
= 29.16kN
2. Dead Load from beam
= 4.5m x 1.44 kN/m
= 6.48kN
3. Dead load from wall
= 6.9m x 8.55 kN/m = 58.995kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on ground level
= (29.16 + 6.48 + 58.995 + 2.88)kN
= 97.515kN
5. Live Load from slab (Living room)
= (1.5 x 2.9)m2 x 2 kN/m2 = 8.7kN
6. Live Load from slab
= (1.5 x 2.5)m2 x 1.5 kN/m2
= 5.625kN
Total live load on ground level
= (8.7 + 5.625)kN
= 14.325kN
Ultimate Dead Load = Total dead load x 1.4 = (18.036kN + 73.575kN + 97.515kN) x 1.4
= 264.7764kN
Ultimate Live Load = Total live load x 1.6 = (4.05kN + 6.525kN + 14.325kN) x 1.6
= 39.84kN
Total Load acting on Column A3 = 304.616kN
304.616kN < 774.4kN, it is below the column maximum load bearing capacity.
Column B3 Roof Level
1. Dead Load from slab
= (5.4m x 3.45m) x 1.0 kN/m2 = 18.63kN
2. Dead Load from beam
= 3.45m x 1.44 kN/m
= 4.968kN
Total dead load on roof level
= (18.63 + 4.968)kN = 23.598kN
3. Live Load from slab
= 18.63 m2 x 0.5 kN/m2 = 9.315kN
First Level
1. Dead Load from slab
= {(3m x 3.45m) + (0.45 x 2.4)} x 3.6 kN/m2
= 41.148 kN
2. Dead Load from beam
= 3.45m x 1.44 kN/m
= 4.968kN
3. Dead load from wall
= 3.45m x 8.55 kN/m
= 29.4975kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on first level
= (41.148 + 4.968 + 29.4975 + 2.88)kN
= 78.4935kN
5. Live Load from slab
= 11.43 x 1.5 kN/m2
= 17.145kN
Ground Level
1. Dead Load from slab
= (5.4 x 3.45)m2 x 3.6 kN/m2
= 67.068kN
2. Dead Load from beam
= 3.45m x 1.44 kN/m
= 4.968kN
3. Dead load from wall
= 3.45m x 8.55 kN/m = 29.4975kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on ground level
= (67.068 + 4.968 + 29.4975 + 2.88)kN
= 104.4135kN
5. Live Load from slab
= 18.63m2 x 1.5 kN/m2
= 27.945kN
Ultimate Dead Load = Total dead load x 1.4 = (23.598kN + 78.4935+ 104.4135kN) x 1.4
= 289.107kN
Ultimate Live Load = Total live load x 1.6 = (9.315kN + 17.145kN + 27.945kN) x 1.6
= 87.048kN
Total Load acting on Column A3 = 376.1kN
376.1kN < 774.4kN, it is below the column maximum load bearing capacity.
Column C3 Roof Level
1. Dead Load from slab
= (5.4m x 3.9m) x 1.0 kN/m2 = 21.06kN
2. Dead Load from beam
= (5.4 + 3.9)m x 1.44 kN/m
= 13.392kN
Total dead load on roof level
= (21.06 + 13.392)kN = 34.452kN
3. Live Load from slab
= 21.06m2 x 0.5 kN/m2 = 10.53kN
First Level
1. Dead Load from slab
= (3.9m x 5.4m) x 3.6 kN/m2
= 75.816 kN
2. Dead Load from beam
= 3.9m x 1.44 kN/m
= 13.392kN
3. Dead load from wall
= (1.95 +2.9)m x 8.55 kN/m
= 41.4675kN
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on first level
= (75.816 + 13.392 + 41.4675 + 2.88)kN
= 133.5555kN
5. Live Load from slab (family area)
= (2.9 x 1.95) x 2 kN/m2
= 9.75kN
6. Live Load from slab (Bedroom and corridor)
=(3.9 x 2.9) + (1.95 x 2.5) x 1.5
=24.2775kN
Total dead load on first level
= (9.75+ 24.2775)kN
= 34.0275kNkN
Ground Level
1. Dead Load from slab
= (5.4 x 3.9)m2 x 3.6 kN/m2
= 75.816kN
2. Dead Load from beam
= (5.4 + 3.9)m x 1.44 kN/m
= 41.4675kN
3. Dead load from wall
= none
4. Dead load from column
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
Total dead load on ground level
= (75.816 + 41.4675+ 2.88)kN
= 120.1635kN
5. Live Load from slab (Dry kitchen and dining)
= (3.9 x 2.9)m2 x 2 kN/m2 = 22.62kN
6. Live Load from slab
= (3.9 x 2.5)m2 x 1.5 kN/m2
= 14.625kN
Total live load on ground level
= (22.62 + 14.625)kN
= 37.245kN
Ultimate Dead Load = Total dead load x 1.4 = (34.452kN 133.5555kN + 120.1635kN) x 1.4
= 403.438kN
Ultimate Live Load = Total live load x 1.6 = (10.53kN + 24.2775kN + 37.245kN) x 1.6
= 130.884kN
Total Load acting on Column A3 = 534.322kN
534.322kN < 774.4kN, it is below the column maximum load bearing capacity.
Conclusion
Based on the calculations we did on the load transfer of beams and columns,
we conclude that the proposed sizes and positioning of structural point is
sufficient to support both dead loads and live loads of the building and in the
same time, meeting the user’s living requirements. Through this exercise, we
learned how to design a building based on structural considerations and
propose practical building structures for future studio assignments.
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The project has a big role to bring exposure about the technicality and
rationality about what and how to build buildings in real life. Designs and ideas
which can be realized won’t contribute to the society. With a better basic
understanding on how to know whether the structures of a building can
withstand through the time, not only to stand for a short amount of time, it
gives us an insight as how to make ideas real. Not only to understand the
importance of structures, the exercise also allows us to know exactly on the
points where the members are actually vulnerable in order for us to think of a
concrete solution. An extra measure of safety to ensure the structures are
able to withstand unpredicted events in the future or a sudden shock to
certain member is always better.
Last but not least, we would like to express our token of appreciation to our
lecturers for their patience and dedication in teaching us these technical skills.
References:
(2013) Uniform Building By-laws 1984 (G.N. 5178/85) (1st ed.). Petaling Jaya, Malaysia:
Penerbitan Akta (M) Sdn. Bhd
Ambrose, James. (1991). Building Structures (Second Ed.). US: John Wiley & Sons,
1993.
How to Calculate the Bending Moment Diagram of a Beam. (2013). Retrieved
from http://bendingmomentdiagram.com/tutorials/how-to-find-bending-moment-
diagrams/
Jalal, Asfar. (2013, 17 November). Types of Load. Retrieved from
http://www.engineeringintro.com/mechanics-of-structures/sfd-bmd/types-of-load/
LearnEngineering.org & Imajey Consulting Engineers Pvt. Ltd. (2011). Analysis of
Beams: Shear Force and Bending Moment Diagram. Retrieved from
http://www.learnengineering.org/2013/08/shear-force-bending-moment-
diagram.html
Learn to Engineer. Uniform Distributed Loads. Retrieved from
http://learntoengineer.com/note/Uniform_Distributed_Loads
The American Wood Council (AWC). 2005, January 6. Beam Design Formulas with
Shear and Moment Diagrams (2005 Ed.). Washington, DC: American Forest &
Paper Association, Inc.
http://bendingmomentdiagram.com/tutorials/how-to-find-bending-moment-
diagrams/
http://www.iitg.ac.in/kd/Lecture%20Notes/ME101-Lecture11-KD.pdf
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