Building Structures Report

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 an
estimated total built up area of 450 square meters, its interior spaces include a
living hall, a dining area, two kitchens, a guest room, three bathrooms, a master
bedroom, two bedrooms and a storage space.
Typical to modern day residential houses, its structure consists of basic key
components of columns and beams which functions to support its own weight.
Basic procedures of building structure design are recognized, executed and
implemented. A structural proposal is produced to ensure the bungalow’s
structural integrity, guaranteeing the safety of its inhabitants.
INTRODUCTION TO BUNGALOW
3

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

DESIGN
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)
= 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/m
15.39

Live Load
= Live load intensity x (Lx/2)
= 2 kN/m2 x (3/2)m = 3 kN/m
= 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
= (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)
= 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)
= 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 3
4.6m
2A
1.2m
3kN/m
2.25kN/m
25.15kN/m
26.35kN/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 3
4.6m
2A
1.2m
25.15kN/m
26.35kN/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
= 24 kN/m3 x (0.2m x 0.3m)
= 1.44 kN/m
2. Load from Slab B-C/2-2B (two-way slab)
= 3.6 kN/m2 x (2.8/2)m = 5.04 kN/m
3. Load from Slab B-C/2B-3 (two-way slab)
= 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)
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
= 0.15m x 24 kN/m3
= 3.6 kN/m2
Live Load
= 1.5 kN/m2 x (2.8/2)m = 2.1 kN/m
= 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
= (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
(46m x 1.95m)/2 = 89.7 m2
B C
3.9m
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)
Slab B-C/2-2B = C-D/2B-3
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Dead Load
= 24 kN/m3 x (0.2m x 0.3m)
= 1.44 kN/m
2. Brick Wall Load
= 19 kN/m3 x (0.15m x 3m)
= 8.55 kN/m
= 3.6 kN/m2 x (2.8/2)m x 2/3 = 3.36 kN/m
= Load from Slab C-D/2-2B
= 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
= 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/m
16.71kN/m
2B
2.8m

Live Load
= 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
= 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
= (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
= (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
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 3
3m
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)
Slab C-D/2/2B
Ly/Lx = 3900/2800
= 1.39 < 2
(Two way slab)
Dead Load
= 24 kN/m3 x (0.2m x 0.3m)
= 1.44 kN/m
2. Brick Wall Load
= 19 kN/m3 x (0.15m x 3m)
= 8.55 kN/m
= 3.6 kN/m2 x (2.8/2)m = 5.04 kN/m
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
= 0.15m x 24 kN/m3
= 3.6 kN/m2
Live Load
Load from Slab B-C/2-2B (two-way slab)
= 1.5 kN/m2 x (2.8/2)m = 2.1 kN/m
B D
8.55 kN/m
1.44kN/m
3.9m
C
3.9m
6.48kN/m
15.03kN/m
5.04 kN/m
2.1 kN/m

Ultimate Load
 Ultimate Load on Beam B-C/2
= (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
= (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
 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
1. (148.08m + 52.92m)/2 x 3.9m = 391.95m2
2. (76.27m + 124.74m)/2 x 3.9m = 391.97m2
B D
3.9m
C
3.9m
12.43kN/m
24.40kN/m
RD=124.74kN
129.19kN
48.47kN
RB=148.08kN
95.16kN
12.43kN/m
24.40kN/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)
Slab A-B/2A-3
Ly/Lx = 4600/3000
= 1.53 < 2
(Two way slab)
Dead Load
= 24 kN/m3 x (0.2m x 0.3m)
= 1.44 kN/m
2. Brick Wall Load
= 19 kN/m3 x (0.15m x 3m)
= 8.55 kN/m
= 3.6 kN/m2 x (3/2)m = 5.4 kN/m
= Load from Slab A-B/2A-3
= 3.6 kN/m2 x (2.8/2)m x 2/3 = 3.36 kN/m
= 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
= 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/m
10.2kN/m
3.36kN/m

Live Load
= 2 kN/m2 x (3/2)m = 3 kN/m
= 1.5 kN/m2 x (3/2)m = 2.25 kN/m
= 1.5 kN/m2 x (2.8/2)m x 2/3 = 1.4 kN/m
= 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
= (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
= (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
= (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
3m
2A
1.2m
4.4kN/m
2B
1.6m
1.4kN/m
3.75kN/m
3.65kN/m
1.5kN/m
2
33.29kN/m
20.62kN/m
20.12kN/m

Point Load at point B/2A from beam A-B/2A
and point B/2B from beam B-C/2B
 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
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 3
3m
2A
1.2m
R3=92.51kN
44.51kN
61.86kN
20.62kN/m
20.12kN/m
2B
1.6m
44.51kN
46kN
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)
Slab D-F/2A-3
Ly/Lx = 4600/4000
= 1.15 < 2
(Two way slab)
Dead Load
= 24 kN/m3 x (0.2m x 0.3m)
= 1.44 kN/m
2. Brick Wall Load
= 19 kN/m3 x (0.15m x 3m) = 8.55 kN/m
3. Load from Slab D-F/1-2A (two-way slab)
= 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)
= 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)
= 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/m
20.55kN/m
3.36kN/m

Live Load
1. Load from Slab D-F/1-2A (two-way slab)
= 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)
= 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)
= 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
= (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
= (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
= (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
3
3m
2A
1.2m
4.87kN/m
2B
1.6m
1.87kN/m
4.5kN/m
4.87kN/m
1.5kN/m
2
36.56kN/m
24.28kN/m
36.56kN/m
3 kN/m

Point Load at point F/2A from beam D-F/2A
2. Dead Load from Slab D-F/1-2A (two-way slab)
= 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)
= 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
= 21.86 kN/m x 4m
= 87.44 kN
= 87.44 kN / 2 = 43.72 kN
2 3
3m
2A
1.2m
36.56kN/m
36.56kN/m
2B
1.6m
43.71kN
36.56kN/m

Point Load at point F/2B from beam F-G/2B
2. Brick Wall Load = 8.55 kN/m
3. Dead Load from Slab F-G/2-2B (two-way slab)
= 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)
= 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
= 32.96 kN/m x 3m
= 98.89 kN
= 98.89 kN / 2 = 49.44 kN
2 3
3m
2A
1.2m
36.56kN/m
36.56kN/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
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 3
3m
2A
1.2m
R3=111.62kN
43.71kN
72.84kN
36.56kN/m
36.56kN/m
2B
1.6m
43.71kN
49.44kN
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
= {(3.9m x 2.9m)+(2m x 4.4m)} x 3.6 kN/m2
= 72.40kN
= 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
= 25.96m2 x 3.6 kN/m2
= 93.46kN
= (2.9 + 4.4 + 3.9 + 2)m x 1.44 kN/m
= 19kN
= (2.9 + 2 + 2.9)m x 8.55 kN/m = 66.69kN
= 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
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
= (5.4m x 4.4m) x 1.0 kN/m2 = 23.76kN
= (5.4 + 4.4 + 3.9 + 4.4)m x 1.44 kN/m
= 26.06kN
= (23.76 + 26.06)kN = 49.82kN
= 23.76m2 x 0.5 kN/m2 = 11.88kN
8) Column B2
First Level
= {(1.5m x 4.4m)+(3.9m x 2.9m)} x 3.6 kN/m2
= 64.48kN
= 16.6m x 1.44 kN/m = 23.9kN
= (2.7 + 1.5 + 3.9 + 2.9)m x 8.55 kN/m
= 94.05kN
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
= (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

Ground Level
= 23.76m2 x 3.6 kN/m2
= 85.54kN
= (4.4 + 1.5 + 3.9 + 2.9)m x 1.44 kN/m
= 18.29kN
= (4.4 + 1.5)m x 8.55 kN/m = 50.45kN
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
= (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
= (31.32 + 12.15)kN
= 43.47kN
= 531.15kN
= 134.78kN
 Total Load acting on Column B2 = 665.93kN

Roof Level
= (1.5m x 4.4m) x 1.0 kN/m2 = 6.6kN
= (1.5 + 2.9 + 1.5)m x 1.44 kN/m
= 8.5kN
= (6.6 + 8.5)kN = 15.1kN
= 6.6m2 x 0.5 kN/m2 = 3.3kN
9) Column A2
First Level
= 6.6m2 x 3.6 kN/m2
= 23.76kN
= 5.9m x 1.44 kN/m = 8.5kN
= 5.9m x 8.55 kN/m
= 50.45kN
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
= (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
= (8.1 + 3.83)kN
= 11.93kN

Ground Level
= 6.6m2 x 3.6 kN/m2
= 23.76kN
= 5.9m x 1.44 kN/m
= 8.5kN
= (4.4 + 1.5)m x 8.55 kN/m = 50.45kN
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
= (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
= (8.7 + 3.38)kN
= 12.08kN
= 260.79kN
= 43.7kN
 Total Load acting on Column B2 = 304.49kN

DESIGN
Individual Work:
LIM JOE ONN 0318679
37

Slab A-B/5-6
Ly/Lx = 4000/3000
= 1.333 < 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 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/m
2 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)
Slab B-C/5-6
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Dead Load
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam 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
= 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/m
2 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)
Dead Load
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam C-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
= 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/m
2 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)
Dead Load
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam A-C/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)
B
3.9 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/m
2.74 kN/m

(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/m
Live 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/m
0.65 kN/m
A B
3 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
= (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
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)
Slab C-D/4-5
Ly/Lx = 3900/2000
= 1.95 < 2
(Two way slab)
Dead Load
= 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 (3 x ½)m
= 5.4kN/m2
Total Dead Load for Beam D/3-4
= (1.44+8.55+3.6+5.4) kN/m2
= 18.99kN/m2
Slab D-E/3-5
Ly/Lx = 5000/3000
= 1.67 < 2
(Two way slab)
3 5
8.55kN/m
3.6kN/m
1.44kN/m
3 m
5.4kN/m
4
2 m
18.99kN/m

= 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
(two way slab)
= 3.6kN/m3 x (2 x ½ x 2/3)m
= 2.4 kN/m2
(two way slab)
= 3.6kN/m3 x (3 x ½)m
= 5.4 kN/m2
Total Dead Load for Beam D/4-5
= (1.44+8.55+2.4+5.4) kN/m2
= 19.59kN/m2
3 5
8.55kN/m
1.44kN/m
3 m
4
2 m
2.4kN/m
5.4kN/m
17.79kN/m
18.99 kN/m
17.79 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 (3 x ½)m
= 3 kN/m2
(two way slab)
= 2kN/m3 x (2 x ½ x 2/3)m
= 1.33 kN/m2
5 kN/m
4.33 kN/m
3 54
3 m 2 m
Total Live Load on D/3-4
= (2 + 3) kN/m2
= 5 kN/m2
Total Live Load on D/4-5
= (1.33 + 3) kN/m2
= 4.33 kN/m2
Ultimate Load on Beam D/3-4
= (18.99kN/m x 1.4) + (5kN/m2 x 1.6)
= 26.586kN/m + 8kN/m
= 34.586kN/m
Ultimate Load on Beam D/4-5
= (17.79kN/m x 1.4) + (4.33kN/m2 x 1.6)
= 24.906kN/m + 6.928kN/m
= 31.834kN/m
(two way slab)
= 2kN/m3 x (3 x ½ )m
= 3 kN/m2
3kN/m
3 kN/m
34.586 kN/m
31.834 kN/m

Load Diagram
Point load from secondary beam, D4=40.21 kN
Take RD3 as centre, reaction force:
34.586 x 3 = 103.758kN
31.834 x 2 = 63.668kN
ΣM = 0
0 = 5RD5 – 103.758(1.5) – 40.21(3) – 63.668(4)
= 5RD5 – 155.637 – 120.63 – 254.672
= 5RD5 – 530.939
5RD5 = 530.939
RD5 = 106.188kN
ΣY = 0
0 = RD3 + RD5 – 103.758 – 40.21 – 63.668
= RD3 + 106.188 – 207.636
RD3 = 101.448kN
34.586kN/m
3 m 2 m
31.834kN/m
40.21kN/m
RD3 RD5
101.448kN
3 m 2 m
-2.31kN
-42.52kN
-106.188kN
Shear Force Diagram
Ratio:
(101.448+(34.586x3-101.448)) = 101.448
3 a
103.758 a = 304.344
a = 2.933m2.933 m
A1 = 101.448 x 2.933 x ½
= 148.773kNm
A2 =½ (106.188 + 42.52)x2 +½(2.31 x (3 –
2.933))
= 148.785 kNm
148.773kNm
2.933 m 3 m
Bending Moment Diagram148.696kNm

Slab D-E/3-5
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Dead Load
= 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
(two way slab)
= 3.6 kN/m3 x (2 x ½ )m
= 3.6 kN/m2
(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)
D
3 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/m
13.59 kN/m
8.55kN/m

(two way slab)
= 2.0kN/m3 x (2 x ½ )m
= 2 kN/m2
Live Load
2 kN/m
2 kN/m
(two way slab)
= 2.0kN/m3 x (3 x ½ x 2/3)m
= 2 kN/m2
2 kN/m
2 kN/m
C D
3.9 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
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
Given, FCU= 30N/mm2
Fy = 460 N/mm2
Ac = 200mm x 200mm = 40000mm2
Asc = 2% x 40000mm2 = 800mm2
= (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)
= 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 A6
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
= 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
= 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)
= 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
= 7.848 + 6.9
= 14.748 kN
56

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
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
= no wall (0)
Concrete Slab Load
= 3000mm/2 x 5000mm/2 x 3.6
= 13. 5 kN
= 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
= 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
= 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)
= 0 (no wall)
Concrete Slab Load
= 3000mm/2 x 5000mm/2 x 3.6
= 13. 5 kN
= 5.76 +13.5
= 19.26 kN
Total Dead Load
= 22.14 + 56.34 + 19.26
= 97.74 kN
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

DESIGN
Individual Work:
ONG SENG PENG 0319016
60

FAMILY AREA
Slab C-D/3-4
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Slab C-D/4-5
Ly/Lx = 3900/2000
= 1.95 < 2
(Two way slab)
Dead Load
= 24kN/m3 x (0.2 x 0.3)m2
= 1.44 kN/m
First Floor Beam C-D/4
(two way slab)
= 3.6kN/m3 x (3 x ½)m
= 5.4 kN/m2
(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
= 2kN/m3 x (3 x ½ ) m2
= 3 kN/m
= 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
-44.1kN
1.95 m 1.95 m
A1 = A2
= 44.10kN x 1.95m x ½
= 43 kNm
43 kNm
1.95 m 1.95 m
3.9m
RC4 RD4

FAMILY AREA
Slab C-D/3-4
Ly/Lx = 3900/3000
= 1.3 < 2
(Two way slab)
Slab C-D/4-5
Ly/Lx = 3900/2000
= 1.95 < 2
(Two way slab)
Dead Load
= 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
(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)
4
2 m
(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/m
7.98 kN/m

Live Load
2kN/m
1.33kN/m
2.3kN/m
Live Load from Slab B1-C/3-5
(one way slab)
= 2kN/m3 x (2.3 x ½)m
= 2.3 kN/m2
(two way slab)
= 2kN/m3 x (3 x ½ x 2/3)m
= 2 kN/m2
(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 54
3 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
= (9.18kN/m x 1.4) + (4.3kN/m2 x 1.6)
= 12.852kN/m + 8kN/m
= 22.616kN/m
= (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

BEDROOM
Slab D-F/2-3
Ly/Lx = 5800/4000
= 1.45 < 2
(Two way slab)
Slab D-E/3-5
Ly/Lx = 5000/3000
= 1.67 < 2
(Two way slab)
Dead Load
= 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
(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
= 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 kN
2.5 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

(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)
Slab D-E/3-5
Ly/Lx = 5000/3000
= 1.67 < 2
(Two way slab)
Dead Load
= 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
= 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
E
1m
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/m
Live Load from Slab D1-F/2-3
(two way slab)
= 1.5kN/m3 x (4 x ½)m x 2/3
= 2 kN/m2
(two way slab)
= 2kN/m3 x (3 x ½ x 2/3)m
= 2 kN/m2
4 kN/m
2 kN/m
D FE
3 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
= (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
-72.573kN
2.34 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
Slab A-B1/4-5
Ly/Lx = 4600/2000
= 2.3 > 2
(One way slab)
Dead Load
= 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

= 19kN/m3 x (0.15 x 3)m2
= 8.55 kN/m
Void
Slab A-B1/4-5
Ly/Lx = 4600/2000
= 2.3 > 2
(One way slab)
Dead Load
= 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
2m
4
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

Given, FCU= 30N/mm2
Fy = 460 N/mm2
Ac = 200mm x 200mm = 40000mm2
Asc = 2% x 40000mm2 = 800mm2
= (0.4 x 30 x 40000) + (0.8 x 460 x 800)
= 774400N = 774.4kN
Column A3
Roof Level
= (5.9m x 1.5m) x 1.0 kN/m2 = 8.1kN
= 6.9m x 1.44 kN/m
= 9.936kN
= (8.1 + 9.936)kN = 18.036kN
= 8.1m2 x 0.5 kN/m2 = 4.05kN
First Level
= (1.5m x 2.9m) x 3.6 kN/m2
= 8.1 kN
= 4.5m x 1.44 kN/m
= 6.48kN
= 6.9m x 8.55 kN/m
= 58.995kN
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
= (8.1 + 6.48 + 58.995 + 2.88)kN
= 73.575kN
= (2.9 x 1.5) x 1.5 kN/m2
= 6.525kN

Ground Level
= (5.4 x 1.5)m2 x 3.6 kN/m2
= 29.16kN
= 4.5m x 1.44 kN/m
= 6.48kN
= 6.9m x 8.55 kN/m = 58.995kN
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
= (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
= (1.5 x 2.5)m2 x 1.5 kN/m2
= 5.625kN
= (8.7 + 5.625)kN
= 14.325kN
= 264.7764kN
= 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
= (5.4m x 3.45m) x 1.0 kN/m2 = 18.63kN
= 3.45m x 1.44 kN/m
= 4.968kN
= (18.63 + 4.968)kN = 23.598kN
= 18.63 m2 x 0.5 kN/m2 = 9.315kN
First Level
= {(3m x 3.45m) + (0.45 x 2.4)} x 3.6 kN/m2
= 41.148 kN
= 3.45m x 1.44 kN/m
= 4.968kN
= 3.45m x 8.55 kN/m
= 29.4975kN
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
= (41.148 + 4.968 + 29.4975 + 2.88)kN
= 78.4935kN
= 11.43 x 1.5 kN/m2
= 17.145kN

Ground Level
= (5.4 x 3.45)m2 x 3.6 kN/m2
= 67.068kN
= 3.45m x 1.44 kN/m
= 4.968kN
= 3.45m x 8.55 kN/m = 29.4975kN
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
= (67.068 + 4.968 + 29.4975 + 2.88)kN
= 104.4135kN
= 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
= 87.048kN

Column C3 Roof Level
= (5.4m x 3.9m) x 1.0 kN/m2 = 21.06kN
= (5.4 + 3.9)m x 1.44 kN/m
= 13.392kN
= (21.06 + 13.392)kN = 34.452kN
= 21.06m2 x 0.5 kN/m2 = 10.53kN
First Level
= (3.9m x 5.4m) x 3.6 kN/m2
= 75.816 kN
= 3.9m x 1.44 kN/m
= 13.392kN
= (1.95 +2.9)m x 8.55 kN/m
= 41.4675kN
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
= (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
= (9.75+ 24.2775)kN
= 34.0275kNkN

Ground Level
= (5.4 x 3.9)m2 x 3.6 kN/m2
= 75.816kN
= (5.4 + 3.9)m x 1.44 kN/m
= 41.4675kN
= none
= 0.2m x 0.2m x 3m x 24kN/m3 = 2.88kN
= (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
= (3.9 x 2.5)m2 x 1.5 kN/m2
= 14.625kN
= (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
= 130.884kN

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.
81
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
82

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