Structure Final Assignment

STRUCTURAL ANALYSIS OF A RC BUNGALOW l BLD 61203 l GROUP PROJECT
GROUP PROJECT
BACHELOR OF QUANTITY SURVEYING
STRUCTURAL ANALYSIS
OF A RC BUNGALOW
STRUCTURES l BLD 61203
GROUP MEMBERS
GOH XINGXIN 0325587
NA YONG YI 0324458
CHEAH MAN YEE 0324743
SHUM WEN JUN 0325151
SOW WEI HENN 0324998
SAHIL GUNESH 0328569
MS. ANN SEE PENG

CONTENT
1. INTRODUCTION
• LOCATION PLAN & SITE PLAN
• USAGE
2. RELEVANT FLOOR PLANS
• ARCHITECTURAL FLOOR PLAN
• ARCHITECTURAL ROOF PLAN
3. STRUCTURAL PLANS
• STRUCTURAL FLOOR PLAN
• STRUCTURAL ROOF PLAN
• FOUNDATION PLAN
4. DESIGN BRIEF
• ARCHITECTURAL PLAN WITH LIVE LOAD AND FUNCTION
• DETAILS OF MATERIAL
5. BEAM ANALYSIS REPORT
• STRUCTURAL PLAN
• LOAD DISTRIBUTION PLAN
6. INDIVIDUAL REPORT (BEAM)
• GOH XINGXIN (0325587)
• NA YONG YI (0324458)
• CHEAH MAN YEE (0324743)
• SOW WEI HENN (0324998)
• SHUM WEN JUN (0325151)
• SAHIL GUNESH ( 0328569)
7. COLUMN ANALYSIS REPORT
• LOAD DISTRIBUTION PLAN
8. INDIVIDUAL REPORT (COLUMN)
• GOH XINGXIN (0325587)
• NA YONG YI (0324458)
• CHEAH MAN YEE (0324743)
• SOW WEI HENN (0324998)
• SHUM WEN JUN (0325151)
• SAHIL GUNESH ( 0328569)
• 1,2
• 3 – 6
• 7
• 8
• 9
• 10
• 11
• 12
• 13
• 14
• 15
• 16 – 32
• 33 – 49
• 50 – 67
• 68 – 84
• 85 – 101
• 102-118
• 119 - 120
• 121– 125
• 126 – 130
• 131 – 135
• 136 – 140
• 141 – 145
• 146 - 150

INTRODUCTION

BRIEF DESCRIPTION 1
BRIEF DESCRIPTION OF BUNGALOW
LOCATION PLAN
SITE PLAN
No.1, Jalan Flora 3, Bandar Rimbayu, 42500 Telok Panglima Garang, Selangor Darul Ehsan.

BRIEF DESCRIPTION 2
BRIEF DESCRIPTION OF BUNGALOW
INSPIRATIONAL PHOTO
WALL HEIGHT : 4.200 m

BRIEF DESCRIPTION 3
USAGE
LIVING AREA
The expansive living room is perfect for both entertaining and intimate family moments.
DINING AREA
The spacious dining area allows for larger dinner parties without sacrificing its intimate ambience.

BRIEF DESCRIPTION 4
USAGE
KITCHEN
GUEST ROOMS
The spacious kitchen creates an ideal place for storing, cooking and preparing food.
This cheerful, day-lit room is ideal for guest who requires a room for temporary stay.

BRIEF DESCRIPTION 5
USAGE
MASTER BEDROOM
BATHROOMS
The master bedroom was envisioned as a self contained sanctuary where the owners of
the house can rest after a busy day.
The bathroom allows the people in the house to take care of personal hygiene activities.

BRIEF DESCRIPTION 6
USAGE
WALK-IN WARDROBE
STORE ROOM
A large closet that is capable of allowing the owner to walk into.
A room to store goods and supplies.

RELEVANT
FLOOR PLANS

FLOOR PLAN 7
ARCHITECTURAL FLOOR PLAN

ROOF PLAN 8
ARCHITECTURAL ROOF PLAN

STRUCTURAL
PLANS

STRUCTURAL PLANS 9
STRUCTURAL FLOOR PLAN
BEAM SIZE : 150mm x 300mm
COLUMN SIZE : 150mm x 300mm
SLAB THICKNESS 150mm

STRUCTURAL PLANS 10
STRUCTURAL ROOF PLAN

STRUCTURAL PLANS 11
FOUNDATION PLAN
Pad footing size : 1000mm x 1000mm x 500mm

DESIGN BRIEF 12
LIVE LOAD AND FUNCTION

DESIGN BRIEF

DESIGN BRIEF 13
DETAILS OF MATERIAL
DEAD LOAD FACTOR = 1.4 (according to UBBL)
DEAD LOADS OF STRUCTURE (CONSTANT)
Density of concrete = 24kN/m3 Density of brick = 19kN/m3 Dead load of roof = 1.0kn/m2
STRUCTURE SELF WEIGHT CALCULATION
Concrete beam self weight Beam size: 0.15m x 0.30m = 0.045 m2
Beam self weight = Beam size x Density of concrete
= 0.045m2 x 24kN/m3
= 1.08 kN/m
Brick wall self weight Wall height: 4.20m
Wall self weight = Wall thickness x Wall height x
Density of brick
= (0.15 x 4.20)m2 x 19kN/m3
= 11.97 kN/m
Floor slab self weight Slab thickness: 0.15m
Floor slab self weight = Slab thickness x Density of
concrete
= 0.15m x 24kN/m3
= 3.60 kN/m2
LIVE LOADS OF ROOMS ACCORDING TO ITS FUNCTION (CONSTANT)
LIVE LOAD FACTOR = 1.6 (according to UBBL)
ROOM LIVE LOAD PER METER SQUARE AREA (kN/m2)
Living Area
Master Bedroom
Guest Rooms
Bathroom
Kitchen
Dining Area
Walk-in Wardrobe
Store Room
1.5
1.5
1.5
1.5
1.5
2.0
2.4
1.5

BEAM ANALYSIS
REPORT

BEAM ANALYSIS 14
STRUCTURAL PLAN

BEAM ANALYSIS 15
LOAD DISTRIBUTION PLAN

BEAM ANALYSIS 16
GOH XINGXIN 0325587
BEAM F/1-2
BEAM 1/E-G
BEAM 2/F-G
BEAM G/1-3

17
DEAD LOAD ( BEAM F/1-2 )
Beam self weight
= Beam size x Density of concrete
= (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Beam self weight
1 2
Brick wall self weight
= Wall thickness x Wall height x Density of brick
= (0.150 x 4.200)m2 x 19kN/m3
= 11.97 kN/m
3.000m
1.08 kN/m
Brick wall weight
11.97 kN/m
Floor slab 1-2/F-G (trapezoid)
= (Thickness of slab x Density of concrete) x (Lx/2)
= (0.150m x 24kN/m2) x (2.350/2)
= 4.23 kN/m
Slab 1-2/F-G
4.23 kN/m
Floor slab 1-2/E-F (triangle)
x (2/3)
= (0.150m x 24kN/m2) x (3.000/2) x (2/3)
= 3.60 kN/m
Slab 1-2/E-F
3.60 kN/m
Total Dead Load
1.08 + 11.97 + 4.23 + 3.60 = 20.88 kN/m
Total dead load
GOH XINGXIN 0325587
20.88 kN/m

18
LIVE LOAD ( BEAM F/1-2 )
Live load in dining area = 1.5kN/m
Live load in living area = 1.5kN/m
LIVE LOAD ANALYSIS
Slab 1-2/F-G
Live load on slab 1-2/F-G (trapezoid)
= Live load (UBBL) x (Lx/2)
= 1.5kN/m2 x (2.350/2) m
= 1.76 kN/m
Slab 1-2/E-F
Total Live Load
1.76 + 1.50 = 3.26 kN/m Total live load
Live load on slab 1-2/E-F (triangle)
= Live load (UBBL) x (Lx/2) x (2/3)
= 1.5kN/m2 x (3.000/2)m x (2/3)
= 1.50 kN/m
GOH XINGXIN 0325587
1 2
3.000m
1.76 kN/m
1.50 kN/m
3.26 kN/m

19
THE ULTIMATE LOAD ( BEAM F/1-2 )
Load factor that needs to be applied:
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
For 1-2
Ultimate dead load = 20.88kN/m x 1.4 = 29.23kN/m
Ultimate live load = 3.26kN/m x 1.6 = 5.22kN/m
Total ultimate load = 29.23 + 5.22
= 34.45 kN/m
Total
Ultimate Load
1 2
3.00m
To Point load
34.45kN/m x 3.000m = 103.35 kN
103.35 kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 103.35 (1.5) – 3RB
3RB = 155.025
RB = 51.675 kN
o Σ𝐹 𝑌 = 0
= 51.675-103.35+ RA
RA = 51.675 kN
RA
51.675 kN51.675 kN
RB
1.50m
34.45 kN/m
GOH XINGXIN 0325587
103.35 kN

20
LOAD DIAGRAM
BEAM F/ 1-2
1 2
3.000m
51.675 kN51.675 kN
51.675 – 103.35 = -51.675 + 51.675 = 0
51.675 kN
51.675 kN
SHEAR FORCE DIAGRAM
BENDING MOMENT DIAGRAM
103.35 kN
1.5 x ½ x 51.675 = 38.76 kNm
GOH XINGXIN 0325587
MAX MOMENT = 38.76 kNm

21
DEAD LOAD ( BEAM 1/E-G )
Beam self weight
= (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Beam self weight
E F G
= (0.150 x 4.200)m2 x 19kN/m3
= 11.97 kN/m
3.750m 2.350m
1.08 kN/m
Brick wall weight
Floor slab 1-2/E-F (trapezoid)
= (0.150m x 24kN/m2) x (3.000/2)
= 5.40 kN/m
Slab 1-2/E-F
5.40 kN/m
Slab 1-2/F-G
2.82 kN/m
Total Dead Load
For E-F = 1.08+ 11.97 + 5.40 = 18.45 kN/m
For F-G = 1.08 + 11.97 + 2.82 = 15.87 kN/m Total dead load
18.45 kN/m 15.87 kN/m
11.97 kN/m
GOH XINGXIN 0325587
Floor slab 1-2/F-G (triangle)
x (2/3)
= (0.150m x 24kN/m2) x (2.350/2) x (2/3)
= 2.82 kN/m

22
LIVE LOAD ( BEAM 1/E-G )
LIVE LOAD ANALYSIS
Slab 1-2/E-F
Live load on slab 1-2/E-F (trapezoid)
= 1.5kN/m2 x (3.000/2) m
= 2.25kN/m
Slab 1-2/F-G
Total Live Load
For E-F = 3.86 kN/m
For F-G = 1.18 kN/m Total live load
Live load on slab 1-2/F-G (triangle)
= 1.5kN/m2 x (2.350/2)m x (2/3)
= 1.18kN/m
GOH XINGXIN 0325587
E F
3.750m 2.350m
1.18 kN/m
2.25 kN/m 1.18 kN/m
2.25 kN/m
G

1.875m
23
THE ULTIMATE LOAD ( BEAM 1/E-G )
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
For E-F
= 29.43kN/m
Total
Ultimate Load
For F-G
Ultimate live load = 1.18kN/m x 1.6= 1.89kN/m
= 24.11kN/m
To Point load
For 1-2 = 29.43kN/m x 3.750m
= 110.36 kN
For 2-3 = 24.11kN/m x 2.350m
= 56.66 kN
110.36 kN 56.66 kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 110.36 (1.875) + 56.66 (4.925) +
51.68 (3.75) – 6.1RB
6.1RB = 679.78
RB = 111.44 kN
o Σ𝐹 𝑌 = 0
= -110.36 - 56.66 – 51.68 + 111.44 + RA
RA = 107.26 kN
RA RB
4.925m
E F
3.750m 2.350m
24.11 kN/m29.43 kN/m
G
110.36 kN 56.66 kN
111.44 kN107.26kN
GOH XINGXIN 0325587
51.68 kN

24
LOAD DIAGRAM
BEAM 1/ E-G
111.44 kN107.26 kN
At Point E-F
107.26 – 110.36 = -3.10
At Point F
-3.10 – 51.68 = - 54.78
At Point F-G:
-54.78 - 56.66 = -111.44
At Point G
-111.44 + 111.44 = 0
107.26 kN
111.44 kN
SHEAR FORCE DIAGRAM
E F
3.750m 2.350m
G
110.36 kN
51.68 kN
GOH XINGXIN 0325587
-3.10 kN
-54.78 kN
x/3.750 = 3.10/(3.10+107.23)
= 3.10/110.33
x = 3.10 x 3.750 / 110.33
= 0.11
Max Moment = (3.750-0.11) x 107.26 x ½
= 195.21 kNm
x
56.66 kN

25
DEAD LOAD ( BEAM 2/F-G )
Beam self weight
= (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Beam self weight
F G
2.350m
1.08 kN/m
Floor slab 1-2/F-G (triangle)
x (2/3)
= (0.150m x 24kN/m2) x (2.350/2) x (2/3)
= 2.82 kN/m
Slab 1-2/F-G
2.82 kN/m
Floor slab 2-4/D-G (triangle)
x (2/3)
= (0.150m x 24kN/m2) x (8.700/2) x (2/3)
= 10.44 kN/m
Slab 2-4/D-G
10.44 kN/m
Total Dead Load
2.82 + 10.44 = 13.26 kN/m
Total dead load
GOH XINGXIN 0325587
13.26 kN/m

26
LIVE LOAD ( BEAM 2/F-G )
LIVE LOAD ANALYSIS
Slab 1-2/F-G
Live load on slab 1-2/F-G (triangle)
= 1.5kN/m2 x (2.350/2) m x (2/3)
= 1.18 kN/m
Slab 2-4/D-G
Total Live Load
1.18 + 4.35 = 5.53 kN/m Total live load
Live load on slab 2-4/D-G (triangle)
= 1.5kN/m2 x (8.700/2)m x (2/3)
= 4.35 kN/m
GOH XINGXIN 0325587
F G
2.350m
1.18 kN/m
4.35 kN/m
5.53 kN/m

27
THE ULTIMATE LOAD ( BEAM 2/F-G )
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
For F-G
= 27.41 kN/m
Total
Ultimate Load
F G
2.350m
To Point load
27.41kN/m x 2.350m = 64.42 kN
64.42 kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 64.42 (1.175) – 2.35RB
2.35RB = 75.69
RB = 32.21 kN
o Σ𝐹 𝑌 = 0
= 32.21-64.42+ RA
RA = 32.21 kN
RA
32.21 kN32.21 kN
RB
1.175m
27.41 kN/m
GOH XINGXIN 0325587
64.42 kN

28
LOAD DIAGRAM
BEAM 2/ F-G
F G
2.350m
32.21 kN32.21 kN
32.21 – 64.42 = -32.21 + 32.21 = 0
32.21 kN
32.21 kN
SHEAR FORCE DIAGRAM
64.42 kN
1.175 x ½ x 32.21 = 18.92 kNm
GOH XINGXIN 0325587

29
DEAD LOAD ( BEAM G/1-3 )
Beam self weight
= (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Beam self weight
1 2 3
= (0.150 x 4.200)m2 x 19kN/m3
= 11.97 kN/m
3.000m 3.065m
1.08 kN/m
Brick wall weight
Floor slab 1-2/F-G (trapezoid)
= (0.150m x 24kN/m2) x (2.350/2)
= 4.23 kN/m
Slab 1-2/F-G
4.23 kN/m
Slab 2-4/D-G
15.66 kN/m
Total Dead Load
For 1-2 = 1.08+ 11.97 + 4.23 = 17.28 kN/m
For 2-3 = 1.08 + 11.97 + 15..66 = 28.71 kN/m Total dead load
17.28 kN/m 28.71 kN/m
11.97 kN/m
GOH XINGXIN 0325587
Floor slab 2-4/D-G (trapezoid)
= (0.150m x 24kN/m2) x (8.700/2)
= 15.66 kN/m

30
LIVE LOAD ( BEAM G/1-3 )
LIVE LOAD ANALYSIS
Slab 1-2/F-G
Live load on slab 1-2/F-G (trapezoid)
= 1.5kN/m2 x (2.350/2) m
= 1.76 kN/m
Slab 2-4/D-G
Total Live Load
For 1-2 = 1.76 kN/m
For 2-3 = 6.53 kN/m Total live load
Live load on slab 2-4/D-G (trapezoid)
= 1.5kN/m2 x (8.700/2)m
= 6.53 kN/m
GOH XINGXIN 0325587
6.53 kN/m
1.76 kN/m 6.53 kN/m
1.76 kN/m
1 2 3
3.000m 3.065m

1.500m
31
THE ULTIMATE LOAD ( BEAM G/1-3 )
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
For 1-2
= 27.01 kN/m
Total
Ultimate Load
For 2-3
= 50.64 kN/m
To Point load
For 1-2 = 27.01kN/m x 3.000m
= 81.03 kN
For 2-3 = 50.64kN/m x 3.065m
= 155.21 kN
81.03 kN 155.21 kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 81.03 (1.500) + 155.21 (4.533) +
32.21 (3.00) – 6.07RB
6.07RB = 921.74
RB = 151.85 kN
o Σ𝐹 𝑌 = 0
= -81.03 – 32.21 – 155.21 + 151.85 + RA
RA = 116.60 kN
RA RB
4.533m
50.64 kN/m27.01kN/m
GOH XINGXIN 0325587
1 2 3
3.000m 3.065m
32.21
kN
151.85 kN116.60 kN
81.03 kN 155.21 kN

.
32
LOAD DIAGRAM
BEAM G/ 1-3
At Point 1-2
116.60 – 81.03 = 35.57
At Point 2
35.57 – 32.21 = 3.36
At Point 2-3
3.36 – 155.21 = -151.85
At Point 3
-151.85 + 151.85 = 0
116.60 kN
151.85 kN
SHEAR FORCE DIAGRAM
GOH XINGXIN 0325587
3.36 kN
35.57 kN
x/3.065 = 3.36/(3.36+151.85)
= 3.36/155.21
x = 3.36 x 3.065/155.21
= 0.07
Max Moment = [(116.60 + 35.57) x ½ x 3.00]
+ [½ x 3.36 x 0.07]
= 228.26 kNm + 0.12 kNm
= 228.38 kNm
x
155.21 kN81.03 kN
1 2 3
3.000m 3.065m
151.85 kN116.60 kN
32.21
kN

BEAM ANALYSIS 33
NA YONG YI (0324458)
BEAM D/3-4
BEAM B-D1/4
BEAM D1-G/5
BEAM D1/4-6

34
DEAD LOAD ( BEAM D/3-4 )
Beam self weight
= (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Beam self weight
3 4
= 0 kN/m (no brick wall)
4.785 m
1.08 kN/m
= (0.150m x 24kN/m2) x (8.700/2)
= 15.66 kN/m Slab 2-5/D-G
15.66 kN/m
Slab 3-4/B-D
5.74 kN/m
Total Dead Load
For 3-4 = 1.08 + 15.66 + 5.74 = 22.48 kN/m
Total dead load
22.48 kN/m
NA YONG YI 0324458
Floor slab 3-4/B-D (triangle)
x (2/3)
= (0.150m x 24kN/m2) x (4.785/2) x (2/3)
= 5.74 kN/m

35
LIVE LOAD ( BEAM D/3-4 )
Live load in living area = 1.5kN/m2
LIVE LOAD ANALYSIS
Slab 2-5/D-G
3 4
= 1.5kN/m2 x (8.700/2)m
= 6.53 kN/m
Slab 3-4/B-D
Total Live Load
For 3-4 = 6.53 + 2.39 = 8.92 kN/m
Total live load
Live load on slab 3-4/B-D (triangle)
= 1.5kN/m2 x (4.785/2)m x (2/3)
= 2.39 kN/m
NA YONG YI 0324458
4.785 m
6.53 kN/m
2.39 kN/m
8.92 kN/m

36
THE ULTIMATE LOAD ( BEAM D/3-4 )
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
For 3-4
= 45.74 kN/m
Total
Ultimate Load
3 4
To Point load
For 3-4 = 45.74 kN/m x 4.785m
= 218.87 kN
218.87 kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 218.87 (2.393) – 4.785 RB
4.785 RB = 523.76
RB = 109.46 kN
o Σ𝐹 𝑌 = 0
= -218.87 + 109.46 + RA
RA = 109.41 kN
RA
109.46 kN109.41 kN
RB
2.393 m
NA YONG YI 0324458
4.785 m
45.74 kN/m
218.87 kN

37
LOAD DIAGRAM
BEAM D/ 3-4
3 4
218.87 kN
At Point 1-2: 109.41 – 218.87 = - 109.46 kN
At Point 2-3: -109.46 + 109.46 = 0 kN
109.41 kN
- 109.46 kN
SHEAR FORCE DIAGRAM
NA YONG YI 0324458
MAX MOMENT =
4.785 m
109.46 kN109.41 kN
RA RB
109.46
0
Positive area = 0.5 x 109.41 x 2.39
= 130.74
≈ 131
Negative area = 0.5 x 109.46 x 2.39
= 130.80
≈ 131
131 kNm

38
DEAD LOAD ( BEAM B-D1/4 )
Beam self weight
= (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Beam self weight
B D1
6.400 m
1.08 kN/m
Floor slab 3-4/B-D (trapezoid)
= (0.150m x 24kN/m2) x (4.785/2)
= 8.61 kN/m Slab 3-4/B-D
8.61 kN/m
Slab 2-5/D-G
15.66
kN/m
Total Dead Load
For B-D = 1.08 + 11.97 + 8.61 = 21.66 kN/m
For D-D1 = 1.08 + 11.97 + 15.66 = 28.71 kN/m Total dead load
21.66 kN/m
= (0.150 x 4.200)m2 x 19kN/m3
= 11.97 kN/m
Brick wall weight
11.97 kN/m
D
0.850 m5.550 m
28.71
kN/m
NA YONG YI 0324458
= (0.150m x 24kN/m2) x (8.700/2)
= 15.66 kN/m

39
LIVE LOAD ( BEAM B-D1/4 )
LIVE LOAD ANALYSIS
Slab 3-4/B-D
Live load on slab 3-4/B-D (trapezoid)
= 1.5kN/m2 x (4.785/2)m
= 3.59 kN/m
Slab 2-5/D-G
Total Live Load
For B-D = 3.59 kN/m
For D-D1 = 6.53 kN/m
Total live load
= 1.5kN/m2 x (8.700/2)m
= 6.53 kN/m
NA YONG YI 0324458
6.53
kN/m
3.59 kN/m
B D1
6.400 m
3.59 kN/m
D
0.850 m5.550 m
6.53
kN/m

40
THE ULTIMATE LOAD ( BEAM B-D1/4 )
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
For B-D
Ultimate dead load = 21.66kN/m x 1.4 = 30.32 kN/m
Ultimate live load = 3.59kN/m x 1.6 = 5.74 kN/m
= 36.06 kN/m
Total
Ultimate Load
To Point load
For B-D = 36.06 kN/m x 5.550m
= 200.13 kN
For D-D1 = 50.64 kN/m x 0.850m
= 43.04 kN/m
Point load at Point D/4 = 109.46 kN
200.13 kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 200.13(2.775) + 43.04(5.975) + 109.46(5.550)
– 6.4 RB
6.4 RB = 1420.03
RB = 221.88 kN
o Σ𝐹 𝑌 = 0
= -200.13 – 109.46 – 43.04 + 221.88 + RA
RA = 130.75 kN
RA
221.88 kN130.75 kN
RB
2.775 m
NA YONG YI 0324458
200.13 kN
B D1
6.400 m
36.06 kN/m
D
0.850 m5.550 m
For D-D1
= 50.64 kN/m
50.64
kN/m
43.04 kN
43.04 kN
5.975 m
109.46 kN

41
LOAD DIAGRAM
BEAM B-D1/4
At Point B-D: 130.75 – 200.13 = - 69.38 kN
At Point D: - 69.38 – 109.46 = - 178.84 kN
At Point D-D1: -178.84 – 43.04 = -221.88 kN
At Point D1: - 221.88 + 221.88 = 0 kN
130.75 kN
- 69.38 kN
SHEAR FORCE DIAGRAM
NA YONG YI 0324458
MAX MOMENT = 237kNm
B D1
6.400 m
200.13 kN
D
0.850 m5.550 m
43.04
kN
RA
221.88 kN130.75 kN
RB
109.46
kN
0
- 221.88 kN
- 178.84 kN
Positive area = 0.5 x 130.75 x 3.63
= 237.31
≈ 237
Negative area = (0.5 x 69.38 x 1.92) +
0.5(178.84+221.88) x 0.85
= 236.91
≈ 237
x/5.550 = 69.38/(69.38+130.75)
x = 1.92
x
69.38
130.75
5.55

42
DEAD LOAD ( BEAM D1-G/5 )
Beam self weight
= (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Beam self weight
D1 G
7.850 m
1.08 kN/m
x (2/3)
= (0.150m x 24kN/m2) x (8.700/2) x (2/3)
= 10.44 kN/m
Slab 2-5/D-G
10.44 kN/m
Slab 5-5a/D1-E1
2.79
kN/m
Total Dead Load
For D1-E1 = 1.08 + 10.44 + 2.79 = 14.31 kN/m
For E1-G = 1.08 + 11.97 + 10.44 + 6.24 = 29.73 kN/m Total dead load
14.31
kN/m
= (0.150 x 4.200)m2 x 19kN/m3
= 11.97 kN/m
Brick wall weight
11.97 kN/m
E1
5.200 m2.650 m
29.73 kN/m
Floor slab 5-6/E1-G (triangle)
x (2/3)
= (0.150m x 24kN/m2) x (5.200/2) x (2/3)
= 6.24 kN/m
Slab 5-6/E1-G
6.24 kN/m
NA YONG YI 0324458
Floor slab 5-5a/D1-E1 (trapezoid)
= (0.150m x 24kN/m2) x (1.550/2)
= 2.79 kN/m

43
LIVE LOAD ( BEAM D1-G/5 )
Live load in master bedroom = 1.5kN/m2
LIVE LOAD ANALYSIS
= 1.5kN/m2 x (8.700/2)m x (2/3)
= 4.35 kN/m
Total Live Load
For D1-E1 = 4.35 + 1.16 = 5.51 kN/m
For E1-G = 4.35 + 2.60 = 6.95 kN/m
Live load on slab 5-6/E1-G (triangle)
= 1.5kN/m2 x (5.200/2)m x (2/3)
= 2.60 kN/m
NA YONG YI 0324458
Slab 2-5/D-G
4.35 kN/m
Slab 5-5a/D1-E1
1.16
kN/m
Total live load
5.51
kN/m 6.95 kN/m
Slab 5-6/E1-G
2.60 kN/m
D1 G
7.850 m
E1
5.200 m2.650 m
Live load on slab 5-5a/D1-E1 (trapezoid)
= 1.5kN/m2 x (1.550/2)
= 1.16 kN/m

44
THE ULTIMATE LOAD ( BEAM D1-G/5 )
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
For D1-E1
= 28.85 kN/m
Total
Ultimate Load
To Point load
For D1-E1 = 28.85 kN/m x 2.650m
= 76.45 kN
For E1-G = 52.74 kN/m x 5.200m
= 274.25 kN
Point load at Point E1/5 = 204.36 kN
76.45 kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 76.45(1.325) + 274.25(5.250) + 204.36(2.650)
– 7.85 RB
7.85 RB = 2082.66
RB = 265.31 kN
o Σ𝐹 𝑌 = 0
= -76.45 – 274.25 – 204.36 + 265.31 + RA
RA = 289.75 kN
RA
265.31 kN289.75 kN
RB
1.325 m
NA YONG YI 0324458
For E1-G
= 52.74 kN/m
274.25 kN
5.250 m
204.36 kN
28.85 kN/m
D1 G
7.850 m
E1
5.200 m2.650 m
52.74 kN/m
76.45 kN 274.25 kN

45
LOAD DIAGRAM
BEAM D1-G/5
At Point D1-E1: 289.75 – 76.45 = 213.30 kN
At Point E1: 213.30 – 204.36 = 8.94 kN
At Point E1-G: 8.94 - 274.25 = -265.31 kN
At Point G: -265.31 + 265.31 = 0 kN
289.75 kN
213.30 kN
SHEAR FORCE DIAGRAM
NA YONG YI 0324458
MAX MOMENT = 667 kNm
- 265.31 kN
D1 G
7.850 m
E1
5.200 m2.650 m
RA
265.31 kN289.75 kN
RB
76.45 kN 274.25 kN
8.94 kN
0
Positive area = [0.5(289.75 + 213.30) x 2.65]
+ 0.5(8.94 x 0.17)
= 666.54 + 0.76
= 667.30
≈ 667
Negative area = 0.5 x 5.03 x 265.31
= 667.25
≈ 667
x/5.20 = 8.94/(8.94+265.31)
x = 0.17
x
8.94
5.20
265.31
204.36 kN

46
DEAD LOAD ( BEAM D1/4-6 )
Beam self weight
= (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Beam self weight
4 6
8.000 m
1.08 kN/m
x (2/3)
= (0.150m x 24kN/m2) x (8.700/2) x (2/3)
= 10.44 kN/m
Slab 2-5/D-G
10.44
kN/m
Floor slab 5-5a/D1-E1 (triangle)
x (2/3)
= (0.150m x 24kN/m2) x (1.550/2) x (2/3)
= 1.86 kN/m
Slab 5-5a/D1-E1
1.86
kN/m
Total Dead Load
For 4-5 = 1.08 + 11.97 + 10.44 = 23.49 kN/m
For 5-5a = 1.08 + 11.97 + 1.86 = 14.91 kN/m
For 5a-5b = 1.08 + 11.97 + 4.77 = 17.82 kN/m
For 5b-6 = 1.08 + 11.97 + 2.58 = 15.63 kN/m
Total dead load
23.49
kN/m
= (0.150 x 4.200)m2 x 19kN/m3
= 11.97 kN/m
Brick wall weight
11.97 kN/m
5
3.300 m1.000 m
17.82 kN/m
Floor slab 5a-5b/D1-E1 (trapezoid)
= (0.150m x 24kN/m2) x (2.650/2)
= 4.77 kN/m
Slab 5a-5b/D1-E1
4.77 kN/m
5a 5b
1.550 m 2.150 m
Floor slab 5b-6/D1-E1 (triangle)
x (2/3)
= (0.150m x 24kN/m2) x (2.150/2) x (2/3)
= 2.58 kN/m
Slab 5b-6/D1-E1
2.58 kN/m
NA YONG YI 0324458
14.91
kN/m
15.63
kN/m

47
LIVE LOAD ( BEAM D1/4-6 )
Live load in attached bathroom = 2.0kN/m2
Live load in walk-in wardrobe = 1.5kN/m2
LIVE LOAD ANALYSIS
= 1.5kN/m2 x (8.700/2)m x (2/3)
= 4.35 kN/m
Total Live Load
For 4-5 = 4.35 kN/m
For 5-5a = 0.78 kN/m
For 5a-5b = 2.65 kN/m
For 5b-6 = 1.08kN/m
Live load on slab 5a-5b/D1-E1 (trapezoid)
= 2.0kN/m2 x (2.650/2)m
= 2.65 kN/m
NA YONG YI 0324458
Total live load
Live load on slab 5-5a/D1-E1 (triangle)
= 1.5kN/m2 x (1.550/2) x (2/3)
= 0.78 kN/m
4 6
8.000 m
5
3.300 m1.000 m
5a 5b
1.550 m 2.150 m
Slab 2-5/D-G
4.35 kN/m
Slab 5-5a/D1-E1
0.78 kN/m
Slab 5a-5b/D1-E1
2.65 kN/m
Slab 5b-6/D1-E1
1.08 kN/mLive load on slab 5b-6/D1-E1 (triangle)
= 1.5kN/m2 x (2.150/2)m x (2/3)
= 1.08 kN/m
4.35
kN/m 2.65 kN/m
0.78
kN/m
1.08
kN/m

48
THE ULTIMATE LOAD ( BEAM D1/4-6 )
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
For 4-5
Total ultimate load = 32.89 + 6.96 = 39.85 kN/m
Total
Ultimate
Load
To Point load
For 4-5 = 39.85 kN/m x 1.000m = 39.85 kN
For 5-5a = 22.12 kN/m x 1.550m = 34.29 kN
For 5a-5b = 29.19 kN/m x 3.300m = 96.33 kN
For 5b-6 = 23.61 kN/m x 2.150m = 50.76 kN
Point load at Point D1/5 = 289.75 kN
Point load at Point D1/5a = 41.50 kN
Point load at Point D1/5b = 44.45 kN
39.85
kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 39.85(0.500) + 34.29(1.775) + 96.33(4.200) +
50.76(6.925) + 289.75(1) + 41.50(2.550) +
44.45(5.850) - 8.00 RB
8 RB = 1492.50
RB = 186.56 kN
o Σ𝐹 𝑌 = 0
= -39.85 - 34.29 – 96.33 – 50.76 – 289.75 –
41.50 – 44.45 + 186.56 + RA
RA = 410.37 kN
RA
186.56 kN410.37 kN
RB
0.500 m
NA YONG YI 0324458
For 5-5a
96.33 kN
1.775 m
289.75 kN
4 6
8.000 m
5
3.300 m1.000 m
5a 5b
1.550 m 2.150 m
39.85
kN/m 29.19 kN/m
22.12
kN/m
23.61
kN/m
For 5a-5b
For 5b-6
34.29
kN
50.76
kN
39.85
kN
96.33 kN34.29
kN
50.76
kN
4.200 m
6.925 m
41.50 kN 44.45 kN

49
LOAD DIAGRAM
BEAM D1/4-6
At Point 4-5: 410.37 – 39.85 = 370.52 kN
At Point 5: 370.52 – 289.75 = 80.77 kN
At Point 5-5a: 80.77 – 34.29 = 46.48 kN
At Point 5a: 46.48 – 41.50 = 4.98 kN
At Point 5a-5b: 4.98 – 96.33 = -91.35 kN
At Point 5b: -91.35 – 44.45 = -135.80 kN
At Point 5b-6: -135.80 – 50.76 = -186.56 kN
At Point 6: -186.56 + 186.56 = 0kN
410.37 kN
370.52 kN
SHEAR FORCE DIAGRAM
NA YONG YI 0324458
- 186.56 kN
4 6
8.000 m
5
3.300 m1.000 m
5a 5b
1.550 m 2.150 m
80.77 kN
46.48 kN
4.98 kN
- 91.35 kN
- 135.80 kN
0
Positive area = [0.5(410.37 + 370.52) x 1.00]
+ [0.5(80.77 + 46.48) x 1.55]
+ 0.5(4.98 x 0.17)
= 390.45 + 98.62 + 0.42
= 489.49
≈ 489
Negative area = 0.5(91.35 x 3.13) + 0.5(135.80
+ 186.56) x 2.15
= 489.49
≈ 489
x/3.30 = 4.98/(4.98+91.35)
x = 0.17
x
4.98
3.30
91.35
RA
186.56 kN410.37 kN
RB
289.75 kN
39.85
kN
96.33 kN34.29
kN
50.76
kN
41.50 kN 44.45 kN

BEAM ANALYSIS 50
CHEAH MAN YEE (0324743)
BEAM 5A/D1-E1
BEAM 5B/D1-E1
BEAM 5-6 / E1
BEAM 6/D1-G

D1 E1
2.650m
51
DEAD LOAD ( BEAM 5A/D1-E1 )
Beam self weight
= (0.15 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
= (0.15 x 4.20)m2 x 19kN/m3
= 11.97 kN/m
Floor slab 5-5a/ D1-E1 (trapezoid)
= (0.150m x 24kN/m2) x (1.550/2)
= 2.79 kN/m
Total Dead Load
For Beam 5a/ D1-E1 = 1.08 + 11.97 + 2.79 + 3.18
= 19.02 kN/m
CALCULATION NO. 1- BEAM 5A/ D1-E1
Beam self weight
1.08 kN/m
Brick wall weight
11.97 kN/m
Slab 5-5a/ D1-E1
2.79 kN/m
Slab 5a-5b/ D1-E1
3.18 kN/m
Total dead load
19.02 kN/m
Floor slab 5a-5b/ D1-E1 (triangle)
x (2/3)
= (0.150m x 24kN/m2) x (2.650/2) x (2/3)
= 3.18 kN/m

52
LIVE LOAD ( BEAM 5A/ D1-E1)
Live load in living area= 1.5 kN/m2
Live load in attached bathroom = 2.0 kN/m2
LIVE LOAD ANALYSIS
Live load on slab 5-5a/ D1-E1 (trapezoid)
= 1.5kN/m2 x (1.550/2)m
= 1.16kN/m
Total Live Load
For Beam 5a/ D1-E1 = 1.16 + 1.77 = 2.93kN/m
Live load on slab 5a-5b/ D1-E1 (triangle)
= 2.0kN/m2 x (2.650/2)m x (2/3)
= 1.77kN/m
D1 E1
2.650m
Slab 5-5a/ D1-E1
1.16 kN/m
Slab 5a-5b/ D1-E1
1.77 kN/m
Total live load
2.93 kN/m

D1 E1
2.650m
53
THE ULTIMATE LOAD ( BEAM 5A/ D1-E1)
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
Ultimate Load
For D1- E1
= 31.32 kN/m
Total
Ultimate Load
To Point load
For D1- E1 = 31.32kN/m x 2.650m
= 83 kN
Reaction Forces
o Σ𝑀 = 0
=RD1 (2.65m) - 83 (1.325m)
2.65RD1 = 109.98
RD1 = 41.50 kN
o Σ𝐹 𝑌 = 0
= 41.50 – 83.00+ RE1
RE1 = 41.50 kN
83 kN
RD1
41.50 kN41.50 kN
RE1
1.325m
31.32 kN/m
Point Load
83 kN

54
LOAD DIAGRAM
BEAM 5A/ D1-E1
(41.5 x 1.325) x (1/2) = 27.49 kNm
41.50 kN
-41.50 kN
SHEAR FORCE DIAGRAM
27.49 kNm
D1 E1
2.650m
31.32 kN/m
RD1
41.50 kN41.50 kN
RE1
(83 kN)
1.325m

D1 E1
2.650m
55
DEAD LOAD ( BEAM 5B/D1-E1 )
Beam self weight
= (0.15 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
= (0.15 x 4.20)m2 x 19kN/m3
= 11.97 kN/m
Floor slab 5a-5b/ D1-E1 (triangle)
x (2/3)
= (0.150m x 24kN/m2) x (2.650/2) x (2/3)
= 3.18 kN/m
Total Dead Load
For Beam 5b/ D1-E1 = 1.08 + 11.97 + 3.18 + 3.87
= 20.10 kN/m
CALCULATION NO. 2- BEAM 5B/ D1-E1
Beam self weight
1.08 kN/m
Brick wall weight
11.97 kN/m
Slab 5a-5b/ D1-E1
3.18 kN/m
Slab 5b-6/ D1-E1
3.97 kN/m
Total dead load
20.10 kN/m
Floor slab 5b-6/ D1-E1 (trapezoid)
= (0.150m x 24kN/m2) x (2.150/2)
= 3.87 kN/m

56
LIVE LOAD ( BEAM 5B/ D1-E1)
Live load in walk-in wardrobe= 1.5 kN/m2
LIVE LOAD ANALYSIS
= 2.0kN/m2 x (2.650/2)m x (2/3)
= 1.77kN/m
Total Live Load
For Beam 5b/ D1-E1 = 1.77 + 1.61 = 3.38kN/m
Live load on slab 5b-6/ D1-E1 (trapezoid)
= 1.5kN/m2 x (2.150/2)m
= 1.61kN/m
D1 E1
2.650m
Slab 5a-5b/ D1-E1
1.77 kN/m
Slab 5b-6/ D1-E1
1.61 kN/m
Total live load
3.38 kN/m

D1 E1
2.650m
57
THE ULTIMATE LOAD ( BEAM 5B/ D1-E1)
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
Ultimate Load
For D1- E1
= 33.55 kN/m
Total
Ultimate Load
To Point load
For D1- E1 = 33.55kN/m x 2.650m
= 88.91 kN
Reaction Forces
o Σ𝑀 = 0
=RD1 (2.65m) – 88.91 (1.325m)
2.65RD1 = 117.81
RD1 = 44.45 kN
o Σ𝐹 𝑌 = 0
= 44.45 – 88.91+ RE1
RE1 = 44.45 kN
88.91 kN
RD1
44.45 kN44.45 kN
RE1
1.325m
33.55 kN/m
Point Load
88.91 kN

58
LOAD DIAGRAM
BEAM 5B/ D1-E1
(44.45 x 1.325) x (1/2) = 29.45 kNm
44.45 kN
-44.45 kN
SHEAR FORCE DIAGRAM
29.45 kNm
D1 E1
2.650m
33.55 kN/m
RD1
44.45 kN44.45 kN
RE1
(88.91
kN)
1.325m

59
DEAD LOAD ( BEAM 5-6 / E1 )
Beam self weight
= (0.15 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Total Dead Load
For 5-5a = 1.08 + 11.97 + 1.86 + 9.36
= 24.27 kN/m
For 5a-5b = 1.08 + 11.97 + 4.77 + 9.36
= 27.18 kN/m
For 5b-6 = 1.08 + 11.97 + 2.58 + 9.36
= 24.99 kN/m
CALCULATION NO. 3- BEAM 5-6 / E1
Beam SW
1.08 kN/m
Bwl
SW
11.97 kN/m
Slab 5-5a
/ D1-E1
1.86 kN/m
Slab 5a-5b
/ D1-E1
4.77 kN/m
9.36 kN/m
Slab 5-6
/ E1-G
2.58 kN/m
Slab 5b-6
/ D1-E1
27.18 kN/m
24.27 kN/m
24.99 kN/m
Total
Dead
Load
= Wall thickness x Wall height x
Density of brick
= (0.15 x 4.20)m2 x 19kN/m3
= 11.97 kN/m
Floor slab 5-5a/ D1-E1 (triangle)
= (Thickness of slab x Density of concrete)
x (Lx/2) x (2/3)
= (0.150m x 24kN/m2) x (1.550/2) x (2/3)
= 1.86 kN/m
Floor slab 5b-6/ D1-E1 (triangle)
x (Lx/2) x (2/3)
= (0.150m x 24kN/m2) x (2.150/2) x (2/3)
= 2.58 kN/m
Floor slab 5a-5b/ D1-E1 (trapezoid)
x (Lx/2)
= (0.150m x 24kN/m2) x (2.650/2)
= 4.77 kN/m
Floor slab 5-6 / E1-G (trapezoid)
x (Lx/2)
= (0.150m x 24kN/m2) x (5.200/2)
= 9.36 kN/m
5B5
3.300m
5A 6
1.550m 2.150m

60
LIVE LOAD ( BEAM 5-6 / E1)
Live load in living area= 1.5 kN/m2
Live load in master bedroom= 1.5 kN/m2
LIVE LOAD ANALYSIS
Live load on slab 5-5a/ D1-E1 (triangle)
= 1.5kN/m2 x (1.550/2)m x (2/3)
= 0.78kN/m
Total Live Load
For 5-5a = 0.78 + 3.90 = 4.68kN/m
For 5a-5b = 2.65 + 3.90 = 6.55kN/m
For 5b-6 = 1.08 + 3.90 = 4.98kN/m
Slab 5-5a
/ D1-E1
0.78 kN/m
Slab 5a-5b
/ D1-E1
2.65 kN/m
3.90 kN/m
Slab 5-6
/ E1-G
1.08 kN/m
Slab 5b-6
/ D1-E1
6.55 kN/m
4.68kN/m
4.98 kN/m
Total
Live Load
Live load on slab 5b-6/ D1-E1 (triangle)
= 1.5kN/m2 x (2.150/2)m x (2/3)
= 1.08kN/m
Live load on slab 5a-5b/ D1-E1 (trapezoid)
= 2.0kN/m2 x (2.650/2)m
= 2.65kN/m
Live load on slab 5-6/ E1-G (trapezoid)
= 1.5kN/m2 x (5.200/2)m
= 3.90kN/m
5B5
3.300m
5A 6
1.550m 2.150m

61
THE ULTIMATE LOAD ( BEAM 5-6 / E1)
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
48.53 kN/m
41.47kN/m
42.96 kN/m
Total
Ultimate
Load
5B5
3.300m
5A 6
1.550m 2.150mUltimate Load
For 5-5a
Ultimate dead load = 24.27kN/m x 1.4
= 33.98kN/m
Ultimate live load = 4.68kN/m x 1.6
= 7.49kN/m
= 41.47 kN/m
For 5a-5b
= 38.05kN/m
= 10.48kN/m
= 48.53 kN/m
For 5b-6
= 34.99kN/m
= 7.97kN/m
= 42.96 kN/m

5B5
3.300m
5A 6
1.550m 2.150m
62
THE POINT LOAD ( BEAM 5-6 / E1)
1. Point load at Point 5a/ E1= 41.50 kN
(From Beam 5a/D1-E1, refer to calculation no.1)
2. Point load at Point 5b/ E1= 44.45 kN
(From Beam 5b/ D1-E1, refer to calculation no. 2)
THE POINT LOAD
To Point load
For 5-5a= 41.47kN/m x 1.550m = 64.28 kN
For 5a-5b= 48.53kN/m x 3.300m = 160.15 kN
For 5b-6= 42.96kN/m x 2.150m = 92.36 kN
Reaction Forces
o Σ𝑀 = 0
=R5 (7m) – 64.28 (6.23m) – 41.5 (5.45m)
– 160.15 (3.8m) - 44.45 (2.15m) – 92.36 (1.08m)
7R5 = 1430.53
R5 = 204.36 kN
o Σ𝐹 𝑌 = 0
= 204.36- 64.28- 41.50- 160.15- 44.45-
92.36+ R6
R6 = 198.38 kN
48.53 kN/m
41.47kN/m
42.96 kN/m
41.50 kN/m 44.45 kN/m
160.15 kN
64.28kN
92.36 kN
Point
Load
41.50 kN/m 44.45 kN/m
R5 R6
198.38 kN204.36 kN
160.15 kN
64.28kN
92.36 kN
41.50 kN/m 44.45 kN/m
0.780m 1.650m 1.080m

5B5
3.300m
5A 6
1.550m 2.150m
63
LOAD DIAGRAM
BEAM 5-6/ E1
Ratio: 98.58/x = 61.57/ (3.30- x)
325.31= 160.15 x
x= 2.03m
204.36 kN
98.58 kN
SHEAR FORCE DIAGRAM
266.94
kNm
X= 2.03m
R6
(64.28
kN)
48.53 kN/m
41.47kN/m
42.96 kN/m
41.50 kN/m 44.45 kN/m
R5
198.38 kN204.36 kN
(160.15 kN)
(92.36
kN)
0 kN
140.08 kN
-61.57 kN
-106.02 kN
-198.38 kN
At Point 5-5a: 204.36 – 64.28 = 140.08kN
At Point 5a: 140.08 – 41.50 = 98.58kN
At Point 5a-5b: 98.58 – 160.15 = -61.57kN
At Point 5a: -61.57 – 44.45 = -106.02kN
At Point 5a: -106.02 – 92.36 = -198.38kN
367 kNm
327.23
kNm
0
1.27m
(a) Positive area (+ve)
(204.36+ 140.08)/2 x 1.55m = 266.94 m2
98.58 x 2.03m x (1/2) = 100.06 m2
(a) Negative area (-ve)
61.57 x 1.27m x (1/2) = -39.10 m2
(106.02 + 198.38)/2 x 2.15m = 327.23 m2

64
DEAD LOAD ( BEAM 6/D1-G )
Beam self weight
= (0.15 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
= Wall thickness x Wall height x
Density of brick
= (0.15 x 4.20)m2 x 19kN/m3
= 11.97 kN/m
Floor slab 5b-6/ D1-E1 (trapezoid)
x (Lx/2)
= (0.150m x 24kN/m2) x (2.150/2)
= 3.87 kN/m
Total Dead Load
For D1-E1 = 1.08 + 11.97 + 3.87
= 16.92 kN/m
For E1-G = 1.08 + 11.97 + 6.24
= 19.29 kN/m
CALCULATION NO. 4- BEAM 6/ D1-G
Beam
self weight
1.08 kN/m
Brick
wall weight
11.97 kN/m
Slab 5b-6
/ D1-E1
3.87 kN/m
Slab 5-6
/ E1-G
6.24 kN/m
D1 E1
5.200m
G
2.650m
Total
dead load
19.29 kN/m
16.92 kN/m
Floor slab 5-6/ E1-G (triangle)
= (Thickness of slab x Density of concrete) x
(Lx/2) x (2/3)
= (0.150m x 24kN/m2) x (5.2000/2) x (2/3)
= 6.24 kN/m

65
LIVE LOAD ( BEAM 6/ D1-G)
Live load in master bedroom = 1.5 kN/m2
LIVE LOAD ANALYSIS
= 1.5kN/m2 x (5.200/2)m x (2/3)
= 2.60kN/m
Total Live Load
For D1-E1 = 1.61 kN/m
For E1-G = 2.60 kN/m
Live load on slab 5b-6/ D1-E1 (trapezoid)
= 1.5kN/m2 x (2.150/2)m
= 1.61kN/m
Slab 5b-6
/ D1-E1
1.61 kN/m
Slab 5-6
/ E1-G
2.60 kN/m
D1 E1
5.200m
G
2.650m
Total
Live load
2.60 kN/m
1.61 kN/m

D1 E1
5.200m
G
2.650m
66
THE ULTIMATE LOAD ( BEAM 6/ D1-G)
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
Ultimate Load
For D1- E1
= 26.27 kN/m
For E1- G
= 31.17 kN/m
To Point load
For D1- E1 = 26.27kN/m x 2.650m
= 69.62 kN
For E1- G = 31.17kN/m x 5.200m
= 162.08 kN
Reaction Forces
o Σ𝑀 = 0
=RD1 (7.85m) – 69.62 (6.525m) -
198.38 (5.2m) – 162.08 (2.6m)
7.85RD1 = 1907.26
RD1 = 242.96 kN
o Σ𝐹 𝑌 = 0
= 242.96 -69.62 -198.38 -162.08 + RG
RG = 187.12 kN RD1 RG
1.325m
Total
Ultimate
Load
31.17 kN/m
26.27 kN/m
THE POINT LOAD ( BEAM 6/ D1-G)
1. Point load at Point 6/ E1= 198.38 kN
(From Beam 5-6/ E1, refer to calculation no.3)
31.17 kN/m
26.27 kN/m
198.38 kN
Point
Load
162.08 kN
69.62 kN
198.38 kN
162.08 kN
69.62 kN
198.38 kN
242.96 kN 187.12 kN
2.600m

67
LOAD DIAGRAM
BEAM 6/ D1-G
SHEAR FORCE DIAGRAM
D1 E1
5.200m
G
2.650m
(69.62
kN) 31.17 kN/m
26.27 kN/m
198.38 kN
RD1 RG
(162.08 kN)
187.12 kN242.96 kN
242.96 kN
-187.12 kN
551.60 kNm
173.34 kN
0
kN
-25.04 kN
+ 0.02
(a) Positive area (+ve)
(242.96 + 173.34)/2 x 2.65m = 551.60 m2
(a) Negative area (-ve)
(25.04 + 187.12)/2 x 5.20m = 551.62 m2
[551.60 + (-551.62) = -0.02]
At Point D1-E1: 242.96 – 69.62 = 173.34kN
At Point E1: 173.34 – 198.38 = -25.04kN
At Point E1- G: -25.04 – 162.08 = -187.12kN

BEAM ANALYSIS 68
SOW WEI HENN (0324998)
BEAM 1/C-E
BEAM 2/D-F
BEAM D/1-3
BEAM E/1-2

69
DEAD LOAD ( BEAM E/1-2 )
Beam self weight
= (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Beam self weight
1 2
= (0.150 x 4.000)m2 x 19kN/m3
= 11.4 kN/m
3.000m
1.08 kN/m
Brick wall weight
11.4 kN/m
Slab 1-2/D-E
4.68 kN/mFloor slab 1-2/D-E (trapezoid)
= (0.150m x 24kN/m2) x (2.600/2)
= 4.68 kN/m
17.16 kN/m
Total Dead Load
For 1-2/D-E = 1.08 + 11.4 + 4.68 = 17.16kN/m
Total Dead Load

70
LIVE LOAD ( BEAM E/1-2 )
Live load in guest room = 1.5kN/m
Live load in kitchen area = 1.5kN/m
LIVE LOAD ANALYSIS
1 2
3.000m
Slab 1-2/D-E
4.68 kN/m
4.68 kN/m
Total Live Load
For 1-2 = 4.68kN/m
Total live load
Live load on slab 1-2/D-E (trapezoid)
= 1.5kN/m2 x (2.600/2)m
= 4.68kN/m

71
THE ULTIMATE LOAD ( BEAM E/1-2 )
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
For 1-2
= 31.51kN/m
Total
Ultimate Load
1 23.00m
31.51 kN/m
To Point load
For 1-2 = 31.51kN/m x 3.000m
= 94.53 kN
94.53 kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 94.53(1.50) – 3RB
3RB = 141.80
RB = 47.27 kN
o Σ𝐹 𝑌 = 0
= -94.53 + 47.66+ RA
RA = 46.87 kN
94.53 kN
RA
47.27 kN46.87 kN
RB
3.00m
1.50m

72
LOAD DIAGRAM
BEAM D/ 1-3
1 2
3.000m
31.51 kN
47.27 kN46.87 kN
-47.66 kN
At Point 1-2: 46.87 – 94.53 = -47.66
46.87 kN
47.66 kN
SHEAR FORCE DIAGRAM
MAX MOMENT = 36kNm
Positive area – Negative area
Positive = 0.5 x 1.5 x 46.87
= 35.55 = 36
Negative = 0.5 x 1.5 x 47.66
= 35.98 = 36
36 – 36 = 0

73
DEAD LOAD ( BEAM 2/D-F )
Beam self weight
= (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Beam self weight
D E F
= (0.150 x 4.200)m2 x 19kN/m3
= 11.97 kN/m
2.600m 3.750m
1.08 kN/m
Brick wall weight
11.97 kN/m
Floor slab 1-2/D-E (trapezoid)
= (0.150m x 24kN/m2) x (2.600/2)
= 4.68 kN/m
Slab 1-2/D-E
4.68 kN/m
Floor slab 1-2/E-F
= (0.150m x 24kN/m2) x (3.000/2)
= 5.40 kN/m Slab 1-2/E-F
5.40kN/m
x (2/3)
= (0.150m x 24kN/m2) x (8.700/2) x (2/3)
= 10.44 kN/m Slab 2-4/D-G
10.44 kN/m
Total Dead Load
For D-E = 1.08 + 11.97 + 4.68 + 10.44 = 28.17kN/m
For E-F= 1.08 + 5.40 + 10.44 = 16.92kN/m Total dead load
28.17 kN/m 16.92 kN/m

74
LIVE LOAD ( BEAM 2/D-F )
LIVE LOAD ANALYSIS
Slab 1-2/D-E
D E F
= 1.5kN/m2 x (2.600/2)m
= 1.95kN/m
2.600m 3.750m
1.95 kN/m
Slab 1-2/E-F
2.25 kN/m
Slab 2-4/D-G
4.35 kN/m
Total Live Load
For D-E = 1.95 + 4.35 = 6.30kN/m
For E-F = 2.25 + 4.35 = 6.60kN/m Total live load
6.30 kN/m 6.60 kN/m
Live load on slab 1-2/E-F
= 1.5kN/m2 x (3.000/2)m
= 2.25kN/m
= 1.5kN/m2 x (8.700/2)m x (2/3)
= 4.35kN/m

75
THE ULTIMATE LOAD ( BEAM 2/D-F )
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
For D-E
= 49.52kN/m
Total
Ultimate Load
D E F
2.600m 3.750m
49.52 kN/m
For E-F
= 34.35kN/m
34.35 kN/m
To Point load
For D-E = 49.52kN/m x 2.600m
= 128.75 kN
For E-F = 34.35kN/m x 3.750m
= 128.81 KN
Beam E/1-2 = 47.27kN
128.75 kN 128.81 kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 128.75 (1.3) + 47.27 (2.6) + 128.81(4.48) –
6.35RB
6.35RB = 867.35
RB = 136.59 kN
o Σ𝐹 𝑌 = 0
= -128.75 – 47.27 – 128.81 + 136.59 + RA
RA = 168.24 kN
128.75 kN 128.81 kN
RA
136.59 kN168.24 kN
RB
4.48m
1.30m
47.27kN

76
LOAD DIAGRAM
BEAM D/ 1-3
D E F
2.600m 3.750m
49.52 kN 34.35 kN
136.59 kN168.24 kN
-7.78 kN
At Point D-E: 168.24 – 128.75 = 39.49
At Point E : 39.49 – 47.27 = -7.78
At Point E-F : -7.78 – 128.81 = -136.59
168.24 kN
136.59 kN
SHEAR FORCE DIAGRAM
MAX MOMENT = 270kNm
Positive = 0.5 x 2.6 x (168.24+39.49)
= 270.05 = 270
Negative = 0.5 x 3.75 x (7.78+136.59)
= 270.49 = 270
270 – 270 = 0
47.27kN

77
DEAD LOAD ( BEAM D/1-3 )
Beam self weight
= (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Beam self weight
1 2 3
= (0.150 x 4.200)m2 x 19kN/m3
= 11.97 kN/m
3.000m 3.065m
1.08 kN/m
Brick wall weight
11.4 kN/m
Floor slab 1-3/C-D (trapezoid)
= (0.150m x 24kN/m2) x (3.150/2)
= 5.67 kN/m
Slab 1-3/C-D
5.67 kN/m
= (0.150m x 24kN/m2) x (2.600/2)
= 4.68 kN/m Slab 1-2/D-E
4.68 kN/m
x (2/3)
= (0.150m x 24kN/m2) x (8.700/2) x (2/3)
= 10.44 kN/m Slab 2-4/D-G
10.44 kN/m
Total Dead Load
For 1-2 = 1.08 + 11.97 + 5.67 + 4.68 = 23.40kN/m
For 2-3 = 1.08 + 5.67 + 10.44 = 17.19kN/m Total dead load
23.40 kN/m 17.19 kN/m

78
LIVE LOAD ( BEAM D/1-3 )
LIVE LOAD ANALYSIS
Slab 1-3/C-D
1 2 3
Live load on slab 1-3/C-D (trapezoid)
= 1.5kN/m2 x (3.150/2)m
= 2.36kN/m
3.000m 3.065m
2.36 kN/m
Slab 1-2/D-E
1.95 kN/m
Slab 2-4/D-G
4.35 kN/m
Total Live Load
For 1-2 = 2.36 + 1.95 = 4.31kN/m
For 2-3 = 2.36 + 4.35 = 6.71kN/m Total live load
4.31 kN/m 6.71 kN/m
= 1.5kN/m2 x (2.600/2)m
= 1.95kN/m
= 1.5kN/m2 x (8.700/2)m x (2/3)
= 4.35kN/m

79
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
For 1-2
= 39.66kN/m
Total
Ultimate Load
1 2 3
3.00m 3.065m
39.66 kN/m
For 2-3
= 34.81kN/m
34.81 kN/m
To Point load
For 1-2 = 39.66kN/m x 3.000m
= 118.98 kN
For 2-3 = 34.81kN/m x 3.000m
= 104.43 kN
Beam 2/D-F = 168.24 kN
118.98 kN 104.43 kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 118.98 (1.5) + 104.43 (4.53) + 168.24(3.0) –
6.065RB
6.065RB = 1,156.26kN
RB = 190.64 kN
o Σ𝐹 𝑌 = 0
= -118.98 – 104.43 – 168.24 + 190.64+ RA
RA = 201.01 kN
118.98 kN 104.43 kN
RA
190.64 kN201.01 kN
RB
4.53m
1.50m
168.24kN

80
LOAD DIAGRAM
BEAM D/ 1-3
1 2 3
3.000m 3.065m
39.66 kN 34.81 kN
190.64 kN201.01 kN
-86.21 kN
At Point 1-2: 201.01 – 118.98 = 82.03
At Point 2 : 82.03 – 168.24 = -86.21
At Point 2-3: -86.21 – 104.43 = -190.64
201.01 kN
190.64 kN
SHEAR FORCE DIAGRAM
MAX MOMENT = 424kNm
Positive = 0.5 x 3.0 x (201.01+82.03)
= 424.56 = 424
Negative = 0.5 x 3.065 x (86.21+190.64)
= 424.27 = 424
424 – 424 = 0
168.24kN

81
DEAD LOAD ( BEAM 1/C-E )
Beam self weight
= (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Beam self weight
C D E
= (0.150 x 4.200)m2 x 19kN/m3
= 11.97 kN/m
3.150m 2.600m
1.08 kN/m
Brick wall weight
11.97 kN/m
= (0.150m x 24kN/m2) x (3.000/2)
= 5.40 kN/m
Slab 1-3/C-D
5.67 kN/m
= (0.150m x 24kN/m2) x (2.600/2)
= 4.68 kN/m Slab 1-2/D-E
3.60 kN/m
16.65 kN/m
Total Dead Load
For D-E = 1.08 + 11.97 + 5.67 = 18.72kN/m
For E-F = 1.08 + 11.97 + 3.60 = 16.65kN/m
Total dead load
18.72 kN/m

82
LIVE LOAD ( BEAM 1/C-E )
LIVE LOAD ANALYSIS
Slab 1-3/C-D
C D E
= 1.5kN/m2 x (3.150/2)m
= 2.36kN/m
3.150m 2.600m
2.36 kN/m
Slab 1-2/D-E
1.95 kN/m
Total Live Load
For C-D = 2.36kN/m
For D-E = 1.95kN/m Total live load
2.36 kN/m 1.95 kN/m
= 1.5kN/m2 x (2.600/2)m
= 1.95kN/m

83
THE ULTIMATE LOAD ( BEAM 1/C-E )
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
For C-D
= 29.99kN/m
Total
Ultimate Load
C D E
3.150m 2.600m
29.99 kN/m
For D-E
= 26.43kN/m
26.43 kN/m
To Point load
For C-D = 29.99kN/m x 3.150m
= 94.47 kN
For D-E = 26.43kN/m x 2.600m
= 68.72 kN
Beam D/1-3 = 201.01 kN
94.47 kN 68.72 kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 94.47 (1.575) + 201.01 (3.150) +
68.72(4.450) – 5.750RB
5.75RB = 1,087.78
RB = 189.18 kN
o Σ𝐹 𝑌 = 0
= -94.47 – 201.01 – 68.72 + 189.18+ RA
RA = 175.02 kN
94.47 kN 68.72 kN
RA
189.18 kN175.02 kN
RB
4.450m
1.575m
201.01kN

84
LOAD DIAGRAM
BEAM D/ 1-3
C D E
3.150m 2.600m
29.99 kN 26.43 kN
189.18 kN175.02 kN
-120.46 kN
At Point C-D: 175.02 – 94.47 = 80.55
At Point D : 80.55 – 201.01 = -120.46
At Point D-E: -120.46 – 68.72 = -189.18
175.02 kN
189.18 kN
SHEAR FORCE DIAGRAM
MAX MOMENT = 403kNm
201.01kN
Positive = 0.5 x 3.15 x (175.02+80.55)
= 402.52 = 403
Negative = 0.5 x 2.60 x (120.46+189.18)
= 402.53 = 403
403 - 403 = 0

BEAM ANALYSIS 85
SHUM WEN JUN (0325151)
BEAM 2/A-C
BEAM 3/B-D
BEAM B/2-3
BEAM C/2-3

86
DEAD LOAD ( BEAM B/2-3 )
Beam self weight
= (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Beam self weight
2 3
= (0.150 x 4.200)m2 x 19kN/m3
= 11.97 kN/m
3.065m
1.08 kN/m
Brick wall weight
11.97 kN/m
Floor slab 2-3a/A-B (trapezoid)
= (0.150m x 24kN/m2) x (3.600/2)
= 6.48 kN/m
Slab 2-3a/A-B
6.48 N/m
Floor slab 2-3/B-C (trapezoid)
= (0.150m x 24kN/m2) x (2.400/2)
= 4.32 kN/m Slab 2-3/B-C
4.32 kN/m
Total Dead Load
For 2 -3 = 1.08 + 11.97 + 6.48 + 4.32 = 23.85kN/m
Total dead load
23.85 kN/m

87
LIVE LOAD ( BEAM B/2-3 )
Live load in guest room 2= 1.5kN/m2
Live load in bathroom 1= 2.0kN/m2
LIVE LOAD ANALYSIS
Slab 2-3a/A-B
2 3
Live load on slab 2-3a/A-B (trapezoid)
= 1.5kN/m2 x (3.600/2)m
= 2.70kN/m
3.065m
2.70 kN/m
Slab B-C/2-3
2.40 kN/m
5.10 kN/m
Total Live Load
For 2-3 = 2.70 + 2.40 = 5.10kN/m
Total live load
Live load on slab B-C/2-3 (trapezoid)
= 2.0kN/m2 x (2.400/2)m
= 2.40kN/m

88
THE ULTIMATE LOAD ( BEAM B/2-3 )
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
Total
Ultimate Load
2 3
3.065m
41.55 kN/m
For 2-3
= 41.55kN/m
To Point load
For 2-3 = 41.55kN/m x 3.065m
= 127.35 kN
127.35 kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 127.35 (1.533) - 3.065RB
3.065RB = 195.23
RB = 63.70 kN
o Σ𝐹 𝑌 = 0
= -127.35 + 63.70+ RA
RA = 63.65 kN
127.35 kN
RA
63.70 kN63.65 kN
RB
3.065m
1.533m

89
LOAD DIAGRAM
BEAM B/ 2-3
2 3
3.065m
41.55 kN
63.70 kN63.65 kN
-63.70 kN
At Point 2-3: 63.65 – 127.35 = -63.70
63.65 kN
63.70 kN
SHEAR FORCE DIAGRAM
MAX MOMENT = 49 kNm
SHUM WEN JUN 032121
Positive area – negative area in V
+ve = 1/2 x 1.533 x 63.65
= 48.79 ≈ 49
-ve = 1/2 x 1.533 x 63.70
= 48.83 ≈ 49
49 - 49 = 0

90
DEAD LOAD ( BEAM C/2-3 )
Beam self weight
= (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Beam self weight
2 3
= (0.150 x 4.200)m2 x 19kN/m3
= 11.97 kN/m
3.065m
1.08 kN/m
Brick wall weight
11.97 kN/m
= (0.150m x 24kN/m2) x (3.150/2)
= 5.67 kN/m
Slab 1-3/C-D
5.67 N/m
Total Dead Load
For 2 -3 = 1.08 + 11.97 + 4.32 + 5.67 = 23.04kN/m
Total dead load
23.04 kN/m
Floor slab 2-3/B-C (trapezoid)
= (0.150m x 24kN/m2) x (2.400/2)
= 4.32 kN/m
Slab 2-3/B-C
4.32 kN/m

91
LIVE LOAD ( BEAM C/2-3 )
Live load in guest room 1= 1.5kN/m2
Live load in bathroom 1= 2.0kN/m2
LIVE LOAD ANALYSIS
Slab 1-3/C-D
2 3
= 1.5kN/m2 x (3.150/2)m
= 2.36kN/m
3.065m
2.36 kN/m
4.76 kN/m
Total Live Load
For 2-3 = 2.40 + 2.36 = 4.76kN/m
Total live load
Slab B-C/2-3
2.40 kN/mLive load on slab 2-3/B-C (trapezoid)
= 2kN/m2 x (2.400/2)m
= 2.40kN/m

92
THE ULTIMATE LOAD ( BEAM C/2-3 )
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
Total
Ultimate Load
2 3
3.065m
39.88 kN/m
For 2-3
Total ultimate load = 32.26+ 7.62
= 39.88 kN/m
To Point load
For 2-3 = 39.88kN/m x 3.065m
= 122.23 kN
122.23 kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 122.23 (1.533) - 3.065RB
3.065RB = 187.38
RB = 61.14 kN
o Σ𝐹 𝑌 = 0
= -122.23 + 61.14+ RA
RA = 61.09 kN
122.23 kN
RA
61.14 kN61.09 kN
RB
3.065m
1.533m

93
LOAD DIAGRAM
BEAM C/ 2-3
2 3
3.065m
39.88 kN
61.14 kN61.09 kN
-61.14 kN
At Point 2-3: 61.09 – 122.23 = -61.14
61.09 kN
61.14 kN
SHEAR FORCE DIAGRAM
MAX MOMENT = 47 kNm
SHUM WEN JUN 035151
+ve = 1/2 x 1.533 x 61.09
= 46.83 ≈ 47
-ve = 1/2 x 1.533 x 61.14
= 46.86 ≈ 47
47 - 47 = 0

94
DEAD LOAD ( BEAM 2/A-C )
Beam self weight
= (0.175 x 0.300)m2 x 24kN/m3
= 1.26 kN/m
DEAD LOAD ANALYSIS
Beam self weight
A B C
= (0.150 x 4.000)m2 x 19kN/m3
= 11.4 kN/m
3.600m 2.400m
1.26 kN/m
Brick wall weight
11.4 kN/m
Slab 2-3a/A-B
4.32 kN/m
Floor slab 2-3a/A-B (triangle)
x (2/3)
= (0.150m x 24kN/m2) x (3.600/2) x (2/3)
= 4.32 kN/m
Slab 2-3/B-C
2.88 kN/m
Floor slab 2-3/B-C (triangle)
x (2/3)
= (0.150m x 24kN/m2) x (2.400/2) x (2/3)
= 2.88 kN/m
15.54 kN/m
Total Dead Load
For A-B = 1.26 + 11.4 + 4.32 = 16.98kN/m
For B-C = 1.26 + 11.4 + 2.88 = 15.54kN/m
Total dead load
16.98 kN/m

95
LIVE LOAD ( BEAM 2/A-C )
Live load in guest room 2 = 1.5kN/m2
Live load in bathroom 1 = 2.0kN/m2
LIVE LOAD ANALYSIS
Total Live Load
For A-B = 1.80kN/m
For B-C = 1.60kN/m
Live load on slab 2-3a/A-B (triangle)
= 1.5kN/m2 x (3.600/2)m x (2/3)
= 1.80kN/m
Live load on slab 2-3/B-C (triangle)
= 2.0kN/m2 x (2400/2)m x (2/3)
= 1.60kN/m
Slab 2-3a/A-B
A B C
3.600m 2.400m
1.80 kN/m
Slab 2-3/B-C
1.60 kN/m
1.80 kN/m
Total live load
1.60 kN/m

96
THE ULTIMATE LOAD ( BEAM 2/A-C )
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
For A-B
Total ultimate load = 23.77+2.88
= 26.65kN/m
Total
Ultimate Load
A B C
3.600m 2.400m
26.65 kN/m
For B-C
= 24.32kN/m
24.32 kN/m
To Point load
For A-B = 26.65kN/m x 3.600m
= 95.94 kN
For B-C = 24.32kN/m x 2.400m
= 58.37 kN
Beam B/2-3 = 63.65 kN
95.94 kN 58.37 kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 95.94 (1.8) + 63.65 (3.6) +58.37(4.8) – 6RB
6RB = 682.00
RB = 113.67 kN
o Σ𝐹 𝑌 = 0
= -95.94 – 63.65 – 58.37 + 113.67+ RA
RA = 104.29 kN
RA
113.67 kN104.29 kN
RB
4.800m
1.800m
63.65 kN
95.94 kN 58.37 kN63.65 kN

97
LOAD DIAGRAM
BEAM 2/ A-C
A B C
3.600m 2.400m
26.65 kN
63.65 kN
113.67 kN104.29 kN
-55.30 kN
At Point A-B: 104.29 – 95.94 = 8.35
At Point B : 8.35 – 63.65 = - 55.30
At Point B-C: -55.30 – 58.37 = -113.67
104.29 kN
113.67 kN
SHEAR FORCE DIAGRAM
MAX MOMENT
= 203 kNm
24.32 kN
+ve = [1/2 x 3.6 x (104.29+8.35)]
= 202.75 ≈ 203
-ve = [1/2 x 2.40 x (55.30 + 113.67)}
= 202.76 ≈ 203
203 – 203 = 0

98
DEAD LOAD ( BEAM 3/B-D )
Beam self weight
= (0.175 x 0.300)m2 x 24kN/m3
= 1.26 kN/m
DEAD LOAD ANALYSIS
Beam self weight
B C D
= (0.150 x 4.000)m2 x 19kN/m3
= 11.4 kN/m
2.400m 3.150m
1.26 kN/m
Brick wall weight
11.4 kN/m
Slab 2-3/B-C
2.88 kN/m
Floor slab 2-3/B-C (triangle)
x (2/3)
= (0.150m x 24kN/m2) x (2.400/2) x (2/3)
= 2.88 kN/m
Slab 2-3/B-C
3.78 kN/m
Floor slab 1-3/C-D (triangle)
x (2/3)
= (0.150m x 24kN/m2) x (3.150/2) x (2/3)
= 3.78 kN/m
25.53 kN/m
Total Dead Load
For B-C = 1.26 + 11.4 + 2.88 + 9.99 = 25.53kN/m
For C-D = 1.26 + 11.4 + 3.78 + 9.99 = 26.43kN/m
Total dead load
26.43 kN/m
Slab 3-4/B-D
9.99 kN/m
Floor slab 3-4/B-D (trapezoid)
= (0.150m x 24kN/m2) x (5.550/2)
= 9.99 kN/

99
LIVE LOAD ( BEAM 3/B-D )
Live load in guest room 1 = 1.5kN/m2
Live load in bathroom 1 = 2.0kN/m2
LIVE LOAD ANALYSIS
Total Live Load
For B-C = 1.60 + 4.16 = 5.76kN/m
For B-C = 1.58 + 4.16 = 5.74kN/m
Live load on slab 2-3/B-C (triangle)
= 2.0kN/m2 x (2.400/2)m x (2/3)
= 1.60kN/m
Live load on slab 1-3/C-D (triangle)
= 1.5kN/m2 x (3150/2)m x (2/3)
= 1.58kN/m
B C D
2.400m 3.150m
Slab 2-3/B-C
1.60 kN/m
Slab 1-3/C-D
1.58 kN/m
Slab 3-4/B-D
4.16 kN/m
= 1.5kN/m2 x (5.550/2)m
= 4.16kN/m
Total live load
5.76 kN/m 5.74 kN/m

100
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
For A-B
Total ultimate load = 35.74+9.22
= 44.96kN/m
Total
Ultimate Load
B C D
2.400m 3.150m
46.18 kN/m
For B-C
= 46.18kN/m
44.96 kN/m
To Point load
For B-C = 44.96kN/m x 2.400m
= 107.90 kN
For C-D = 46.18kN/m x 3.150m
= 145.47 kN
Beam C/2-3 = 61.14kN
107.90 kN 145.47 kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 107.90 (1.2) + 61.14 (2.4) +145.47(3.98) – 5.55RB
5.55RB = 855.19
RB = 154.09 kN
o Σ𝐹 𝑌 = 0
= -107.90 – 61.14 – 145.47 + 154.09 + RA
RA = 160.42 kN
RA
154.09kN160.42kN
RB
3.975m
1.200m
61.14 kN
107.90 kN 145.47 kN61.14 kN

101
LOAD DIAGRAM
BEAM 3/ B-D
B C D
2.400m
46.18 kN61.14 kN
154.09 kN160.42 kN
-8.62 kN
At Point A-B: 160.42 – 107.90 = 52.52
At Point B : 52.52 – 61.14 = - 8.62
At Point B-C: -8.62 – 145.47 = -154.09
160.42 kN
154.09 kN
SHEAR FORCE DIAGRAM
MAX MOMENT
= 256 kNm
44.96 kN
+ve = [1/2 x 2.4 x (160.42+52.52)]
= 255.53 ≈ 256
-ve = [1/2 x 3.15 x (8.62 + 154.09)}
= 256.27 ≈ 256
256 – 256 = 0
3.150m

BEAM ANALYSIS 102
SAHIL (0328569)
BEAM 3b/A1-B
BEAM A1/3a-4
BEAM 3a/A-B
BEAM A/2-4

103
DEAD LOAD ( BEAM 3b/A1-B )
Beam self weight
= (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Beam self weight
A1 B
= (0.150 x 4.200)m2 x 19kN/m3
= 11.97 kN/m
2.100m
1.08 kN/m
Brick wall weight
11.97 kN/m
Floor slab A1-B/3a-3b (trapezoid)
= (0.150m x 24kN/m2) x (1.600/2)
= 2.88 kN/m
Slab A1-B/3a-3b
2.88 kN/m
Floor slab A1-B/3b-4 (trapezoid)
x
= (0.150m x 24kN/m2) x (1.250/2)
= 2.25 kN/m
Slab A1-B/3b-4
2.25 kN/m
Total Dead Load
For A1-B=1.08+11.97+2.88+2.25+9.60=27.78 kN/m
Total dead load
27.78
kN/m

104
LIVE LOAD ( BEAM 3b/A1-B )
Live load in toilet = 2.0kN/m
LIVE LOAD ANALYSIS
Slab A1-B/3a-3b
A1 B
Live load on slab A1-B/3a-3b (trapezoid)
= 2.0kN/m2 x (1.600/2)m
= 1.60kN/m
2.100m
1.60 kN/m
Slab A1-B/3b-4
0.94 kN/m
Total live load
2.54 kN/m
Total Live Load
For A1-B = 1.60 + 0.94 = 2.54kN/m
Live load on slab A1-B/3b-4 (trapezoid)
= 1.5kN/m2 x (1.250/2)m
= 0.94kN/m

105
THE ULTIMATE LOAD ( BEAM 3b/A1-B )
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
For A1-B
= 42.95kN/m
Load= 42.95 x 2.10 = 90.20kN
Total
Ultimate Load
A1 B
2.10m
42.95 kN/m
90.20 kN
Reaction Forces
o Σ𝑀 𝐴1 = 0
= 90.20 (1.05) – 2.1RB
2.1RB = 94.71
RB = 45.10 kN
o Σ𝐹 𝑌 = 0
= -90.20 + 45.10 + RA
RA1 = 45.10 kN
90.20 kN
RA1
45.10 kN45.10 kN
RB
1.05m

106
LOAD DIAGRAM
BEAM 3b/A1-B
A1 B
2.100m
42.95 kN/m
45.10 kN45.10 kN
45.10 kN
45.10 kN
SHEAR FORCE DIAGRAM
MAX MOMENT = 24kNm
+ve = 1/2 x 1.05 x 45.10
= 23.68 ≈ 24
-ve = 1/2 x 1.05 x 45.10
= 23.68 ≈ 24
24 - 24 = 0

107
DEAD LOAD ( BEAM A1/3a-4 )
Beam self weight
= (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Beam self weight
3a 3b
4
= (0.150 x 4.200)m2 x 19kN/m3
= 11.97 kN/m
1.600m 1.250m
1.08 kN/m
Brick wall weight
11.97 kN/m
Floor slab A-A1/3a-4 (trapezoid)
= (0.150m x 24kN/m2) x (1.500/2)
= 2.7 kN/m
Slab A-A1/3a-4
2.70 kN/m
Floor slab A1-B/3a-3b (triangle)
x (2/3)
= (0.150m x 24kN/m2) x (1.600/2) x (2/3)
= 1.92 kN/m
Slab A1-B/3a-3b
1.92 kN/m
Floor slab A1-B/3b-4 (triangle)
x (2/3)
= (0.150m x 24kN/m2) x (1.250/2) x (2/3)
= 1.50 kN/m
Slab A1-B/3b-4
1.50 kN/m
Total Dead Load
For 3a-3b = 1.08 + 11.97 + 2.70 + 1.92= 17.67kN/m
For 3b-4 = 1.08 + 11.97 + 2.70 + 1.50 = 17.25kN/m Total dead load
17.67 kN/m 17.25 kN/m

108
LIVE LOAD ( BEAM A1/3a-4 )
Live load in store room = 2.4kN/m
Live load in bathroom 2 = 2.0kN/m
LIVE LOAD ANALYSIS
Slab A-A1/3a-4
3a 3b 4
Live load on slab A-A1/3a-4 (trapezoid)
= 2.4kN/m2 x (1.500/2)m
= 1.80kN/m
1.600m 1.250m
1.80 kN/m
Slab A1-B/3a-3b
1.07 kN/m
Slab A1-B/3b-4
0.63 kN/m
Total Live Load
For 3a-3b = 1.80 + 1.07 = 2.87kN/m
For 3b-4 = 1.80 + 0.63 = 2.43kN/m Total live load
2.87 kN/m 2.43 kN/m
Live load on slab A1-B/3a-3b (triangle)
= 2.0kN/m2 x (1.600/2)m x (2/3)
= 1.07kN/m
Live load on slab A1-B/3b-4 (triangle)
= 1.5kN/m2 x (1.250/2)m x (2/3)
= 0.63kN/m

109
THE ULTIMATE LOAD ( BEAM A1/3a-4 )
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
For 3a-3b
= 29.33kN/m
Total
Ultimate Load
3a 3b 4
1.600m 1.250m
29.33 kN/m
For 3b-4
= 28.04kN/m
28.04 kN/m
To Point load
For 3a-3b = 29.33kN/m x 1.600m
= 46.93 kN
For 3b-4 = 28.04kN/m x 1.250m
= 35.05 kN
Beam 3b/A1-B = 45.10 kN
46.93 kN
35.05 kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 46.93 (0.8) + 35.05 (2.23) + 45.10 (1.60)
j -2.85RB
2.85RB = 187.87
RB = 65.92 kN
o Σ𝐹 𝑌 = 0
= -35.05 – 46.93 – 45.10 + 65.92 + RA
RA = 61.16 kN
46.93 kN 35.05 kN
RA
65.92 kN61.16 kN
RB
2.23m
1.60m
45.10 kN
45.10 kN
0.80m

110
LOAD DIAGRAM
BEAM A1/3a-4
3a 3b 4
1.600m 1.250m
29.33 kN/m 28.04 kN/m
65.92 kN61.16 kN
-30.87 kN
At Point 3a-3b: 61.16 – 46.93 = 14.23
At Point 3b: 14.23 – 45.10 = -30.87
At Point 3b-4: -30.87 – 35.05 = -65.92
61.16 kN
65.92 kN
SHEAR FORCE DIAGRAM
MAX MOMENT = 60 kNm
45.10 kN
+ve = [1/2 x 1.6 x (61.16+14.23)]
= 60.31 ≈ 60
-ve = [1/2 x 1.25 x (30.87+65.92)}
= 60.49 ≈ 60
60 – 60 = 0

111
DEAD LOAD ( BEAM 3a/A-B )
Beam self weight
= (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Beam self weight
A1
B
= (0.150 x 4.200)m2 x 19kN/m3
= 11.97 kN/m
1.500m 2.100m
1.08 kN/m
Brick wall weight
11.97 kN/m
Floor slab A1-B/3a-3b (trapezoid)
= (0.150m x 24kN/m2) x (1.600/2)
= 2.88 kN/m
Slab A1-B/3a-3b
2.88 kN/m
Floor slab A-A1/3a-4 (triangle)
x (2/3)
= (0.150m x 24kN/m2) x (1.500/2) x (2/3)
= 1.8 kN/m
Slab A-A1/3a-4
1.80 kN/m
Floor slab A-B/2-3 (triangle)
x (2/3)
= (0.150m x 24kN/m2) x (3.600/2) x (2/3)
= 4.32 kN/m
Slab A1-B/3b-4
4.32 kN/m
Total Dead Load
For 3a-3b = 1.08 + 11.97 + 1.80 + 4.32= 19.17kN/m
For 3b-4 = 1.08 + 11.97 + 2.88 + 4.32 = 20.25kN/m Total dead load
19.17 kN/m 20.25 kN/m
A

112
LIVE LOAD ( BEAM 3a/A-B )
Live load in bathroom 2 = 2.0kN/m
LIVE LOAD ANALYSIS
Slab A1-B/3a-3b
A
A1
B
= 2.0kN/m2 x (1.600/2)m
= 1.60kN/m
1.500m 2.100m
1.60 kN/m
Slab A-A1/3a-4
1.20 kN/m
Slab A-B/2-3a
1.80 kN/m
Total Live Load
For A-A1 = 1.80 + 1.20 = 3.00kN/m
For A1-B = 1.60 + 1.80 = 3.40kN/m Total live load
3.00 kN/m 3.40 kN/m
Live load on slab A-A1/3a-4 (triangle)
= 2.4kN/m2 x (1.500/2)m x (2/3)
= 1.20kN/m
Live load on slab A-B/2-3a (triangle)
= 1.5kN/m2 x (3.600/2)m x (2/3)
= 1.80kN/m

113
THE ULTIMATE LOAD ( BEAM 3a/A-B )
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
For A-A1
= 31.84kN/m Total
Ultimate Load
A A1 B
1.500m 2.100m
31.84 kN/m
For A1-B
= 33.79kN/m
33.79 kN/m
To Point load
For A-A1 = 31.84kN/m x 1.500m
= 47.76 kN
For A1-B = 33.79kN/m x 2.100m
= 70.96 kN
Beam A1/3a-4 = 61.16 kN
47.76 kN 70.96 kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 47.76 (0.75) + 61.16 (1.5) + 70.96 (2.55)
j -3.6RB
3.6RB = 308.50
RB = 85.69 kN
o Σ𝐹 𝑌 = 0
= -47.76 – 61.16 – 70.96 + 85.69 + RA
RA = 94.19 kN
47.76 kN 70.96 kN
RA
85.69 kN94.19 kN
RB
2.55m
1.50m
61.16 kN
61.16 kN
0.75m
61.16 kN

114
LOAD DIAGRAM
BEAM 3a/A-B
A A1 B
1.500m 2.100m
31.84 kN/m 33.79 kN/m
85.69 kN94.19 kN
-14.73 kN
At Point A-A1: 94.19 – 47.76 = 46.43
At Point A1: 46.43 – 61.16 = -14.73
At Point A1-B: -14.73 – 71.96 = -85.69
94.19 kN
85.69 kN
SHEAR FORCE DIAGRAM
61.16 kN
+ve = [1/2 x 1.5 x (94.19+46.43)]
= 105.47 ≈ 105
-ve = [1/2 x 2.1 x (14.73+85.69)}
= 105.41 ≈ 105
105 – 105 = 0

115
DEAD LOAD ( BEAM A/2-4 )
Beam self weight
= (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
DEAD LOAD ANALYSIS
Beam self weight
2 3a
4
= (0.150 x 4.200)m2 x 19kN/m3
= 11.97 kN/m
5.000m 2.850m
1.08 kN/m
Brick wall weight
11.97 kN/m
Floor slab A-B/2-3a (trapezoid)
= (0.150m x 24kN/m2) x (3.600/2)
= 6.48 kN/m
Slab A-B/2-3a
6.48 kN/m
Floor slab A-A1/3a-4 (trapezoid)
= (0.150m x 24kN/m2) x (1.500/2)
= 2.7 kN/m Slab A-A1/3a-4
2.70 kN/m
Total dead load
15.75 kN/m19.53 kN/m
Total Dead Load
For 2-3a = 1.08 + 11.97 + 6.48 = 19.53kN/m
For 3a-4 = 1.08 + 11.97 + 2.70 = 15.75kN/m

116
LIVE LOAD ( BEAM A/2-4 )
LIVE LOAD ANALYSIS
Slab A-B/2-3a
2 3a 4
Live load on slab A-B/2-3a (trapezoid)
= 1.5kN/m2 x (3.600/2)m
= 2.70kN/m
5.000m 2.850m
2.70 kN/m
Slab A1-B/3a-3b
1.80 kN/m
Total live load
Total Live Load
For A-3a = 2.7kN/m
For 3a-4 = 1.80kN/m
2.70 kN/m 1.80 kN/m
= 2.4kN/m2 x (1.500/2)m
= 1.80kN/m

117
THE ULTIMATE LOAD ( BEAM A/2-4 )
1.4 for dead load
1.6 for live load
THE ULTIMATE LOAD
For 2-3a
= 31.66kN/m
Total
Ultimate Load
2 3a 4
5.000m 2.850m
31.66 kN/m
For 3b-4
= 24.93kN/m
24.93 kN/m
To Point load
For 2-3a = 31.66kN/m x 5.000m
= 158.30 kN
For 3b-4 = 24.93kN/m x 2.850m
= 71.05 kN
Beam 3a/A-B = 94.19 kN
158.30 kN
71.05 kN
Reaction Forces
o Σ𝑀 𝐴 = 0
= 158.3 (2.5) + 94.19 (5.00) + 71.05 (6.43)
j -7.85RB
7.85RB = 1323.55
RB = 168.61 kN
o Σ𝐹 𝑌 = 0
= -158.3 – 94.19 – 71.05 + 168.61 + RA
RA = 154.93
158.30 kN 71.05 kN
RA
168.61 kN148.89 kN
RB
6.43m
5.00m
94.19 kN
94.19 kN
2.50m

118
LOAD DIAGRAM
BEAM A/2-4
2 3a 4
5.000m 2.850m
31.66 kN/m 24.93 kN/m
168.61 kN154.93 kN
-97.56kN
At Point 2-3a: 154.93 – 158.30 = -3.37
At Point 3a: -3.37 – 94.19 = -97.56
At Point 3a-4: -97.56 – 71.05 = -164.76
154.93 kN
168.61 kN
SHEAR FORCE DIAGRAM
94.19 kN
Using similar triangles,
(x/2.850)=(3.37/71.05)
x=0.14
+ve = [1/2 x (5.00-0.14) x (154.93)]
= 376.48 ≈ 377
-ve = [1/2 x 2.85 x (97.56+168.61)] + [1/2 x 3.37 x 0.14]
= 379.79 ≈ 377
377 – 377 = 0
-3.37kN

COLUMN ANALYSIS
REPORT

COLUMN ANALYSIS 119
COLUMN LOAD DISTRIBUTION PLAN

COLUMN ANALYSIS 120
GOH XINGXIN 0325587
DEAD LOAD AND LIVE LOAD FACTOR
LIVE LOAD FACTOR
Kitchen = 1.50kN/m2
Dining = 1.50kN/m2
Guest room = 1.50kN/m2
Master bedroom = 1.50kN/m2
Walk-in Wardrobe = 1.50kN/m2
Bathroom = 2.00kN/m2
Store Room = 2.40kN/m2
Roof = 0.50kN/m2
DEAD LOAD FACTOR
Concrete slab = 0.150m x 24kN/m2
= 3.60kN/m2
Beam self weight = (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
Brick wall = (0.150 x 4.200)m2 x 19kN/m3
= 11.97 kN/m
Column Self weight = 0.150m x 0.300m x 24kN/m3
= 1.08 kN/m
Roof beam self weight = (0.150 x 0.300)m2 x 24kN/m3
= 1.08 kN/m
Roof = 1.0kN/m2

COLUMN ANALYSIS 121
GOH XINGXIN (0325587)
COLUMN E1
COLUMN F2

COLUMN ANALYSIS 122
GOH XINGXIN 0325587
COLUMN LOAD E1
COLUMN DEAD LOAD (E1)
Concrete slab = 1.500m x 5.925m x 3.60kN/m2
= 32.00kN
Beam self weight = 1.08kN/m x (5.925 + 1.5 + 1.5)
= 9.64kN
Brick wall = 11.97kN/m x (5.925 + 1.5 + 1.5)
= 106.83kN
Column self weight = 1.08kN/m x (4.200 + 0.300)
= 4.86kN
Total Dead Load = 32.00 + 9.64 + 106.83 + 4.86
= 153.33kN
COLUMN LIVE LOAD (E1)
Live Load = 1.500m x 5.925m x 1.50kN/m2
= 13.33kN
COLUMN ULTIMATE LOAD (E1)
Ultimate Dead Load = 1.4 x 153.33kN
= 214.66kN
Ultimate Live Load = 1.6 x 13.33kN
= 21.33kN
TOTAL LOAD
= 214.66kN + 21.33kN
= 235.99kN
1.5m
Brick wall
5.925m
LOAD DISTRIBUTION
STRUCTURAL PLAN
Dining
1.50kN/m2
Kitchen
1.50kN/m2

COLUMN ANALYSIS 123
GOH XINGXIN 0325587
COLUMN LOAD E1
ROOF PLAN
ROOF DEAD LOAD
Roof = 1.500m x 5.925m x 1.00kN/m2
= 8.89kN
Roof beam self weight = 1.08kN/m x (5.925 + 1.5 + 1.5)
= 9.64kN
Total Dead Load = 8.89 + 9.64
= 18.53kN
ROOF LIVE LOAD
= 4.44kN
ROOF ULTIMATE LOAD
= 25.94kN
= 7.10kN
TOTAL ROOF LOAD
= 25.94kN + 7.10kN
= 33.04kN
1.5m
5.925m
TOTAL COLUMN LOAD (E1) = 235.99kN + 33.04kN
= 269.03kN

COLUMN ANALYSIS 124
GOH XINGXIN 0325587
COLUMN LOAD F2
5.925m
3.033m
Brick wall
LOAD DISTRIBUTION
STRUCTURAL PLAN
COLUMN DEAD LOAD (F2)
Concrete slab = 3.033m x 5.925m x 3.60kN/m2
= 64.69kN
= 9.68kN
Brick wall = 11.97kN/m x (1.300 + 1.517 + 1.517)
= 51.88kN
= 4.86kN
Total Dead Load = 64.69 + 9.68 + 51.88 + 4.86
= 131.11kN
COLUMN LIVE LOAD (F2)
= 26.96kN
COLUMN ULTIMATE LOAD (E1)
= 183.55kN
= 43.14kN
TOTAL LOAD
= 183.55kN + 43.14kN
= 226.69kN

COLUMN ANALYSIS 125
GOH XINGXIN 0325587
COLUMN LOAD E1
ROOF PLAN
ROOF DEAD LOAD
Roof = 3.033m x 5.925m x 1.00kN/m2
= 17.97kN
= 8.41kN
= 26.38kN
ROOF LIVE LOAD
= 8.99kN
ROOF ULTIMATE LOAD
= 36.93kN
= 14.37kN
TOTAL ROOF LOAD
= 36.93kN + 14.37kN
= 51.30kN
TOTAL COLUMN LOAD (E1) = 226.69kN + 51.30kN
= 277.99kN
5.925m
3.033m

COLUMN ANALYSIS 126
NA YONG YI (0324458)
COLUMN G5
COLUMN G6

COLUMN ANALYSIS 127
COLUMN LOAD G5
D1
E
G
F
G5
3 4 5 6
G6
D1/4
G3
5785 7000
235037501750
COLUMN LOAD DISTRIBUTION PLAN (COLUMN G5)
D1
E
F
3 4 5 6
D1/4
5785 7000
235037501750
E1
G5G3 G6
6.393 m
3.925 m
Master
bedroom
Living
area
Brick wall
6.393 m
3.925 m
STRUCTURAL PLAN (COLUMN G5)
NA YONG YI 0324458
G
Live Load for Living Area
= 2.893m x 3.925m x 1.50kN/m2
= 17.03 kN
Live Load for Master Bedroom
= 3.500m x 3.925m x 1.50kN/m2
= 20.61 kN
COLUMN G5 LOAD (GROUND FLOOR)
COLUMN G5 DEAD LOAD COLUMN G5 LIVE LOAD
Total Dead Load = 90.33 + 11.14 + 123.51 + 4.86
= 229.84 kN
Concrete slab = 6.393m x 3.925m x 3.60 kN/m2
= 90.33 kN
Beam self weight = 1.08kN/m x (6.393 + 3.925)m
= 11.14 kN
Brick wall = 11.97kN/m x (6.393 + 3.925)m
= 123.51 kN
= 4.86kN
Total Live Load = 17.03 + 20.61
= 37.64 kN
COLUMN ULTIMATE LOAD (G5)
Ultimate Dead Load = 1.4 x 229.84kN = 321.78 kN Ultimate Live Load= 1.6 x 37.64kN = 60.22 kN
TOTAL LOAD (G5) = 321.78kN + 60.22kN = 382 kN

COLUMN ANALYSIS 128
COLUMN LOAD G5
D1
E
G
F
3
G5
4 5 6
G6
D1/4
G3
5785 7000
235037501750
STRUCTURAL ROOF PLAN (COLUMN G5)
6.393 m
3.925 m
Roof Beam
NA YONG YI 0324458
Live Load for Roof slab
= 6.393m x 3.925m x 0.50kN/m2
= 12.55 kN
COLUMN G5 LOAD (ROOF LEVEL)
ROOF DEAD LOAD ROOF LIVE LOAD
= 36.23 kN
Roof slab = 6.393m x 3.925m x 1.00 kN/m2
= 25.09 kN
Roof beam self weight= 1.08kN/m
x (6.393 + 3.925)
= 11.14 kN
Total Live Load = 12.55 kN
ROOF ULTIMATE LOAD (G5)
Ultimate Dead Load = 1.4 x 36.23kN = 50.72kN Ultimate Live Load= 1.6 x 12.55kN = 20.08 kN
TOTAL ROOF LOAD (G5) = 50.72kN + 20.08kN = 70.80 kN
TOTAL COLUMN LOAD (G5) = 382.00 kN + 70.80kN = 452.80 kN

COLUMN ANALYSIS 129
COLUMN LOAD G6
D1
E
G
F
G5
3 4 5 6
G6
D1/4
G3
5785 7000
235037501750
COLUMN LOAD DISTRIBUTION PLAN (COLUMN G6)
D1
E
F
3 4 5 6
D1/4
5785 7000
235037501750
E1
G5G3 G6
3.500 m
3.925 m
Master
bedroom
Brick wall
STRUCTURAL PLAN (COLUMN G6)
NA YONG YI 0324458
G
3.500 m
3.925 m
= 3.500m x 3.925m x 1.50kN/m2
= 20.61 kN
COLUMN G6 LOAD (GROUND FLOOR)
COLUMN G6 DEAD LOAD COLUMN G6 LIVE LOAD
Total Dead Load = 49.46 + 8.02 + 88.88 + 4.86
= 151.22 kN
= 49.46 kN
Beam self weight = 1.08kN/m x (3.500 + 3.925)m
= 8.02 kN
Brick wall = 11.97kN/m x (3.500 + 3.925)m
= 88.88 kN
= 4.86kN
COLUMN ULTIMATE LOAD (G6)
TOTAL LOAD (G6) = 211.71kN + 32.98kN = 244.69 kN

COLUMN ANALYSIS 130
COLUMN LOAD G6
NA YONG YI 0324458
= 3.500m x 3.925m x 0.50kN/m2
= 6.87 kN
COLUMN G6 LOAD (ROOF LEVEL)
= 21.76 kN
= 13.74 kN
x (3.500 + 3.925)
= 8.02 kN
ROOF ULTIMATE LOAD (G6)
TOTAL ROOF LOAD (G6) = 30.46kN + 10.99kN = 41.45 kN
TOTAL COLUMN LOAD (G6) = 244.69 kN + 41.45kN = 286.14 kN
D1
E
F
3 4 5 6
D1/4
5785 7000
235037501750
E1
G5G3 G6
Master
bedroom
Roof Beam
STRUCTURAL ROOF PLAN (COLUMN G6)
G
3.500 m
3.925 m

COLUMN ANALYSIS 131
CHEAH MAN YEE (0324743)
COLUMN D3
COLUMN D1/6

COLUMN ANALYSIS 132
COLUMN LOAD D3
Live Load for Guest Room
= 1.53m x 2.78m x 1.50kN/m2
= 6.38kN
Live Load for Living Area
= (3.925m x 7.125m) – (1.53m x 2.78m) x 1.50kN/m2
= 35.58kN
COLUMN LOAD DISTRIBUTION PLAN (COLUMN D3) STRUCTURAL PLAN (COLUMN D3)
GROUND BEAM
COLUMN D3 LOAD (GROUND FLOOR)
COLUMN D3 DEAD LOAD COLUMN D3 LIVE LOAD
Total Dead Load = 100.68 + 7.24 + 51.59 + 4.86
= 164.37kN
= 100.68kN
= 7.24kN
Brick wall = 11.97kN/m x (2.78 + 1.53)
= 51.59kN
= 4.86kN
Total Live Load = 6.38 + 35.58
= 41.96kN
COLUMN ULTIMATE LOAD (D3)
Ultimate Dead Load = 1.4 x 164.37kN = 230.12kN Ultimate Live Load= 1.6 x 41.96kN = 67.14kN
TOTAL COLUMN LOAD (D3) = 230.12kN + 67.14kN = 297.26kN

COLUMN ANALYSIS 133
COLUMN LOAD D3
= 3.925m x 7.125m x 0.50kN/m2
= 13.98kN
ROOF STRUCTURAL PLAN (COLUMN D3) ROOF ARCHITECTURAL PLAN (COLUMN D3)
COLUMN D3 LOAD (ROOF LEVEL)
= 35.21kN
= 27.97kN
x (1.53 + 2.39 + 2.78)
= 7.24kN
Total Live Load = 13.98kN
ROOF ULTIMATE LOAD (D3)
TOTAL ROOF LOAD (D3) = 49.29kN + 22.37kN = 71.66kN
TOTAL COLUMN LOAD (D3) = 297.26kN + 71.66kN = 368.92kN

COLUMN ANALYSIS 134
COLUMN LOAD D1/6
COLUMN LOAD DISTRIBUTION PLAN (COLUMN D1/6) STRUCTURAL PLAN (COLUMN D1/6)
GROUND BEAM
Live Load for Attached Bathroom
= 1.850m x 2.650m x 2.00kN/m2
= 9.81kN
Live Load for Walk-in wardrobe
= 2.150m x 2.650m x 1.50kN/m2
= 8.55kN
= 4.000m x 1.275m x 1.50kN/m2
= 5.10kN
COLUMN D1/6 LOAD (GROUND FLOOR)
COLUMN D1/6 DEAD LOAD COLUMN D1/6 LIVE LOAD
Total Dead Load = 56.52 + 15.75 + 174.52 + 4.86
= 251.65kN
= 56.52kN
Beam self weight = 1.08kN/m x (4 + 3.93 + 4 + 2.65)
= 15.75kN
Brick wall = 11.97kN/m x (4 + 3.93 + 4 + 2.65)
= 174.52kN
= 4.86kN
Total Live Load = 9.81 + 8.55 + 5.10
= 23.46kN
COLUMN ULTIMATE LOAD (D1/6)
TOTAL COLUMN LOAD (D1/6) = 352.31kN + 37.54kN = 389.85kN

COLUMN ANALYSIS 135
COLUMN LOAD D1/6
ROOF STRUCTURAL PLAN (COLUMN D1/6) ROOF ARCHITECTURAL PLAN (COLUMN D1/6)
= 4.000m x 3.925m x 0.50kN/m2
= 7.85kN
COLUMN D1/6 LOAD (ROOF LEVEL)
= 31.45kN
= 15.70kN
Roof beam self weight = 1.08kN/m
x (4 + 3.93 + 4 + 2.65)
= 15.75kN
Total Live Load = 7.85kN
ROOF ULTIMATE LOAD (D1/6)
TOTAL ROOF LOAD (D1/6) = 44.03kN + 12.56kN = 56.59kN
TOTAL COLUMN LOAD (D1/6) = 389.85kN + 56.59kN = 446.44kN

COLUMN ANALYSIS 136
SOW WEI HENN (0324998)
COLUMN C1
COLUMN C2

COLUMN ANALYSIS 137
COLUMN LOAD C1
COLUMN DEAD LOAD (C1)
Concrete slab
= 1.500m x 2.875m x 3.60m2
= 15.53kN
Beam self weight
= 1.08kN/m x (2.875 + 1.500)
= 4.73kN
Brick wall
= 11.97kN/m x (2.875 + 1.500)
= 52.37kN
Column self weight
= 1.08kN/m x (4.200 + 0.300)
= 4.86kN
Total Dead Load
= 15.53 + 4.73 + 52.37 + 4.86
= 77.49kN
COLUMN LIVE LOAD (C1)
Live Load
= 1.500m x 2.875m x 1.50kN/m2
= 6.47kN
COLUMN ULTIMATE LOAD (C1)
Ultimate Dead Load
= 1.4 x 77.49kN
= 108.49kN
Ultimate Live Load
= 1.6 x 6.47kN
= 10.35kN
TOTAL COLUMN LOAD (C1) = 108.49kN + 10.35kN
= 118.84kN
1.500
2.875
Guest room
1.5kN/m2

COLUMN ANALYSIS 138
COLUMN LOAD C1
ROOF DEAD LOAD
Roof = 1.500m x 2.875m x 1.00kN/m2
= 4.31kN
Roof beam self weight = 1.08kN/m x (2.875 + 1.500)
= 4.73kN
= 9.04kN
ROOF LIVE LOAD
= 2.16kN
ROOF ULTIMATE LOAD
= 12.66kN
= 3.46kN
TOTAL ROOF LOAD
= 12.66kN + 3.46kN
= 16.12kN
1.5m
2.875m
= 134.96kN

COLUMN ANALYSIS 139
COLUMN LOAD C2
COLUMN DEAD LOAD (C2)
Concrete slab
= (1.53m x 2.95 x 3.60m2) + (5.15m x
3.03m x 3.60m2)
= 72.43kN
Beam self weight
= 1.08kN/m x (3.03 + 1.53 + 3.03 + 1.30)
= 9.60kN
Brick wall
= 11.97kN/m x (3.03 + 1.53 + 3.03 + 1.30)
= 106.41kN
Column self weight
= 1.08kN/m x (4.200 + 0.300)
= 4.86kN
Total Dead Load
= 72.43 + 9.60 + 106.41 + 4.86
= 193.30kN
COLUMN LIVE LOAD (C2)
Live Load
= (0.55m x 1.53m x 1.50kN/m2) + (2.40m x 1.53m
x 2.00kN/m2) + ( 5.15m x 3.03m x 1.50kN/m2)
= 32.01kN
COLUMN ULTIMATE LOAD (C2)
Ultimate Dead Load
= 1.4 x 193.30kN
= 270.62kN
Ultimate Live Load
= 1.6 x 32.01kN
= 51.22kN
= 319.58kN
1.53
5.15
8.10
3.03
Guest room
1.5kN/m2
Bathroom
2.0kN/m2
Guest room
1.5kN/m2

COLUMN ANALYSIS 140
COLUMN LOAD C2
ROOF DEAD LOAD
Roof = (0.55m x 1.53m x 1.00kN/m2) + (2.40m
x 1.53m x 1.00kN/m2) + (5.15m x
3.03m x 1.00kN)
= 20.12kN
Roof beam self weight = 1.08kN/m x (3.03 + 1.53 + 3.03 + 1.30)
= 9.60kN
= 29.72kN
ROOF LIVE LOAD
Live Load = (0.55m x 1.53m x 0.50kN/m2) + (2.40m
x 1.53m x 0.50kN/m2) + (5.15m x
3.03m x 0.50kN)
= 10.06kN
ROOF ULTIMATE LOAD
= 41.61kN
= 16.10kN
TOTAL ROOF LOAD
= 41.61kN + 16.10kN
= 57.71kN
= 377.29kN

COLUMN ANALYSIS 141
SHUM WEN JUN (0325151)
COLUMN A2
COLUMN B3

COLUMN ANALYSIS 142
COLUMN LOAD A2
COLUMN DEAD LOAD (A2)
Concrete slab
= (1.800m x 3.925m x 3.60kN/m2) +
(1.200m x 1.533m x 3.60kN/m2)
= 32.06kN
Beam self weight
= 1.08kN/m x (3.925 + 3.000)
= 7.48kN
Brick wall
= 11.97kN/m x (3.925 + 3.000)
= 82.89kN
Column self weight
= 1.08kN/m x (4.200 + 0.300)
= 4.86kN
Total Dead Load
= 32.06 + 7.48 + 82.89 + 4.86
= 127.29kN
3.925m
3.000m
1.533m
1.800m
COLUMN LIVE LOAD (A2)
Live Load
= (1.800m x 3.925m x 1.50kN/m2) + (1.200m x
1.533 x 1.50kN/m2)
= 13.36kN
COLUMN ULTIMATE LOAD (A2)
Ultimate Dead Load
= 1.4 x 127.29kN
= 178.21kN
Ultimate Live Load
= 1.6 x 13.36kN
= 21.38kN
TOTAL LOAD
= 178.21kN + 21.38kN
= 199.59kN
STRUCTURAL PLANLOAD DISTRIBUTION
Brick wall
Guest room 2
1.50kN/m2

COLUMN ANALYSIS 143
COLUMN LOAD A2
TOTAL COLUMN LOAD (A2) = 199.59kN + 30.19kN
= 229.78kN
ROOF PLAN
Brick wall
3.925m
3.000m
1.533m
1.800m
ROOF DEAD LOAD
Roof = (1.800m x 3.925m x 1.00kN/m2) + (1.200m x 1.533m x 1.00kN/m2)
= 8.90kN
Roof beam self weight = 1.08kN/m x (3.925 + 3.000)
= 7.48kN
= 16.38kN
ROOF LIVE LOAD
Live Load = (1.800m x 3.925m x 0.50kN/m2) + (1.200m x 1.533m x 0.50kN/m2)
= 4.45kN
ROOF ULTIMATE LOAD
= 23.07kN
= 7.12kN
TOTAL ROOF LOAD
= 23.07kN + 7.12kN
= 30.19kN

COLUMN ANALYSIS 144
COLUMN LOAD B3
COLUMN DEAD LOAD (B3)
Concrete slab
= 4.575m x 3.925m x 3.60kN/m2
= 21.56kN
Beam self weight
= 1.08kN/m x (4.575 + 3.925 + 1.533 )
= 10.84kN
Brick wall
= 11.97kN/m x (4.575 + 3.925 + 1.533 )
= 120.10kN
Column self weight
= 1.08kN/m x (4.200 + 0.300)
= 4.86kN
Total Dead Load
=21.56 + 10.84 + 120.10 + 4.86
= 157.36kN
COLUMN LIVE LOAD (B3)
Live Load for guest room and living area
= [(4.575 x 3.925) – (2.775 x 1.533) – (1.800 x
0.467)] x 1.50kN/m2
= 19.29kN
Live Load for bathroom
= [(2.775 x 1.533) + (1.800 x 0.467)] x 2.00kN/m2
= 10.19kN
Total live load
= 19.29 + 10.19
= 29.48kN
2.775m
3.925m
4.575m
1.800m
1.533m
0.467m
2.775m
Brick wall
Guest room 2
1.50kN/m2
Bath 1
2.00kN/m2
Bath 2
2.00kN/m2
Living area
1.50kN/m2Guest room 1
1.50kN/m2
LOAD DISTRIBUTION
STRUCTURAL PLAN
COLUMN ULTIMATE LOAD (B3)
Ultimate Dead Load
= 1.4 x 157.36kN
= 220.30kN
Ultimate Live Load
= 1.6 x 29.48kN
= 47.17kN
TOTAL LOAD
= 220.30kN + 47.17kN
= 267.47kN

COLUMN ANALYSIS 145
COLUMN LOAD B3
TOTAL COLUMN LOAD (B3) = 296.47kN + 54.69kN
= 351.16kN
3.925m
4.575m
ROOF PLAN
ROOF DEAD LOAD
Roof = 3.925m x 4.575m x 1.00kN/m2
= 17.96kN
= 10.84kN
= 28.80kN
ROOF LIVE LOAD
= 8.98kN
ROOF ULTIMATE LOAD
= 40.32kN
= 14.37kN
TOTAL ROOF LOAD
= 40.32kN + 14.37kN
= 54.69kN

COLUMN ANALYSIS 146
SAHIL GUNESH (0328569)
COLUMN A4
COLUMN B4

Structure Final Assignment

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