Building Structure : Structural analysis of a bungalow

BUILDING STRUCTURES BLD61003
STRUCTURAL ANALYSIS OF A BUNGALOW
ANALYSIS OF:
REST, RELAXATION AND COMMERCIAL CENTRE
IN SEBANGKOI, SARIKEI, SARAWAK
TUTOR: Mr Mohamed Rizal Mohamed
GROUP
Chong Xian Jun 0332605
Loi Chi Wun 0328652
Ng Zien Loon 0328565
Nicholas Wong 0328559
Raemi Safri 0328385
Yew Jey Yee 0327708
SCHOOL OF ARCHITECTURE, BUILDING AND DESIGN

CONTENTS
1.0 INTRODUCTION
2.0 DRAWINGS
2.1 Architectural Floor Plans
2.2 Structural Plans
2.3 Load Distribution Plans
2.4 Column Tributary Areas
2.5 Column and Beam distribution
3.0 SUMMARY OF SPECIFICATIONS
4.0 STRUCTURAL ANALYSIS OF BEAMS & COLUMNS
4.1 Chong Xian Jun
4.2 Loi Chi Wun
4.3 Ng Zien Loon
4.4 Nicholas Wong
4.5 Raemi Safri
4.6 Yew Jey Yee
1
3
13
15
4
6
8
10
12
16
42
74
102
131
157

STRUCTURAL ANALYSIS OF BEAMS & COLUMNS
1.0 STRUCTURAL ANALYSIS OF BUNGALOW
In a group of six, we were tasked to select and obtain drawings of a 2-3 storey bungalow,
using our knowledge of structural theory to produce structural plans for the building. From
the structural plans produced, we were then required to analyze the beams and columns of
the building.
We chose the Rest, Relaxation and Commercial Centre (RRCC), a 3 storey building located
in Sebangkoi, Sarikei, Sarawak. The building includes separate dormitories for both male
and female occupants, and a seminar hall on the 2nd ﬂoor.
02

DRAWINGS
ARCHITECTURAL FLOOR PLANS
STRUCTURAL PLANS
LOAD DISTRIBUTION PLANS
COLUMN TRIBUTARY AREAS
COLUMN AND BEAM DISTRIBUTION
2.0

2.1 ARCHITECTURAL DRAWINGS
GROUND FLOOR ARCHITECTURAL PLAN
FIRST FLOOR ARCHITECTURAL PLAN 1:300
1:300
04

2.1 ARCHITECTURAL DRAWINGS
SECOND FLOOR ARCHITECTURAL PLAN
ROOF ARCHITECTURAL PLAN 1:300
1:300
05

2.2 STRUCTURAL DRAWINGS
GROUND FLOOR STRUCTURAL PLAN
FIRST FLOOR STRUCTURAL PLAN 1:300
1:300
06

2.2 STRUCTURAL DRAWINGS
SECOND FLOOR STRUCTURAL PLAN
ROOF STRUCTURAL PLAN 1:300
1:300
07

2.3 LOAD DISTRIBUTION DRAWINGS
GROUND FLOOR LOAD DISTRIBUTION PLAN
FIRST FLOOR LOAD DISTRIBUTION PLAN 1:300
1:300
08

2.3 LOAD DISTRIBUTION DRAWINGS
SECOND FLOOR LOAD DISTRIBUTION PLAN
ROOF LOAD DISTRIBUTION PLAN 1:300
1:300
09

2.4 COLUMN TRIBUTARY DRAWINGS
GROUND FLOOR COLUMN TRIBUTARY PLAN
FIRST FLOOR COLUMN TRIBUTARY PLAN 1:300
1:300
10

2.4 COLUMN TRIBUTARY DRAWINGS
SECOND FLOOR COLUMN TRIBUTARY PLAN
ROOF COLUMN TRIBUTARY PLAN 1:300
1:300
11

CHONG XIAN JUN
LOI CHI WUN
NG ZIEN LOON
NICHOLAS WONG YEW KHUNG
RAEMI SAFRI
YEW JEY YEE
2.5 COLUMN AND BEAM DISTRIBUTION
12
FIRST FLOOR LOAD DISTRIBUTION PLAN

BEAM
Dimension
(width x length)
0.25m x 0.60m or 0.20m x 0.50m
(refer to structural plans)
Material Density 24kN/m³ (reinforced concrete)
COLUMN
Dimension
(width x length x height)
0.30m x 0.30m x 3.00m
WALL
Dimension
(width x height)
0.15m x 3.00m
Material Density 19kN/m³ (brick)
SLAB
Dimension (thickness) 0.125m
Live Load 1.50k/Nm²
ROOF
Dead Load 1.00kN/m²
Live Load 0.50kN/m²
3.0 SUMMARY OF SPECIFICATIONS
14

STRUCTURAL ANALYSIS
OF BEAMS & COLUMNS
4.0

CHONG XIAN JUN 0332605
STRUCTURAL ANALYSIS OF BEAMS
& COLUMNS

COLUMN ANALYSIS
BEAM ANALYSIS
BEAM B/2-3 (Uniformly Distributed Load)
BEAM B-D/3 (Uniformly Distributed Load and Point Load from
Beam B/2-4)
COLUMN A8 (Perimeter Column)
COLUMN C6 (Interior Column)
17

BEAM ANALYSIS
BEAM B/2-3
BEAM B/2-3 CARRIES:
Dead Load from beam self weight : Gridline B/2-3
Dead Load from brick wall self weight : Gridline B/2-3
Dead Load from slab self weight : Gridline B-C/2-3
Live Load from slab : Gridline B-C/2-3
18

DEAD LOAD
Beam Self Weight
= Beam size x Density of reinforced concrete
= (0.20 x 0.50) m² x 24 kN/m³
= 2.40 kN/m
Brick Wall Self Weight
= Wall height x Wall thickness x Density of brick
= (3.00 x 0.15) m² x 19 kN/m³
= 8.55 kN/m
Slab B-C/2-3 Self Weight
= Slab thickness x Density of reinforced
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
Total Dead Load
For 2-3 = (2.40 + 8.55 + 5.40) kN/m
= 16.35 kN/m
LIVE LOAD
Slab B-C/2-3
= Live load (UBBL) x Lx
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
ULTIMATE LOAD
Ultimate Dead Load
= Total dead load x Load factor
= 16.35 kN/m x 1.4
= 22.89 kN/m
2 3
3600
2.40 kN/m
8.55 kN/m
5.40 kN/m
16.35 kN/m
2 3
3600
2.70 kN/m
2 3
3600
22.89 kN/m
19

Ultimate Live Load
= Total live load x Load factor
= 2.70 kN/m x 1.6
= 4.32 kN/m
Total Ultimate Load
For B/2-3 = (22.89 + 4.32) kN/m
= 27.21 kN/m
REACTION FORCES
Total Load
= 27.21 kN/m x 3.6 m
= 97.96 kN
ΣM = 0
0 = M3B2
+ (-M3B1
)
= (Ra
x 3.6) - (97.96 x 1.8)
= 3.6 Ra
- 176.32
3.6 R2B
= 176.32
R2B
= 48.98 kN
ΣF = 0
0 = R2B
+R3B
+ (-97.96)
0 = 48.98 + R3B
-97.96
R3B
= 97.96 - 48.98
= 48.98 kN
SHEAR FORCES
48.98 - 97.96 = -48.98 kN
-48.98 + 48.98 = 0 kN
4.32 kN/m
27.21 kN/m
2 3
3600
97.96 kN
1800 1800
R2B
R3B
48.98 kN 48.98 kN
27.21 kN/m
48.98 kN
48.98 - 97.96
= -48.98 kN
-48.98 + 48.98
= 0kN
2 3
M3B1
M3B2
20

BENDING MOMENT
Positive Area
= 48.98 kN x 1.8 m x ½
= 44.08 kNm
Negative Area
= -48.98 kN x 1.8 m x ½
= -44.08 kNm
∴ Positive area = Negative area
44.08 kNm + (-44.08 kNm) = 0
0 kNm 44.08-44.08
= 0 kNm
44.08 kNm
21

BEAM C/2-4
BEAM C/2-4 CARRIES:
Dead Load from beam self weight : Gridline C/2-3, C/3-4
Dead Load from brick wall self weight : Gridline C/ 2-3. C/3-4
Dead Load from slab self weight : Gridline B-C/2-3, C-D/2-3, B-C/3-4, C-D/3-4
Live Load from slab : Gridline B-C/2-3, C-D/2-3, B-C/3-4, C-D/3-4
DEAD LOAD
Beam Self Weight
= (0.25 x 0.60) m² x 24 kN/m³
= 7.20 kN/m
7200
7.20 kN/m
2 43
22

2 43
= Wall thickness x Height x Density of
reinforced concrete
= (0.15 x 3) m² x 19 kN/m³
= 8.55 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
Slab C-D/2-3 Self Weight
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
8.55 kN/m
5.40 kN/m
5.40 kN/m
5.40 kN/m
5.40 kN/m
23

Total Dead Load
For 5-6 = (7.20 + 8.55 + 5.40 + 5.40) kN/m
= 26.55 kN/m
LIVE LOAD
Slab B-C/2-3
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
Slab C-D/2-3
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
Slab B-C/3-4
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
Slab C-D/3-4
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
Total Live Load
For 2-3
= (2.70 + 2.70 ) kN/m
= 5.40 kN/m
For 3-4
= (2.70 + 2.70) kN/m
= 5.40 kN/m
26.55 kN/m
7200
2 43
2.70 kN/m
2.70 kN/m
2.70 kN/m
2.70 kN/m
5.40 kN/m
24

ULTIMATE LOAD
Ultimate Dead Load
For 2-3 = Total dead load x Load factor
= 26.55 kN/m x 1.4
= 37.17 kN/m
= 26.55 kN/m x 1.4
= 37.17 kN/m
Ultimate Live Load
= 5.40 kN/m x 1.6
= 8.64 kN/m
= 5.40 kN/m x 1.6
= 8.64 kN/m
Total Ultimate Load
For 2-3 = (37.17 + 8.64) kN/m
= 45.81 kN/m
For 3-4 = (37.17 + 8.64) kN/m
= 45.81 kN/m
REACTION FORCES
Total Load
For 2-3
= 45.81 kN/m x 3.6 m
= 164.91 kN
For 3-4
= 45.81 kN/m x 3.6m
= 164.91 kN
2 4
7200
3
3600 3600
37.17 kN/m 37.17 kN/m
8.64 kN/m 8.64 kN/m
45.81 kN/m
164.91 kN
R2C
R4C
45.81 kN/m
164.91 kN
R3C
25

For C/ 2-3,
About Point C3,
ΣM = 0
(164.91 x 1.8 - 3.6 RC2
) kNm = 0
R2C
= (164.91 x 1.8)/3.6 kN
= 82.46 kN
ΣF = 0
164.91kN - RC2
- RC3
= 0
R3C
= (164.91 - 82.46) kN
= 82.46 kN
For C/ 3-4
ΣM = 0
(164.91 x 1.8 - 3.6 R2C
) kNm = 0
R4C
= (164.91 x 1.8)/3.6 kN
= 82.46 kN
ΣF = 0
164.91kN - RC4
- RC3
= 0
R3C
= (164.91 - 82.46) kN
= 82.46 kN
Total Reaction Forces
R3C (Total)
= R3C
(From C/ 2-3) + R3C
(from C/ 3-4)
= (82.46 + 82.46) kN
= 164.92 kN
2 4
7200
3
3600 3600
164.91 kN
R3C
R2C
M3C1
M3C2
164.91 kN
R3C
R4C
M3C3
M3C4
82.46 kN82.46 kN
45.81 kN/m
82.46 kN 82.46 kN
45.81 kN/m
45.81 kN/m
164.92 kN82.46 kN 82.46 kN
26

BEAM B-D/3
BEAM B-D/3 CARRIES:
Dead Load from beam self weight : Gridline B-C/3, C-D/3
Dead Load from slab self weight : Gridline B-C/2-3, C-D/2-3, B-C/3-4, C-D/3-4
Live Load from slab : Gridline B-C/2-3, C-D/2-3, B-C/3-4, C-D/3-4
Point Load from B/2-4 : Gridline B/2-4
27

DEAD LOAD
Beam Self Weight
= (0.20 x 0.50) m² x 24 kN/m³
= 2.40 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
B D
7200
2.40 kN/m
5.40kN/m
5.40 kN/m
5.40 kN/m
5.40 kN/m
C
28

Total dead load from slab
For B-C/3
= ( 5.40 + 5.40) kN
= 10.80 kN
For C-D/3
= ( 5.40 + 5.40) kN
= 10.80 kN
Total uniformly distributed load
= 2.40 + 10.80
= 13.20 kN/m
Total point load from beams C/ 2-4
= R3C (Total)
= 164.92 kN
LIVE LOAD
Slab B-C/2-3
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
Slab B-C/3-4
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
Slab C-D/2-3
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
7200
B DC
164.92 kN
2.70 kN/m
2.70 kN/m
10.80 kN/m 10.80 kN/m
2.70 kN/m
10.80 kN/m10.80 kN/m
29

Total Live Load
For B-C
= (2.70 + 2.70 ) kN/m
= 5.40 kN/m
For C-D
= (2.70 + 2.70 ) kN/m
= 5.40 kN/m
ULTIMATE LOAD
Ultimate uniformly distributed dead load (UDL)
= ( 13.20 x 1.4 ) kN
= 18.48 kN
Ultimate live load
= ( 5.40 x 1.6 ) kN
= 8.64 kN
Total Ultimate Load
= ( 18.48 + 8.64 ) kN
= 27.12 kN
Ultimate dead point load
= ( 164.92 x 1.4 ) kN
= 230.89 kN
7200
B DC
5.40 kN/m
Slab C-D/3-4
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
2.70 kN/m
230.89 kN
18.48 kN/m
8.64 kN/m
27.12 kN/m
30

REACTION FORCES
Total Load
= 27.12 kN/m x 7.2 m + Point Load
= ( 195.26 + 230.89) kN
= 426.15 kN
About point 3D
ΣM = 0
0 = M3D1
+ (-M3D2)
)
= (R3B
x 7.2) - (426.15 x 3.6)
= 7.2 R3B
- 1534.14
7.2 R3B
= 1534.14
R3B
= 213.08 kN
ΣF = 0
0 = R3B
+R3D
+ (-426.15)
0 = 213.08 + R3D
- 426.15
R3D
= 426.15 - 213.08
= 213.07 kN
SHEAR FORCES
27.12 x 3.6 = 97.63 kN
213.08 - 97.63 = 115.45 kN
115.45 - 230.89 = -115.44 kN
-115.44 - 97.63 = -213.07 kN
-213.07 + 213.07 = 0 kN
BENDING MOMENT
Positive Area
= (213.08 + 115.45) kN x ½ x 3.6 m
= 591.35 kNm
Negative Area
= (-115.45 - 213.07) kN x ½ x 3.6 m
= -591.35 kNm
591.35 kNm + (-591.35 kNm) = 0
7200
B DC
426.15 kN
R3B
R3D
MD3 (1)
MD3 (2)
213.08 kN 213.07 kN
230.89 kN
27.12 kN/m
213.08 kN
-115.44-97.63
= -213.07 kN
-213.07+213.07
= 0kN
213.08 - 97.63
= 115.45kN
115.45 - 230.89
= -115.44kN
0 kNm 591.35 - 591.35
= 0 kNm
591.35 kNm
31

COLUMN ANALYSIS
ROOF LEVEL TRIBUTARY AREA
COLUMN B2
ROOF LEVEL
DEAD LOAD
Roof Weight
= (1.8 x 1.8) m² x 1.0 kN/m²
= 3.24 kN
Roof Beam
= (1.8 + 1.8) m x 1.44 kN/m
= 5.18 kN
Total Dead Load
= (3.24 + 5.18) kN
= 8.42 kN
LIVE LOAD
Roof Weight
= (1.8 x 1.8) m² x 0.5 kN/m²
= 1.62kN
32

SECOND FLOOR TRIBUTARY AREA
SECOND FLOOR
DEAD LOAD
Roof Self Weight
= (3.60 x 2.70) m² x 1.0 kN/m²
= 9.72 kN
Beam Self Weight
= (1.80 + 1.80 + 3.60 + 0.90) m x 1.44
kN/m
+ 2.7 m x 1.44 kN/m x ½
= 11.66 kN + 1.94 kN
= 13.60 kN
= ( 1.80 + 1.80 )m x 10 kN/m
= 36.00 kN
LIVE LOAD
Total Live Load from Roof
= (3.60 x 2.70) m² x 0.5 kN/m²
= 4.86 kN
33

Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (9.72 + 13.60 + 36.00 + 6.48) kN
= 65.80 kN
FIRST FLOOR TRIBUTARY AREA
34

FIRST FLOOR
DEAD LOAD
Slab Self Weight
= (2.70 x 3.60) m² x 3.6 kN/m²
= 34.99 kN
Beam Self Weight
= (1.80 + 1.80 + 0.90 + 3.60) m x 1.44
kN/m + 2.70 m x 1.44 kN/m x ½
= 13.61 kN
= (1.80 + 1.80 + 0.90) m x 10 kN/m
= 45.00 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (34.99 + 13.61 + 45.00 + 6.48) kN
= 100.08 kN
LIVE LOAD
Total Live Load
= (2.70 x 3.60) m² x 1.5 kN/m²
= 14.58 kN
35

GROUND FLOOR TRIBUTARY AREA
GROUND FLOOR
DEAD LOAD
Slab Self Weight
= (5.40 x 1.80 + 0.90 x 3.60) m² x 3.6 kN/m²
= 46.66 kN
Beam Self Weight
= (1.80 + 1.80 + 0.90 + 3.60) m x 1.44 kN/m
+ 2.70 m x 1.44 kN/m x ½
= 11.66 kN + 1.94 kN
= 13.60 kN
= (1.80 + 1.80 + 0.90) m x 10 kN/m
= 45.00 kN
LIVE LOAD
Total Live Load
= (5.40 x 1.80 + 0.90 x 3.60) m² x 1.5
kN/m²
= 19.44 kN
36

Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (46.66 + 13.60 + 45.00 + 6.48) kN
= 111.74 kN
ULTIMATE LOAD
Total Dead Load
= (8.42 + 65.80 + 100.08 + 111.74) kN
= 286.04 kN
Ultimate Dead Load
= 286.04 kN x 1.4
= 400.46 kN
Total Live Load
= (1.62 + 4.86 + 14.88 + 19.94) kN
= 41.00 kN
Ultimate Live Load
= 41.00 x 1.6
= 65.60 kN
Total Ultimate Load
= Ultimate dead load + Ultimate live load
= (400.46 + 65.60) kN
= 466.06 kN
STRUCTURAL ANALYSIS OF A BUNGALOW 37

COLUMN ANALYSIS
COLUMN D3
SECOND FLOOR
DEAD LOAD
Roof Self Weight
= (7.20 x 4.50) m² x 1.0 kN/m²
= 32.40 kN
Beam Self Weight
= 4.5 m x 1.44 kN/m + 4.5 m x 2
x 1.44 kN/m x ½
= 12.96 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
LIVE LOAD
Total Live Load from Roof
= (7.20 x 4.50) m² x 0.5 kN/m²
= 16.20 kN
38

Total Dead Load
= (32.40 + 12.96 + 6.48) kN
= 51.84 kN
FIRST FLOOR
DEAD LOAD
Slab Self Weight
= (7.20 x 4.50) m² x 3.6 kN/m²
= 116.64 kN
Beam Self Weight
= 4.50 m x 1.44 kN/m + 4.50 m x 2 x
1.44 kN/m x ½
= 12.96 kN
= 4.50 m x 10 kN/m + 4.50m x 2 x 10
kN/m x ½
= 90.00 kN
LIVE LOAD
Total Live Load
= (7.20 x 4.50) m² x 1.5 kN/m²
= 48.60 kN
39

Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (116.64 + 12.96 + 90.00 + 6.48) kN
= 226.08 kN
GROUND FLOOR
DEAD LOAD
Slab Self Weight
= (7.20 x 4.50) m² x 3.6 kN/m²
= 116.64 kN
Beam Self Weight
= 4.50 m x 1.44 kN/m + 4.50 m x 2 x
1.44 kN/m x ½
= 12.96 kN
LIVE LOAD
Total Live Load
= (7.20 x 4.50) m² x 1.5 kN/m²
= 48.60 kN
40

= 4.50 m x 10 kN/m + 4.50m x 2 x 10 kN/m x ½
= 90.00 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (116.64 + 12.96 + 90.00 + 6.48) kN
= 226.08 kN
ULTIMATE LOAD
Total Dead Load
= (51.84 + 226.08 + 226.08) kN
= 504.00 kN
Ultimate Dead Load
= 504.00 kN x 1.4
= 705.60 kN
Total Live Load
= (16.20 + 48.60 + 48.60) kN
= 113.40 kN
Ultimate Live Load
= 113.40 kN x 1.6
= 181.44 kN
Total Ultimate Load
= (705.60 + 113.40) kN
= 819.00 kN

LOI CHI WUN 0328652
& COLUMNS

COLUMN ANALYSIS
BEAM ANALYSIS
BEAM E/6-8 (Uniformly Distributed Load)
BEAM 6/E-G (Uniformly Distributed Load and Point Load from
Beam F/5-6 and F/6-8)
COLUMN E8 (Perimeter Column)
COLUMN G6 (Interior Column)
43

BEAM ANALYSIS
BEAM E/6-8
BEAM A/5-6 CARRIES:
Dead Load from beam self weight : Gridline 6-8
Dead Load from brick wall self weight : Gridline 6-8
Dead Load from slab self weight : Gridline D-E/6-8 , E-F/6-8
Live Load from slab : Gridline D-E/6-8 , E-F/6-8
44

DEAD LOAD
Beam Self Weight
= (0.25 x 0.60) m² x 24 kN/m³
= 3.60 kN/m
= (3.00 x 0.15) m² x 19 kN/m³
= 8.55 kN/m
Slab A-B/5-6 Self Weight
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
Total Dead Load
For 5-6 = (3.60 + 8.55 + 5.40) kN/m
= 17.55 kN/m
LIVE LOAD
Slab A-B/5-6
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
ULTIMATE LOAD
Ultimate Dead Load
= 17.55 kN/m x 1.4
= 24.57 kN/m
5 6
4200
3.60 kN/m
8.55 kN/m
5.40 kN/m
17.55 kN/m
5 6
4200
2.70 kN/m
5 6
4200
24.57 kN/m
45

Ultimate Live Load
= 2.70 kN/m x 1.6
= 4.32 kN/m
Total Ultimate Load
For 5-6 = (24.57 + 4.32) kN/m
= 28.89 kN/m
REACTION FORCES
Total Load
= 28.89 kN/m x 4.2 m
= 121.34 kN
By using 6A as reference point,
ΣM = 0
0 = M6A1
+ (-M6A2
)
= (R5A
x 4.2) - (121.34 x 2.1)
= 4.2 R5A
- 254.81
4.2 R5A
= 254.81
R5A
= 60.67 kN
ΣFy
= 0
0 = R5A
+R6A
+ (-121.34)
0 = 60.67 + R6A
-121.34
R6A
= 121.34 - 60.67
= 60.67 kN
SHEAR FORCES
60.67 - 121.34 = -60.67 kN
-60.67 + 60.67 = 0 kN
4.32 kN/m
28.89 kN/m
5 6
4200
121.34 kN
2100 2100
R5A
R6A
60.67 kN 60.67 kN
28.89 kN/m
60.67 kN
60.60 - 121.34
= -60.67 kN
-60.67 + 60.67
= 0kN
M6A1
M6A2
46

BENDING MOMENT
Positive Area
= 60.67 kN x 2.1 m x ½
= 63.70 kNm
Negative Area
= -60.67 kN x 2.1 m x ½
= -63.70 kNm
63.70 kNm + (-63.70 kNm) = 0
0 kNm 63.70 - 63.70
= 0 kNm
63.70 kNm
47

DEAD LOAD
Beam Self Weight
= (0.25 x 0.60) m² x 24 kN/m³
= 3.60 kN/m
= (3.00 x 0.15) m² x 19 kN/m³
= 8.55 kN/m
Slab D-E/6-8 Self Weight
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
Slab E-F/6-8 Self Weight
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
Total Dead Load
For 6-8 = (3.60 + 8.55 + 5.40 + 5.40 ) kN/m
= 22.95 kN/m
LIVE LOAD
Slab D-E/6-8
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
6 8
4800
3.60 kN/m
8.55 kN/m
5.40 kN/m
5.40 kN/m
6 8
4800
2.70 kN/m
22.95 kN/m
48

Slab D-E/6-8
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
Total Live Load
For 6-8 = (2.70 + 2.70) kN/m
= 5.40 kN/m
ULTIMATE LOAD
Ultimate Dead Load
= 22.95 kN/m x 1.4
= 32.13 kN/m
Ultimate Live Load
= Total live load x Load Factor
= 5.4 kN/m x 1.6
= 8.64 kN/m
Total Ultimate Load
For 6-8 = (32.13 + 8.64) kN/m
= 40.77 kN/m
2.70 kN/m
40.77 kN/m
6 8
4800
2.70 kN/m
32.13 kN/m
5.40 kN/m
49

REACTION FORCES
Total Load
= 40.77 kN/m x 4.8 m
= 195.70 kN
By using 6E as reference point,
ΣM = 0
0 = M6E1
+ (-M6E2
)
= (R6E
x 4.8) - (195.70 x 2.4)
= 4.8 R6E
- 469.68
4.8 R6E
= 469.68
R6E
= 97.85 kN
ΣFy
= 0
0 = R6E
+R8E
+ (-195.70)
0 = 97.85 + R6A
-195.70
R6A
= 195.70 - 97.85
= 97.85 kN
SHEAR FORCES
97.85 - 195.70 = -97.85 kN
-97.85 + 97.85 = 0 kN
6 8
4800
195.70 kN
2400 2400
R6E
R8E
97.85 kN 97.85 kN
40.77 kN/m
97.85 kN
97.85 - 195.70
= -97.85 kN
-97.85 + 97.85
= 0kN
M6E1
M6E2
BENDING MOMENT
Positive Area
= 97.85 kN x 2.1 m x ½
= 102.74 kNm
Negative Area
= -97.85 kN x 2.1 m x ½
= -102.74 kNm
102.74 kNm + ( -102.74 kNm ) = 0
0 kNm 102.74-102.74
= 0 kNm
102.74 kNm
50

BEAM F/6-8
BEAM F/6-8 CARRIES:
Dead Load from slab self weight : Gridline E-F/6-8, F-G/6-8
Live Load from slab : Gridline E-F/6-8, F-G/6-8
51

DEAD LOAD
Beam Self Weight
= (0.20 x 0.50) m² x 24 kN/m³
= 2.40 kN/m
= (3.00 x 0.15) m² x 19 kN/m³
= 8.55 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
Slab F-G/6-8 Self Weight
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
Total Dead Load
For 6-8 = (2.40 + 8.55 + 5.40 + 5.40) kN/m
= 21.75 kN/m
LIVE LOAD
Slab E-F/6-8
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
6 8
4800
2.40 kN/m
8.55 kN/m
5.40 kN/m
21.75 kN/m
6 8
4800
2.70 kN/m
5.40 kN/m
52

Slab F-G/6-8
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
Total Live Load
For 6-8 = (2.70 + 2.70) kN/m
= 5.40 kN/m
ULTIMATE LOAD
Ultimate Dead Load
= 21.75 kN/m x 1.4
= 30.45 kN/m
Ultimate Live Load
= 5.40 kN/m x 1.6
= 8.64 kN/m
Total Ultimate Load
For 6-8 = (30.45 + 8.64) kN/m
= 39.09 kN/m
2.70 kN/m
5.40 kN/m
6 8
4800
30.45 kN/m
8.64 kN/m
39.09 kN/m
53

REACTION FORCES
Total Load
= 39.09 kN/m x 4.8 m
= 187.63 kN
By using 6F as reference point,
ΣM = 0
0 = M6F1
+ (-M6F2
)
= (R6F
x 4.8) - (187.63 x 2.4)
= 4.8 R6F
- 450.32
4.2 R6F
= 450.32
R5B
= 93.82 kN
ΣFy
= 0
0 = R6B
+R8B
+ (-187.63)
0 = 93.82 + R8B
-187.63
R8B
= 187.63 - 93.82
= 93.82 kN
6 8
4800
187.63 kN
2400 2400
R6F
93.82 kN 93.82 kN
39.09 kN/m
R8F
M6F1
M6F2
54

BEAM F/5-6
BEAM F/5-6 CARRIES:
Dead Load from slab self weight : Gridline E-F/5-6, F-G/5-6
Live Load from slab : Gridline E-F/5-6, F-G/5-6
55

DEAD LOAD
Beam Self Weight
= (0.25 x 0.50) m² x 24 kN/m³
= 2.40 kN/m
= (3.00 x 0.15) m² x 19 kN/m³
= 8.55 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
Total Dead Load
For 5-6 = (2.40 + 8.55 + 5.40 + 5.40 ) kN/m
= 21.75 kN/m
LIVE LOAD
Slab E-F/5-6
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
Slab F-G/5-6
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
5 6
4200
2.40 kN/m
8.55 kN/m
5.40 kN/m
5.40 kN/m
5 6
4200
2.70 kN/m
21.75 kN/m
2.70 kN/m
56

5 6
4200
30.45 kN/m
Total Live Load
For 5-6 = (2.70 + 2.70) kN/m
= 5.40 kN/m
ULTIMATE LOAD
Ultimate Dead Load
= 21.75 kN/m x 1.4
= 30.45 kN/m
Ultimate Live Load
= 5.40 kN/m x 1.6
= 8.64 kN/m
Total Ultimate Load
For 5-6 = (30.45 + 8.64) kN/m
= 39.09 kN/m
REACTION FORCES
Total Load
= 39.09 kN/m x 4.2 m
= 689.56 kN
By using 6F as reference point,
ΣM = 0
0 = M5F1
+ (-M5F2
)
= (R5F
x 4.2) - (689.56 x 2.1)
= 4.2 R5F
- 1448.07
4.2 R5F
= 1448.07
R5F
= 344.78 kN
ΣFy
= 0
0 = R5F
+R6F
+ (-689.56)
0 = 344.78 + R6F
-689.56
R6F
= 689.56 - 344.78
= 344.78 kN
5.40kN/m
8.64 kN/m
39.09 kN/m
5 6
4200
689.56 kN
2100 2100
R5F
R6F
M5F1
M5F2
344.78 kN 344.78 kN
39.09 kN/m
57

BEAM 6/E-G
BEAM 6/E-G CARRIES:
Dead Load from beam self weight : Gridline E-F
Dead Load from brick wall self weight : Gridline E-F
Dead Load from slab self weight : Gridline E-F/6-8, E-F/5-6, F-G/6-8, F-G/5-6
Live Load from slab : Gridline E-F/6-8, E-F/5-6, F-G/6-8, F-G/5-6
58

DEAD LOAD
Beam Self Weight
= (0.20 x 0.50) m² x 24 kN/m³
= 2.40 kN/m
concrete x Lx
/2
x 2
/3
= (0.125 m x 24 kN/m³) x 3.6
/2
x 2
/3
= 3 kN/m² x 1.8 m x 2
/3
= 3.60 kN/m
concrete x Lx
/2
x 2
/3
= (0.125 m x 24 kN/m³) x 3.6
/2
x 2
/3
= 3 kN/m² x 1.8 m x 2
/3
= 3.60 kN/m
concrete x Lx
/2
x 2
/3
= (0.125 m x 24 kN/m³) x 3.6
/2
x 2
/3
= 3 kN/m² x 1.8 m x 2
/3
= 3.60 kN/m
concrete x Lx
/2
x 2
/3
= (0.125 m x 24 kN/m³) x 3.6
/2
x 2
/3
= 3 kN/m² x 1.8 m x 2
/3
= 3.60 kN/m
Total Dead Load
For E-F = (2.40 + 3.60 + 3.60) kN/m
= 9.60 kN/m
For F-G = (2.40 + 3.60 + 3.60) kN/m
= 9.60 kN/m
E G
7200
3.60 kN/m
F
3600 3600
2.40 kN/m
3.60 kN/m
3.60 kN/m
3.60 kN/m
9.60 kN/m 9.60 kN/m
59

LIVE LOAD
Slab E-F/6-8
/2
x 2
/3
= 1.5 kN/m² x 3.6
/2
x 2
/3
= 1.80 kN/m
Slab E-F/5-6
/2
x 2
/3
= 1.5 kN/m² x 3.6
/2
x 2
/3
= 1.80 kN/m
Slab F-G/6-8
/2
x 2
/3
= 1.5 kN/m² x 3.6
/2
x 2
/3
= 1.80 kN/m
Slab F-G/5-6
/2
x 2
/3
= 1.5 kN/m² x 3.6
/2
x 2
/3
= 1.80 kN/m
Total Live Load
For E-F = (1.80 + 1.80) kN/m
= 3.60 kN/m
For F-G = (1.80 + 1.80) kN/m
= 3.60 kN/m
ULTIMATE LOAD
Ultimate Dead Load
For E-F = Total dead load x Load factor
= 9.60 kN/m x 1.4
= 13.44 kN/m
For F-G = Total dead load x Load factor
= 9.60 kN/m x 1.4
= 13.44 kN/m
1.80 kN/m
1.80 kN/m
1.80 kN/m
1.80 kN/m
E G
7200
F
3600 3600
3.60 kN/m 3.60 kN/m
E G
7200
F
3600 3600
13.44 kN/m 13.44 kN/m
60

Ultimate Live Load
For E-F = Total live load x Load factor
= 3.60 kN/m x 1.6
= 5.76 kN/m
For F-G = Total live load x Load factor
= 3.60 kN/m x 1.6
= 5.76 kN/m
Total Ultimate Load
For E-F = (13.44 + 5.76) kN/m
= 19.20 kN/m
For F-G = (13.44 + 5.76) kN/m
= 19.20 kN/m
Point Load
= R6F
(from Beam F/6-8) + R6F
(from Beam F/5-6)
= (93.82 + 344.78) kN
= 438.60 kN
REACTION FORCES
Total Load
For E-F = 19.20 kN/m x 3.6 m
= 69.12 kN
For F-G = 19.20 kN/m x 3.6 m
= 69.12 kN
By using 6G as reference point,
ΣM = 0
0 = M6G1
+ (-M6G2
) + (-M6G3
) + (-M6G4
)
= (R6E
x 7.2) - (69.12 x 5.4)
- (438.60 x 3.6) - (69.12 x 1.8)
= 7.2 R6E
- 373.25 - 1578.96 - 124.42
7.2 R6E
= 2076.73
R6E
= 288.42 kN
ΣFy
= 0
0 = R6E
+R6G
+ (-69.12) + (-438.60) + (-69.12)
0 = 288.42 + R6G
- 69.12 - 438.60 - 69.12
R6G
= -288.42 +69.12 +438.60 +69.12
= 288.42 kN
5.76 kN/m 5.76 kN/m
19.20 kN/m 19.20 kN/m
19.20 kN/m 19.20 kN/m
438.60 kN
69.12 kN
E G
7200
438.60 kN
1800
R6E
R6G
69.12 kN
1800 1800 1800
F
M6G1
M6G3
M6G4
M6G2
288.42 kN 288.42 kN
19.20 kN/m 19.20 kN/m
438.60 kN
61

SHEAR FORCES
288.42 - 69.12 = 219.30 kN
219.30 - 438.60 = -219.30 kN
-219.30 - 69.12 = -288.42 kN
-288.42+ 288.42 = 0 kN
BENDING MOMENT
Positive Area
= (288.42 + 219.30) kN x ½ x 3.6 m
= 913.90 kNm
Negative Area
= (-219.30 -288.42) kN x ½ x 3.6 m
= -913.90
∴ Positive area ≈ Negative area
913.90 kNm + (-913.90) = 0
1288.42 kN
-219.30 - 69.12
= -288.42 kN
-288.42+ 288.42
= 0 kN
288.42 - 69.12 =
219.30 kN
219.30 - 438.60
= -219.30 kN
0 kNm 913.90 - 913.90
= 0 kNm
913.90 kNm
62

COLUMN ANALYSIS
COLUMN E8
ROOF LEVEL
DEAD LOAD
Roof Weight
= (1.5 x 7.2) m² x 1.0 kN/m²
= 16.20 kN
Roof Beam
= (1.5 + 7.2) m x 1.44 kN/m
= 12.53 kN
Total Dead Load
= (16.20 + 12.53) kN
= 28.73 kN
LIVE LOAD
Roof Weight
= (1.5 x 7.2) m² x 0.5 kN/m²
= 5.4 kN
63

SECOND FLOOR
DEAD LOAD
Slab Self Weight
= (1.5 x 7.2) m² x 3.6 kN/m²
= 38.88 kN
Beam Self Weight
= (1.5 + 7.2) m x 1.44 kN/m
+ [ (1.5+1.5)m x 1.44 kN/m x ½ ]
= 12.53 kN + 2.16 kN
= 14.69
= 7.2 m x 10 kN/m
= 72.00 kN
LIVE LOAD
Total Live Load
= (1.50 x 7.2) m² x 1.5 kN/m²
= 16.20 kN
64

Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (38.88 + 14.69 + 72 + 6.48 )kN
= 132.05 kN
65

FIRST FLOOR
DEAD LOAD
Slab Self Weight
= (1.5 x 7.2) m² x 3.6 kN/m²
= 38.88 kN
Beam Self Weight
= (1.5 + 7.2) m x 1.44 kN/m
+ [ (1.5+1.5)m x 1.44 kN/m x ½ ]
= 12.53 kN + 2.16 kN
= 14.69
= 7.2 m x 10 kN/m
= 72.00 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (38.88 + 14.69 + 72 + 6.48) kN
= 132.05 kN
LIVE LOAD
Total Live Load
= (1.50 x 7.2) m² x 1.5 kN/m²
= 16.20 kN
66

GROUND FLOOR
DEAD LOAD
Slab Self Weight
= (1.5 x 7.2) m² x 3.6 kN/m²
= 38.88 kN
Beam Self Weight
= (1.5 + 7.2) m x 1.44 kN/m
+ [ (1.5+1.5)m x 1.44 kN/m x ½ ]
= 12.53 kN + 2.16 kN
= 14.69
= 7.2 m x 10 kN/m
= 72.00 kN
LIVE LOAD
Total Live Load
= (1.50 x 7.2) m² x 1.5 kN/m²
= 16.20 kN
67

Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (38.88 + 14.69 + 72 + 6.48) kN
= 132.05 kN
ULTIMATE LOAD
Total Dead Load
= (28.73+132.05+132.05+132.05) kN
= 424.88 kN
Ultimate Dead Load
= 424.88 kN x 1.4
= 594.83 kN
Total Live Load
= (5.40 + 8.10 + 8.10 + 8.10 ) kN
= 29.70 kN
Ultimate Live Load
= 29.70 x 1.6
= 47.52 kN
Total Ultimate Load
= (594.83 + 47.52) kN
= 642.34 kN

COLUMN ANALYSIS
COLUMN G6
ROOF LEVEL
DEAD LOAD
Roof Weight
= { (2.4+2.1) [ (5.4/2) + 3.6 } m² x 1.0
kN/m²
= 28.35 kN
Roof Beam
= { (2.4+2.1) [ (5.4/2) + 3.6 } m x 1.44 kN/m
= 40.82 kN
Total Dead Load
=[ { (2.4+2.1) [ (5.4/2) + 3.6 } + 14.69 ] kN
= 69.17 kN
LIVE LOAD
Roof Weight
= { (2.4+2.1) [ (5.4/2) + 3.6 } m² x 0.5
kN/m²
= 14.18 kN
69

SECOND FLOOR
DEAD LOAD
Slab Self Weight
= { (2.4+2.1) [ (5.4/2) + 3.6 } m² x 3.6
kN/m²
= 102.06 kN
Beam Self Weight
= { (2.4+2.1) [ (5.4/2) + 3.6 } m x 1.44
kN/m + 4.5 m x 1.44 kN/m x ½
= 15.55 kN + 3.24 kN
= 18.79 kN
= 4.5 m x 10 kN/m
= 45.00 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
LIVE LOAD
Total Live Load
= { (2.4+2.1) [ (5.4/2) + 3.6 } m² x 1.5
kN/m²
= 42.53 kN
70

FIRST FLOOR
DEAD LOAD
Slab Self Weight
= { (2.4+2.1) [ (5.4/2) + 3.6 } m² x 3.6 kN/m²
= 102.06 kN
Beam Self Weight
= { (2.4+2.1) [ (5.4/2) + 3.6 } m x 1.44 kN/m
+ 4.5 m x 1.44 kN/m x ½
= 15.55 kN + 3.24 kN
= 18.79 kN
= 4.5 m x 10 kN/m
= 45.00 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
LIVE LOAD
Total Live Load
= { (2.4+2.1) [ (5.4/2) + 3.6 } m² x 1.5
kN/m²
= 42.53 kN
Total Dead Load
= (102.06 + 18.79 + 45.00 + 6.48) kN
= 172.33 kN
71

Total Dead Load
= (102.06 + 18.79 + 45.00 + 6.48) kN
= 172.33 kN
GROUND FLOOR
DEAD LOAD
Slab Self Weight
= { (2.4+2.1) [ (5.4/2) + 3.6 } m² x 3.6
kN/m²
= 102.06 kN
Beam Self Weight
= { (2.4+2.1) [ (5.4/2) + 3.6 } m x 1.44
kN/m + 4.5 m x 1.44 kN/m x ½
= 15.55 kN + 3.24 kN
= 18.79 kN
= 4.5 m x 10 kN/m
= 45.00 kN
LIVE LOAD
Total Live Load
= { (2.4+2.1) [ (5.4/2) + 3.6 } m² x 1.5
kN/m²
= 42.53 kN
72

Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (102.06 + 18.79 + 45.00 + 6.48) kN
= 172.33 kN
ULTIMATE LOAD
Total Dead Load
= (69.17+ 172.33 + 172.33 + 172.33) kN
= 586.17 kN
Ultimate Dead Load
= 586.17 kN x 1.4
= 820.64 kN
Total Live Load
= (14.18 + 42.53 + 42.53 + 42.53) kN
= 141.77 kN
Ultimate Live Load
= 141.77 x 1.6
= 226.83 kN
Total Ultimate Load
= (820.64 + 226.83) kN
= 1047.44 kN

NG ZIEN LOON 0328565
& COLUMNS

COLUMN ANALYSIS
BEAM ANALYSIS
BEAM A/5-6 (Uniformly Distributed Load)
BEAM 5-A/C (Uniformly Distributed Load and Point Load from
Beam B/5-6 & Beam B/4-5)
75

BEAM ANALYSIS
BEAM A/5-6
BEAM A/5-6 CARRIES:
Dead Load from slab self weight : Gridline A-B/5-6
Live Load from slab : Gridline A-B/5-6
76

DEAD LOAD
Beam Self Weight
= (0.25 x 0.60) m² x 24 kN/m³
= 3.60 kN/m
= (3.00 x 0.15) m² x 19 kN/m³
= 8.55 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
Total Dead Load
For 5-6 = (3.60 + 8.55 + 5.40) kN/m
= 17.55 kN/m
LIVE LOAD
Slab A-B/5-6
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
ULTIMATE LOAD
Ultimate Dead Load
= 17.55 kN/m x 1.4
= 24.57 kN/m
5 6
4200
3.60 kN/m
8.55 kN/m
5.40 kN/m
17.55 kN/m
5 6
4200
2.70 kN/m
5 6
4200
24.57 kN/m
77

Ultimate Live Load
= 2.70 kN/m x 1.6
= 4.32 kN/m
Total Ultimate Load
For 5-6 = (24.57 + 4.32) kN/m
= 28.89 kN/m
REACTION FORCES
Total Load
= 28.89 kN/m x 4.2 m
= 121.34 kN
ΣM = 0
0 = M6A1
+ (-M6A2
)
= (R5A
x 4.2) - (121.34 x 2.1)
= 4.2 R5A
- 254.81
4.2 R5A
= 254.81
R5A
= 60.67 kN
ΣFy
= 0
0 = R5A
+R6A
+ (-121.34)
0 = 60.67 + R6A
-121.34
R6A
= 121.34 - 60.67
= 60.67 kN
SHEAR FORCES
60.67 - 121.34 = -60.67 kN
-60.67 + 60.67 = 0 kN
4.32 kN/m
28.89 kN/m
5 6
4200
121.34 kN
2100 2100
R5A
R6A
60.67 kN 60.67 kN
28.89 kN/m
60.67 kN
60.60 - 121.34
= -60.67 kN
-60.67 + 60.67
= 0kN
M6A1
M6A2
78

BENDING MOMENT
Positive Area
= 60.67 kN x 2.1 m x ½
= 63.70 kNm
Negative Area
= -60.67 kN x 2.1 m x ½
= -63.70 kNm
63.70 kNm + (-63.70 kNm) = 0
0 kNm 63.70 - 63.70
= 0 kNm
63.70 kNm
79

BEAM B/5-6
BEAM B/5-6 CARRIES:
Dead Load from slab self weight : Gridline A-B/5-6, B-C/5-6
Live Load from slab : Gridline A-B/5-6, B-C/5-6
80

DEAD LOAD
Beam Self Weight
= (0.20 x 0.50) m² x 24 kN/m³
= 2.40 kN/m
= (3.00 x 0.15) m² x 19 kN/m³
= 8.55 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
Total Dead Load
For 5-6 = (2.40 + 8.55 + 5.40 + 5.40) kN/m
= 21.75 kN/m
LIVE LOAD
Slab A-B/5-6
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
5 6
4200
2.40 kN/m
8.55 kN/m
5.40 kN/m
21.75 kN/m
5 6
4200
2.70 kN/m
5.40 kN/m
81

Slab B-C/5-6
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
Total Live Load
For 5-6 = (2.70 + 2.70) kN/m
= 5.40 kN/m
ULTIMATE LOAD
Ultimate Dead Load
= 21.75 kN/m x 1.4
= 30.45 kN/m
Ultimate Live Load
= 5.40 kN/m x 1.6
= 8.64 kN/m
Total Ultimate Load
For 5-6 = (30.45 + 8.64) kN/m
= 39.09 kN/m
2.70 kN/m
5.40 kN/m
5 6
4200
30.45 kN/m
8.64 kN/m
39.09 kN/m
82

REACTION FORCES
Total Load
= 39.09 kN/m x 4.2 m
= 164.18 kN
By using 6B as reference point,
ΣM = 0
0 = M6B1
+ (-M6B2
)
= (R5B
x 4.2) - (164.18 x 2.1)
= 4.2 R5B
- 344.78
4.2 R5B
= 344.78
R5B
= 82.09 kN
ΣFy
= 0
0 = R5B
+R6B
+ (-164.18)
0 = 82.09 + R6B
-164.18
R6B
= 164.18 - 82.09
= 82.09 kN
5 6
4200
164.18 kN
2100 2100
R5B
82.09 kN 82.09 kN
39.09 kN/m
R6B
M6B1
M6B2
83

BEAM B/4-5
BEAM B/4-5 CARRIES:
DEAD LOAD
Beam Self Weight
= (0.20 x 0.50) m² x 24 kN/m³
= 2.40 kN/m
ULTIMATE LOAD
Ultimate Dead Load
= 2.40 kN/m x 1.4
= 3.36 kN/m
4 5
1800
2.40 kN/m
4 5
1800
3.36 kN/m
84

REACTION FORCES
Total Load
= 3.36 kN/m x 1.8 m
= 6.05 kN
ΣM = 0
0 = M5B1
+ (-M5B2
)
= (R4B
x 1.8) - (6.05 x 0.9)
= 1.8 R4B
- 5.45
1.8 R4B
= 5.45
R4B
= 3.03 kN
ΣFy
= 0
0 = R4B
+R5B
+ (-6.05)
0 = 3.03 + R5B
-6.05
R5B
= 6.05 - 3.03
= 3.02 kN (≈3.03 kN)
4 5
1800
6.05 kN
900 900
R4B
3.03 kN 3.02 kN
39.09 kN/m
R5B
M5B1
M5B2
85

BEAM 5/A-C
BEAM 5/A-C CARRIES:
Dead Load from beam self weight : Gridline A-C
Dead Load from brick wall self weight : Gridline A-C
Dead Load from slab self weight : Gridline A-B/5-6, A-B/4-5, B-C/5-6 & B-C/4-5
Live Load from slab : Gridline A-B/5-6, A-B/4-5, B-C/5-6 & B-C/4-5
86

DEAD LOAD
Beam Self Weight
= (0.20 x 0.50) m² x 24 kN/m³
= 2.40 kN/m
= (3.00 x 0.15) m² x 19 kN/m³
= 8.55 kN/m
concrete x Lx
/2
x 2
/3
= (0.125 m x 24 kN/m³) x 3.6
/2
x 2
/3
= 3 kN/m² x 1.8 m x 2
/3
= 3.60 kN/m
concrete x Lx
/2
= (0.125 m x 24 kN/m³) x 1.8
/2
= 3 kN/m² x 0.9 m
= 2.70 kN/m
concrete x Lx
/2
x 2
/3
= (0.125m x 24 kN/m³) x 3.6
/2
x 2
/3
= 3 kN/m² x 1.8m x 2
/3
= 3.60 kN/m
concrete x Lx
/2
= (0.125 m x 24 kN/m³) x 1.8
/2
= 3 kN/m² x 0.9 m
= 2.70 kN/m
A C
7200
8.55 kN/m
3.60 kN/m
B
3600 3600
2.40 kN/m
2.70 kN/m
3.60 kN/m
2.70 kN/m
87

Total Dead Load
For A-B = (2.40 + 8.55 + 3.60 + 2.70) kN/m
= 17.25 kN/m
For B-C = (2.40 + 8.55 + 3.60 + 2.70) kN/m
= 17.25 kN/m
LIVE LOAD
Slab A-B/5-6
/2
x 2
/3
= 1.5 kN/m² x 3.6
/2
x 2
/3
= 1.80 kN/m
Slab A-B/4-5
/2
= 1.5 kN/m² x 1.8
/2
= 1.35 kN/m
Slab B-C/5-6
/2
x 2
/3
= 1.5 kN/m² x 3.6
/2
x 2
/3
= 1.80 kN/m
Slab B-C/4-5
/2
= 1.5 kN/m² x 1.8
/2
= 1.35 kN/m
Total Live Load
For A-B = (1.80 + 1.35) kN/m
= 3.15 kN/m
For B-C = (1.80 + 1.35) kN/m
= 3.15 kN/m
17.25 kN/m 17.25 kN/m
1.80 kN/m
1.35 kN/m
1.80 kN/m
1.35 kN/m
A C
7200
B
3600 3600
3.15 kN/m 3.15 kN/m
88

ULTIMATE LOAD
Ultimate Dead Load
For A-B = Total dead load x Load factor
= 17.25 kN/m x 1.4
= 24.15 kN/m
For B-C = Total dead load x Load factor
= 17.25 kN/m x 1.4
= 24.15 kN/m
Ultimate Live Load
For A-B = Total live load x Load factor
= 3.15 kN/m x 1.6
= 5.04 kN/m
For B-C = Total live load x Load factor
= 3.15 kN/m x 1.6
= 5.04 kN/m
Total Ultimate Load
For A-B = (24.15 + 5.04) kN/m
= 29.19 kN/m
For B-C = (24.15 + 5.04) kN/m
= 29.19 kN/m
Point Load
= R5B
(from Beam B/5-6) + R5B
(from Beam
B/4-5)
= (82.09 + 3.02) kN
= 85.11 kN
A C
7200
B
3600 3600
24.15 kN/m 24.15 kN/m
5.04 kN/m 5.04 kN/m
29.19 kN/m 29.19 kN/m
29.19 kN/m 29.19 kN/m
85.11 kN
89

105.08 kN
REACTION FORCES
Total Load
For A-B = 29.19 kN/m x 3.6 m
= 105.08 kN
For B-C = 29.19 kN/m x 3.6 m
= 105.08 kN
By using 5C as reference point,
ΣM = 0
0 = M5C1
+ (-M5C2
) + (-M5C3
) + (-M5C4
)
= (R5A
x 7.2) - (105.08 x 5.4)
- (85.11 x 3.6) - (105.8 x 1.8)
= 7.2 R5A
- 567.43 - 306.40 - 189.14
7.2 R5A
= 1062.97
R5A
= 147.63 kN
ΣFy
= 0
0 = R5A
+R5C
+ (-105.08) + (-85.11) +
(-105.08)
0 = 147.63 + R5C
- 105.08 - 85.11 - 105.08
R5C
= 105.08 + 85.11 + 105.08 - 147.63
= 147.64 kN (≈147.63 kN)
SHEAR FORCES
147.63 - 105.08 = 42.55 kN
42.55 - 85.11 = -42.56 kN
-42.56 - 105.08 = -147.64 kN
-147.64 + 147.64 = 0 kN
BENDING MOMENT
Positive Area
= (147.63 + 42.55) kN x ½ x 3.6 m
= 342.32 kNm
Negative Area
= (-42.56 - 147.64) kN x ½ x 3.6 m
= -342.36 kNm (≈342.32 kNm)
342.32 kNm + (-342.36 kNm) = -0.04 (≈0)
A C
7200
85.11 kN
1800
R5A
147.63 kN 147.64 kN
29.19 kN/m
R5C
105.08 kN
1800 1800 1800
B
29.19 kN/m
85.11 kN
147.63 kN
-42.56 - 105.08
= -147.64 kN
-147.64 + 147.64
= 0kN
147.63 - 105.08
= 42.55kN
42.55 - 85.11
= -42.56kN
0 kNm 342.32 - 342.35
≈ 0 kNm
342.32 kNm
M5C1
M5C3
M5C4
M5C2
90

COLUMN ANALYSIS
COLUMN A6
ROOF LEVEL
DEAD LOAD
Roof Weight
= (4.5 x 3.6) m² x 1.0 kN/m²
= 6.48 kN
Roof Beam
= (4.5 + 3.6) m x 1.44 kN/m
= 11.66 kN
Total Dead Load
= (6.48 + 11.66) kN
= 18.14 kN
LIVE LOAD
Roof Weight
= (4.5 x 3.6) m² x 0.5 kN/m²
= 8.10 kN
91

SECOND FLOOR
DEAD LOAD
Slab Self Weight
= (4.5 x 3.6) m² x 3.6 kN/m²
= 58.32 kN
Beam Self Weight
= (4.5 + 3.6) m x 1.44 kN/m
+ 4.5 m x 1.44 kN/m x ½
= 11.66 kN + 3.24 kN
= 14.90 kN
= 4.5 m x 10 kN/m
= 45.00 kN
LIVE LOAD
Total Live Load
= (4.5 x 3.6) m² x 1.5 kN/m²
= 24.30 kN
92

Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (58.32 + 14.90 + 45.00 + 6.48) kN
= 124.70 kN
93

FIRST FLOOR
DEAD LOAD
Slab Self Weight
= (4.5 x 3.6) m² x 3.6 kN/m²
= 58.32 kN
Beam Self Weight
= (4.5 + 3.6) m x 1.44 kN/m
+ 4.5 m x 1.44 kN/m x ½
= 11.66 kN + 3.24 kN
= 14.90 kN
= 4.5 m x 10 kN/m
+ 4.5 m x 10 kN/m x ½
= 45.00 kN + 22.5 kN
= 67.50 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (58.32 + 14.90 + 67.50 + 6.48) kN
= 147.20 kN
LIVE LOAD
Total Live Load
= (4.5 x 3.6) m² x 1.5 kN/m²
= 24.30 kN
94

GROUND FLOOR
DEAD LOAD
Slab Self Weight
= (4.5 x 3.6) m² x 3.6 kN/m²
= 58.32 kN
Beam Self Weight
= (4.5 + 3.6) m x 1.44 kN/m
+ 4.5 m x 1.44 kN/m x ½
= 11.66 kN + 3.24 kN
= 14.90 kN
= 4.5 m x 10 kN/m
+ 4.5 m x 10 kN/m x ½
= 45.00 kN + 22.5 kN
= 67.50 kN
LIVE LOAD
Total Live Load
= (4.5 x 3.6) m² x 1.5 kN/m²
= 24.30 kN
95

Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (58.32 + 14.90 + 67.50 + 6.48) kN
= 147.20 kN
ULTIMATE LOAD
Total Dead Load
= (27.86 + 124.70 + 147.20 + 147.20) kN
= 446.96 kN
Ultimate Dead Load
= 446.96 kN x 1.4
= 645.74 kN
Total Live Load
= (8.10 + 24.30 + 24.30 + 24.30) kN
= 81.00 kN
Ultimate Live Load
= 81.00 x 1.6
= 129.60 kN
Total Ultimate Load
= (625.74 + 129.60) kN
= 755.34 kN

COLUMN ANALYSIS
COLUMN C5
ROOF LEVEL
DEAD LOAD
Roof Weight
= (3.0 x 7.2) m² x 1.0 kN/m²
= 21.60 kN
Roof Beam
= (3.0 + 7.2)m x 1.44 kN/m
= 14.69 kN
Total Dead Load
= (21.60 + 14.69) kN
= 36.29 kN
LIVE LOAD
Roof Weight
= (3.0 x 7.2) m² x 0.5 kN/m²
= 10.80 kN
97

SECOND FLOOR
DEAD LOAD
Slab Self Weight
= (3.0 x 7.2) m² x 3.6 kN/m²
= 77.76 kN
Beam Self Weight
= (3.0 + 7.2) m x 1.44 kN/m
+ (3.0 + 3.0) m x 1.44 kN/m x ½
= 14.69 kN + 4.32 kN
= 19.01 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (77.76 + 19.01 + 6.48) kN
= 103.25 kN
LIVE LOAD
Total Live Load
= (3.0 x 7.2) m² x 1.5 kN/m²
= 32.40 kN
98

FIRST FLOOR
DEAD LOAD
Slab Self Weight
= (3.0 x 7.2) m² x 3.6 kN/m²
= 77.76 kN
Beam Self Weight
= (3.0 + 7.2) m x 1.44 kN/m
+ (3.0 + 3.0) m x 1.44 kN/m x ½
= 14.69 kN + 4.32 kN
= 19.01 kN
= (2.1 + 7.2) m x 10 kN/m
+ (2.1 + 2.1) m x 10 kN/m x ½
= 93.00 kN + 21.00 kN
= 114.00 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
LIVE LOAD
Total Live Load
= (3.0 x 7.2) m² x 1.5 kN/m²
= 32.40 kN
99

Total Dead Load
= (77.76 + 19.01 + 114.00 + 6.48) kN
= 217.25 kN
GROUND FLOOR
DEAD LOAD
Slab Self Weight
= (3.0 x 7.2) m² x 3.6 kN/m²
= 77.76 kN
Beam Self Weight
= (3.0 + 7.2) m x 1.44 kN/m
+ (3.0 + 3.0) m x 1.44 kN/m x ½
= 14.69 kN + 4.32 kN
= 19.01 kN
= (2.1 + 7.2) m x 10 kN/m
+ (2.1 + 2.1) m x 10 kN/m x ½
= 93.00 kN + 21.00 kN
= 114.00 kN
LIVE LOAD
Total Live Load
= (3.0 x 7.2) m² x 1.5 kN/m²
= 32.40 kN
100

Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (77.76 + 19.01 + 114.00 + 6.48) kN
= 217.25 kN
ULTIMATE LOAD
Total Dead Load
= (36.29 + 103.25 + 217.25 + 217.25) kN
= 574.04 kN
Ultimate Dead Load
= 574.04 kN x 1.4
= 803.66 kN
Total Live Load
= (10.80 + 32.40 + 32.40 + 32.40) kN
= 108..00 kN
Ultimate Live Load
= 108.00 x 1.6
= 172.80 kN
Total Ultimate Load
= (803.66 + 172.80) kN
= 976.46 kN

NICHOLAS WONG 0328559
& COLUMNS

COLUMN ANALYSIS
BEAM ANALYSIS
BEAM 4/A-C(Uniformly Distributed Load and Point Load from
Beam B/4-5 & Beam B/3-4)
103

BEAM ANALYSIS
BEAM A/3-4
BEAM A/3-4 CARRIES:
104

DEAD LOAD
Beam Self Weight
= Beam size x Density of reinforced
concrete
= (0.25 x 0.60) m² x 24 kN/m³
= 3.60 kN/m
= Wall height x Wall thickness x Density
of brick
= (3.00 x 0.15) m² x 19 kN/m³
= 8.55 kN/m
Total Dead Load
For 3-4 = (3.60 + 8.55) kN/m
= 12.15 kN/m
ULTIMATE LOAD
Ultimate Dead Load
= 12.15 kN/m x 1.4
= 17.01 kN/m
Total Ultimate Load
For 3-4 = 17.01 kN/m
3 4
3600
3.60 kN/m
8.55 kN/m
12.15 kN/m
3 4
3600
17.01 kN/m
105

REACTION FORCES
Total Load
= 24.57 kN/m x 3.6 m
= 88.452 kN
ΣM = 0
0 = M3A1
+ (-M3A2
)
= (R3A
x 3.6) - (88.452 x 1.8)
= 3.6 R3A
- 159.2136
-3.6 R3A
= -159.213
R3A
= 44.226kN
ΣFy
= 0
0 = R3A
+R4A
+ (-44.226)
0 = 44.226+ R4A
-88.452
R6A
= 88.452-44.226
= 44.226 kN
SHEAR FORCES
44.226-88.452 = -44.226 kN
-44.226+44.226 = 0 kN
3 4
3600
88.452 kN
1800 1800
R3A
R4A
44.226kN 44.226kN
28.89 kN/m
44.226 kN
44.226-88.452
= -44.226 kN
-44026 +44.226
= 0kN
M3A1
M3A2
106

BENDING MOMENT
Positive Area
= 44.226 kN x 1.8 m x ½
= 39.803 kNm
Negative Area
= -44.226 kN x 1.8 m x ½
= -39.803 kNm
39.803 kNm + (-39.803kNm) = 0
0 kNm 44.226-44.226
= 0 kNm
44.226
kNm
107

BEAM A/3-4
BEAM B/4-5 CARRIES:
DEAD LOAD
Beam Self Weight
= (0.20 x 0.50) m² x 24 kN/m³
= 2.40 kN/m
ULTIMATE LOAD
Ultimate Dead Load
= 2.40 kN/m x 1.4
= 3.36 kN/m
4 5
1800
2.40 kN/m
4 5
1800
3.36 kN/m
108

DEAD LOAD
Beam Self Weight
= (0.20 x 0.50) m² x 24 kN/m³
= 2.40 kN/m
ULTIMATE LOAD
Ultimate Dead Load
= 2.40 kN/m x 1.4
= 3.36 kN/m
4 5
1800
2.40 kN/m
4 5
1800
3.36 kN/m
109

REACTION FORCES
Total Load
= 3.36 kN/m x 1.8 m
= 6.05 kN
ΣM = 0
0 = M5B1
+ (-M5B2
)
= (R4B
x 1.8) - (6.05 x 0.9)
= 1.8 R4B
- 5.45
1.8 R4B
= 5.45
R4B
= 3.03 kN
ΣFy
= 0
0 = R4B
+R5B
+ (-6.05)
0 = 3.03 + R5B
-6.05
R5B
= 6.05 - 3.03
= 3.02 kN (≈3.03 kN)
4 5
1800
6.05 kN
900 900
R4B
3.03 kN 3.02 kN
39.09 kN/m
R5B
M5B1
M5B2
110

BEAM A/3-4
BEAM B/3-4 CARRIES:
Dead Load from slab self weight : Gridline B-C/3-4
Live Load from slab : Gridline B-C/3-4
111

DEAD LOAD
Beam Self Weight
= (0.25 x 0.60) m² x 24 kN/m³
= 3.60 kN/m
= (3.00 x 0.15) m² x 19 kN/m³
= 8.55 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
Total Dead Load
For 3-4 = (3.60 + 8.55 + 5.40) kN/m
= 17.55 kN/m
LIVE LOAD
Slab B-C/3-4
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
ULTIMATE LOAD
Ultimate Dead Load
= 17.55 kN/m x 1.4
= 24.57 kN/m
3 4
3600
3.60 kN/m
8.55 kN/m
5.40 kN/m
17.55 kN/m
3 4
3600
2.70 kN/m
3 4
3600
24.57 kN/m
112

Ultimate Live Load
= 2.70 kN/m x 1.6
= 4.32 kN/m
Total Ultimate Load
For 3-4 = (24.57 + 4.32) kN/m
= 28.89 kN/m
4.32 kN/m
28.89 kN/m
113

REACTION FORCES
Total Load
= 28.89 kN/m x 3.6 m
= 104.004 kN
ΣM = 0
0 = M3B1
+ (-M3B2
)
= (R3B
x 3.6) - (104.004 x 1.8)
= 3.6 R3B
- 187.2072
-3.6 R3B
= -187.2072
R3B
= 52.002 kN
ΣFy
= 0
0 = R3B
+R4B
+ (-104.004)
0 = 52.002+ R4B
-104.004
R4B
= 104.004-52.002
= 52.002 kN
3 4
3600
104.004 kN
1800 1800
R3B
R4B
52.002 kN 52.002kN
28.89 kN/m
M3B1
M3B2
114

BEAM 4/A-C
BEAM 4/A-C CARRIES:
Dead Load from slab self weight : Gridline A-B/4-5 , B-C 4-5, B-C/3-4
Live Load from slab : Gridline A-B/4-5 , B-C 4-5, B-C/3-4
115

DEAD LOAD
Beam Self Weight
= (0.25 x 0.60) m² x 24 kN/m³
= 3.60 kN/m
= (3.00 x 0.15) m² x 19 kN/m³
= 8.55 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 1.8
/2
= 3 kN/m² x 0.9m
= 2.70 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 1.8
/2
= 3 kN/m² x 0.9m
= 2.70 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 0.9m
= 5.40 kN/m
Total Dead Load
For A-B = (3.60+8.55+2.7) kN/m
= 14.85 kN/m
For B-C = (3.60+8.55+2.7+5.40) kN/m
= 20.25 kN/m
A C
7200
8.55 kN/m
2.70 kN/m
B
3600 3600
3.6 kN/m
2.70 kN/m
20.25 kN/m
5.40 kN/m
14.85 kN/m
116

LIVE LOAD
Slab A-B/4-5
/2
= 1.5 kN/m² x 1.8
/2
= 1.35 kN/m
Slab B-C/4-5
/2
= 1.5 kN/m² x 1.8
/2
= 1.35 kN/m
Slab B-C /3-4
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
Total Live Load
For A-B = 1.35 kN/m
For B-C = (2.70 + 1.35) kN/m
= 4.05 N/m
1.35 kN/m
2.70 kN/m
A C
7200
B
3600 3600
1.35 kN/m 4.05 kN/m
1.35 kN/m
117

ULTIMATE LOAD
Ultimate Dead Load
= 14.85 kN/m x 1.4
= 20.79 kN/m
= 20.25 kN/m x 1.4
= 28.35 kN/m
Ultimate Live Load
= 1.35 kN/m x 1.6
= 2.16 kN/m
= 4.05 kN/m x 1.6
= 6.48 kN/m
Total Ultimate Load
For A-B = (20.79+2.16) kN/m
= 22.95 kN/m
For B-C = (28.35+6.48) kN/m
= 34.83 kN/m
Point Load
= R5B
(from Beam B/5-6) + R5B
(from Beam
B/4-5)
= (52.002 + 3.02) kN
= 55.022 kN
A C
7200
B
3600 3600
24.15 kN/m 24.15 kN/m
2.16 kN/m 6.48kN/m
22.95kN/m 34.83 kN/m
22.95kN/m 34.83 kN/m
55.022 kN
118

REACTION FORCES
Total Load
= 28.89 kN/m x 7.2 m
= 208.01 kN
By using 4C as reference point,
ΣM = 0
0 = M4A1
+ (-M4A2
)
= (R4A
x 7.2) - (263.03 x3.6)
= 7.2 R4A
- 946.91
-7.2 R4A
= -946.91
R4A
= 131.51 kN
ΣFy
= 0
0 = R4A
+R4C
+ (-104.004)
0 = 52.002+ R4C
-104.004
R4A
= 104.004-52.002
= 52.002 kN
SHEAR FORCES
131.51-104.00 = 27.51kN
27.51-55.02 = -27.51kN
-27.51-104.00= -131.51 kN
-131.51 + 131.51 = 0 kN
A C
7200
263.03 kN
3600 3600
R4A
R4C
131.51kN 131.51 kN
28.89 kN/m
M4A1
M4A2
55.022kN
131.51 kN
-27.51-104.00
= -131.51 kN
-11.51+131.51
= 0kN
131.51-104.00
= 27.51kN
27.51-55.02
= --27.51kN
119

BENDING MOMENT
Positive Area
= (131.51+27.51) kN x 3.6 m x ½
= 329.58 kNm
Negative Area
= (-131.51-27.51)kN x 3.6 m x ½
= -329.58 kNm
329.58 kNm + (-329.58kNm) = 0
0 kNm 329.58-329.58
= 0 kNm
329.58
kNm
120

COLUMN ANALYSIS
COLUMN A4
ROOF LEVEL
DEAD LOAD
Roof Weight
= (2.7 x 3.6) m² x 1.0 kN/m²
= 9.72 kN
Roof Beam
= (2.7 + 3.6) m x 1.44 kN/m
= 6.3 kN
Total Dead Load
= (9.72+6.3) kN
= 16.02 kN
LIVE LOAD
Roof Weight
= (2.7x 3.6) m² x 0.5 kN/m²
= 4.86 kN
121

SECOND FLOOR
DEAD LOAD
Slab Self Weight
= (0.9 x 3.6) m² x 3.6 kN/m²
= 11.66 kN
Beam Self Weight
= (0.9 + 3.6) m x 1.44 kN/m
+ 0.9 m x 1.44 kN/m x ½
= 6.48 kN + 1.3 kN
= 7.78 kN
= 0.9 m x 10 kN/m
= 9 kN
COLUMN ANALYSIS
COLUMN A4
LIVE LOAD
Total Live Load
= (0.9 x 3.6) m² x 1.5 kN/m²
= 4.86 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (11.66 + 7.78 + 9+ 6.48) kN
= 34.92kN
122

COLUMN ANALYSIS
COLUMN A4
FIRST FLOOR
DEAD LOAD
Slab Self Weight
= (0.9 x 3.6) m² x 3.6 kN/m²
= 11.66 kN
Beam Self Weight
= (0.9 + 3.6) m x 1.44 kN/m
+ 0.9 m x 1.44 kN/m x ½
= 6.48 kN + 1.3 kN
= 7.78 kN
= 0.9 m x 10 kN/m
+ 0.9 m x 10 kN/m x ½
= 13.5 kN
LIVE LOAD
Total Live Load
= (0.9 x 3.6) m² x 1.5 kN/m²
= 4.86 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (11.66 + 7.78 + 13.5+ 6.48) kN
= 39.42 kN
123

COLUMN ANALYSIS
COLUMN A4
GROUND FLOOR
DEAD LOAD
Slab Self Weight
= (1.8x 3.6) m² x 3.6 kN/m²
= 23.32 kN
Beam Self Weight
= (1.8+ 3.6) m x 1.44 kN/m
+ 1.8m x 1.44 kN/m x ½
= 7.77 kN + 1.3 kN
= 9.07 kN
= 1.8 m x 10 kN/m
+1.8 m x 10 kN/m x ½
= 27 kN
LIVE LOAD
Total Live Load
= (1.8 x 3.6) m² x 1.5 kN/m²
= 9.72 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (23.32+9.07+27+ 6.48) kN
= 65.87 kN
124

COLUMN ANALYSIS
ULTIMATE LOAD
Total Dead Load
= (16.02+34.92+39.42+65.87) kN
= 156.23 kN
Ultimate Dead Load
= 156.23 kN x 1.4
= 162.64 kN
Total Live Load
= (4.86+4.86+4.86+9.72) kN
= 24.3kN
Ultimate Live Load
= 24.3 x 1.6
= 30.13 kN
Total Ultimate Load
= Ultimate dead load + Ultimate live
load
= (162.64+30.13) kN
= 192.77 kN
125

COLUMN ANALYSIS
COLUMN C5
ROOF LEVEL
DEAD LOAD
Roof Weight
= (0.9 x 7.2) m² x 1.0 kN/m²
= 6.48 kN
Roof Beam
= (0.9 + 7.2) m x 1.44 kN/m
= 11.664 kN
Total Dead Load
= (6.48+11.664) kN
= 18.144 kN
LIVE LOAD
Roof Weight
= (0.9 x 7.2) m² x 0.5 kN/m²
= 3.24 kN
126

COLUMN ANALYSIS
COLUMN C5
SECOND FLOOR
DEAD LOAD
Slab Self Weight
= (0.9 x 7.2 m² x 3.6 kN/m²
= 23.33 kN
Beam Self Weight
= (0.9 + 7.2) m x 1.44 kN/m
+ 0.9 m x 1.44 kN/m x ½
= 11.66 kN + 1.3 kN
= 12.96 kN
= 0.9 m x 10 kN/m
= 9 kN
LIVE LOAD
Total Live Load
= (0.9 x 7.2) m² x 1.5 kN/m²
= 9.72 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (23.33 + 12.96 + 9+ 6.48) kN
= 51.77 kN
127

COLUMN ANALYSIS
COLUMN A4
FIRST FLOOR
DEAD LOAD
Slab Self Weight
= (2.7x 7.2) m² x 3.6 kN/m²
= 69.98 kN
Beam Self Weight
= (2.7+ 7.2) m x 1.44 kN/m
+ 2.7m x 1.44 kN/m x ½
= 14.25 kN + 3.88 kN
=18.13 kN
=2.7 m x 10 kN/m
+ 2.7 m x 10 kN/m x ½
= 40.5 kN
LIVE LOAD
Total Live Load
= (2.7 x 7.2) m² x 1.5 kN/m²
= 29.16 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (69.98+18.13+40.5+6.48) kN
= 135.09 kN
128

COLUMN ANALYSIS
COLUMN A4
GROUND FLOOR
DEAD LOAD
Slab Self Weight
= (2.7x 7.2) m² x 3.6 kN/m²
= 69.98 kN
Beam Self Weight
= (2.7+ 7.2) m x 1.44 kN/m
+ 2.7m x 1.44 kN/m x ½
= 14.25 kN + 3.88 kN
=18.13 kN
=2.7 m x 10 kN/m
+ 2.7 m x 10 kN/m x ½
= 40.5 kN
LIVE LOAD
Total Live Load
= (2.7 x 7.2) m² x 1.5 kN/m²
= 29.16 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (69.98+18.13+40.5+6.48) kN
= 135.09 kN
129

COLUMN ANALYSIS
COLUMN A4
ULTIMATE LOAD
Total Dead Load
= (18.144+51.77+135.09+135.09)
kN
= 340.1 kN
Ultimate Dead Load
= 340.1 kN x 1.4
= 476.14 kN
Total Live Load
= (3.24+9.72+29.16+29.16) kN
= 71.28kN
Ultimate Live Load
= 71.28 x 1.6
= 114.05 kN
Total Ultimate Load
= Ultimate dead load + Ultimate live
load
= (476.14+114.05) kN
= 590.19 kN
130

RAEMI SAFRI 0328385
& COLUMNS

COLUMN ANALYSIS
BEAM ANALYSIS
BEAM A-C/8 (Uniformly Distributed Load and Point Load from
Beam B/6-8)
132

BEAM ANALYSIS
BEAM A/6-8
BEAM A/6-8 CARRIES:
133

DEAD LOAD
Beam Self Weight
= (0.25 x 0.60) m² x 24 kN/m³
= 3.60 kN/m
= (3.00 x 0.15) m² x 19 kN/m³
= 8.55 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
Total Dead Load
For 6-8 = (3.60 + 8.55 + 5.40) kN/m
= 17.55 kN/m
LIVE LOAD
Slab A-B/5-6
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
ULTIMATE LOAD
Ultimate Dead Load
= 17.55 kN/m x 1.4
= 24.57 kN/m
6 8
4800
3.60 kN/m
8.55 kN/m
5.40 kN/m
17.55 kN/m
6 8
4800
2.70 kN/m
6 8
4800
24.57 kN/m
134

Ultimate Live Load
= 2.70 kN/m x 1.6
= 4.32 kN/m
Total Ultimate Load
For 6-8 = (24.57 + 4.32) kN/m
= 28.89 kN/m
REACTION FORCES
Total Load
= 28.89 kN/m x 4.8 m
= 138.67 kN
ΣM = 0
0 = M8A1
+ (-M8A2
)
= (R6A
x 4.8) - (138.67 x 2.4)
= 4.8 R6A
- 332.81
4.8 R6A
= 332.81
R6A
= 69.34 kN
ΣFy
= 0
0 = R6A
+R8A
+ (138.67)
0 = 69.34 + R8A
-138.67
R8A
= 138.67 - 69.34
= 69.33 (≈69.34 kN)
SHEAR FORCES
69.34 - 138.67 = -69.33 kN
-69.33 + 69.33 = 0 kN
4.32 kN/m
28.89 kN/m
6 8
4800
138.67
2400 2400
R6A
R8A
69.34 kN 69.33 kN
28.89 kN/m
69.34 kN
69.34 - 138.67
= -69.33 kN
-69.33 + 69.33
= 0kN
M8A1
M8A2
135

BENDING MOMENT
Positive Area
= 69.34 kN x 2.4 m x ½
= 83.21 kNm
Negative Area
= -69.33 kN x 2.4 m x ½
= -83.20 kNm
83.21 kNm + (-83.20 kNm) = 0.1 (≈0)
0 kNm 83.21 - 83.20
≈ 0 kNm
83.21 kNm
136

BEAM B/6-8
BEAM B/6-8 CARRIES:
Dead Load from slab self weight : Gridline A-B/6-8, B-C/6-8
Live Load from slab : Gridline A-B/6-8, B-C/6-8
137

DEAD LOAD
Beam Self Weight
= (0.20 x 0.50) m² x 24 kN/m³
= 2.40 kN/m
= (3.00 x 0.15) m² x 19 kN/m³
= 8.55 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 3.6
/2
= 3 kN/m² x 1.8m
= 5.40 kN/m
Total Dead Load
For 6-8 = (2.40 + 8.55 + 5.40 + 5.40) kN/m
= 21.75 kN/m
LIVE LOAD
Slab A-B/6-8
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
6 8
4800
2.40 kN/m
8.55 kN/m
5.40 kN/m
21.75 kN/m
6 8
4200
2.70 kN/m
5.40 kN/m
138

Slab B-C/6-8
/2
= 1.5 kN/m² x 3.6
/2
= 2.70 kN/m
Total Live Load
For 6-8 = (2.70 + 2.70) kN/m
= 5.40 kN/m
ULTIMATE LOAD
Ultimate Dead Load
= 21.75 kN/m x 1.4
= 30.45 kN/m
Ultimate Live Load
= 5.40 kN/m x 1.6
= 8.64 kN/m
Total Ultimate Load
For 5-6 = (30.45 + 8.64) kN/m
= 39.09 kN/m
2.70 kN/m
5.40 kN/m
6 8
4800
30.45 kN/m
8.64 kN/m
39.09 kN/m
139

REACTION FORCES
Total Load
= 39.09 kN/m x 4.8 m
= 187.63 kN
By using 8b as reference point;
ΣM = 0
0 = M8b1
+ (-M8b2
)
= (R6b
x 4.8) - (187.63 x 2.4)
= 4.8 R6b
- 450.31
4.8 R6b
= 450.31
R6b
= 93.81 kN
ΣFy
= 0
0 = R6b
+R8b
+ (-187.63)
0 = 93.81 + R8b
-187.63
R8b
= 187.63 - 93.81
= 93.82 kN
6 8
4800
187.63 kN
2400 2400
R6b
93.81 kN 93.82 kN
187.63 kN/m
R8b
M8b1
M8b2
140

BEAM 8/A-C
BEAM 8/A-C CARRIES:
Dead Load from beam self weight : Gridline A-C
Dead Load from brick wall self weight : Gridline A-C
Dead Load from slab self weight : Gridline A-B/6-8 & B-C/6-8
Live Load from slab : Gridline A-B/6-8 & B-C/6-8
141

DEAD LOAD
Beam Self Weight
= (0.25 x 0.60) m² x 24 kN/m³
= 3.60 kN/m
= (3.00 x 0.15) m² x 19 kN/m³
= 8.55 kN/m
concrete x Lx
/2
x 2
/3
= (0.125 m x 24 kN/m³) x 3.6
/2
x 2
/3
= 3 kN/m² x 1.8 m x 2
/3
= 3.60 kN/m
concrete x Lx
/2
x 2
/3
= (0.125m x 24 kN/m³) x 3.6
/2
x 2
/3
= 3 kN/m² x 1.8m x 2
/3
= 3.60 kN/m
Total Dead Load
For A-B = (3.60 + 8.55 + 3.60) kN/m
= 15.75 kN/m
For B-C = (3.60 + 8.55 + 3.60) kN/m
= 15.75 kN/m
A C
7200
8.55 kN/m
3.60 kN/m
B
3600 3600
3.60 kN/m
3.60 kN/m
15.75 kN/m 15.75 kN/m
142

LIVE LOAD
Slab A-B/6-8
/2
x 2
/3
= 1.5 kN/m² x 3.6
/2
x 2
/3
= 1.80 kN/m
Slab B-C/6-8
/2
x 2
/3
= 1.5 kN/m² x 3.6
/2
x 2
/3
= 1.80 kN/m
Total Live Load
For A-B = 1.80 kN/m
For B-C = 1.80 kN/m
1.80 kN/m
1.80 kN/m
A C
7200
B
3600 3600
1.80 kN/m 1.80 kN/m
143

ULTIMATE LOAD
Ultimate Dead Load
= 15.75 kN/m x 1.4
= 22.05 kN/m
= 15.75 kN/m x 1.4
= 22.05 kN/m
Ultimate Live Load
= 1.80 kN/m x 1.6
= 2.88 kN/m
= 1.80 kN/m x 1.6
= 2.88 kN/m
Total Ultimate Load
For A-B = (22.05 + 2.88) kN/m
= 24.93 kN/m
For B-C = (22.05 + 2.88) kN/m
= 24.93 kN/m
Point Load
= R8b
= 93.82 kN
A C
7200
B
3600 3600
22.05 kN/m 22.05 kN/m
2.88 kN/m 2.88 kN/m
24.93 kN/m 24.93 kN/m
24.93 kN/m 24.93 kN/m
93.82 kN
144

REACTION FORCES
Total Load
For A-B = 24.93 kN/m x 3.6 m
= 89.75 kN
For B-C = 24.93 kN/m x 3.6 m
= 89.75 kN
By using 8c as reference point,
ΣM = 0
0 = M8c1
+ (-M8c2
) + (-M8c3
) + (-M8c4
)
= (R8a
x 7.2) - (89.75 x 5.4)
- (93.82 x 3.6) - (89.75 x 1.8)
= 7.2 R5a
- 484.65 - 337.75 - 161.55
7.2 R8a
= 983.95
R8a
= 136.66 kN
ΣFy
= 0
0 = R8a
+R8c
+ (-89.75) + (-93.82) + (-89.75)
0 = 136.66 + Rb
- 89.75 - 93.82 - 89.75
R8c
= 89.75 + 93.82 + 89.75 - 136.66
= 136.66 kN
SHEAR FORCES
136.66 - 89.75 = 46.91 kN
46.91 - 93.82 = -46.91 kN
-46.91 - 89.75 = -136.66 kN
-136.66 + 136.66 = 0 kN
BENDING MOMENT
Positive Area
= (136.66 + 46.91) kN x ½ x 3.6 m
= 221.01 kNm
Negative Area
= (-46.91 - 136.66) kN x ½ x 3.6 m
= -221.01 kNm
0
89.75 kN
A C
7200
93.82 kN
1800
R8a
136.66 kN 136.66 kN
24.93 kN/m
R8c
89.75 kN
1800 1800 1800
B
24.93 kN/m
93.82 kN
136.66 kN
-46.91 - 89.75
= -136.66 kN
-136.66 + 136.66
= 0kN
136.66 - 89.75
= 46.91kN
46.91 - 93.82
= -46.91kN
0 kNm 221.01 - 221.01
= 0 kNm
221.01 kNm
M8c1
M8c3
M8c4
M8c2
145STRUCTURAL ANALYSIS OF A BUNGALOW

COLUMN ANALYSIS
COLUMN A8
ROOF LEVEL
DEAD LOAD
Roof Weight
= (2.4 x 3.6) m² x 1.0 kN/m²
= 8.64 kN
Roof Beam
= (2.4 + 3.6) m x 1.44 kN/m
= 8.64 kN
Total Dead Load
= (8.64 + 8.64) kN
= 17.28 kN
LIVE LOAD
Roof Weight
= (2.4 x 3.6) m² x 0.5 kN/m²
= 4.32 kN
146

SECOND FLOOR
DEAD LOAD
Slab Self Weight
= (2.4 x 3.6) m² x 3.6 kN/m²
= 31.10 kN
Beam Self Weight
= (2.4 + 3.6) m x 1.44 kN/m
+ 2.4 m x 1.44 kN/m x ½
= 8.64 kN + 1.73 kN
= 10.37 kN
= (2.4 + 3.6) x 10 kN/m
= 60 kN
LIVE LOAD
Total Live Load
= (2.4 x 3.6) m² x 1.5 kN/m²
= 12.96 kN
147

Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (31.10 + 10.37 + 60 + 6.48) kN
= 107.95 kN
148

FIRST FLOOR
DEAD LOAD
Slab Self Weight
= (2.4 x 3.6) m² x 3.6 kN/m²
= 31.10 kN
Beam Self Weight
= (2.4 + 3.6) m x 1.44 kN/m
+ 2.4 m x 1.44 kN/m x ½
= 8.64 kN + 1.73 kN
= 10.37 kN
= (2.4+3.6) m x 10 kN/m
+ 2.4 x 10 kN/m x ½
= 72 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (31.10 + 10.37 + 72 + 6.48) kN
= 119.95 kN
LIVE LOAD
Total Live Load
= (2.4 x 3.6) m² x 1.5 kN/m²
= 12.96 kN
149

GROUND FLOOR
DEAD LOAD
Slab Self Weight
= (2.4 x 3.6) m² x 3.6 kN/m²
= 31.10 kN
Beam Self Weight
= (2.4 + 3.6) m x 1.44 kN/m
+ 2.4 m x 1.44 kN/m x ½
= 8.64 kN + 1.73 kN
= 10.37 kN
= (2.4+3.6) m x 10 kN/m
+ 2.4 x 10 kN/m x ½
= 72 kN
LIVE LOAD
Total Live Load
= (2.4 x 3.6) m² x 1.5 kN/m²
= 12.96 kN
150

Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (31.10 + 10.37 + 72 + 6.48) kN
= 119.95 kN
ULTIMATE LOAD
Total Dead Load
= (17.28 + 107.95 + 119.95 + 119.95) kN
= 365.13 kN
Ultimate Dead Load
= 365.13 kN x 1.4
= 511.18 kN
Total Live Load
= (4.32 + 12.96 + 12.96 + 12.96) kN
= 43.2 kN
Ultimate Live Load
= 43.2 x 1.6
= 69.12 kN
Total Ultimate Load
= (511.18 + 69.12) kN
= 580.30 kN

COLUMN ANALYSIS
COLUMN C6
ROOF LEVEL
DEAD LOAD
Roof Weight
= (4.5 x 7.2) m² x 1.0 kN/m²
= 32.4 kN
Roof Beam
= (4.5 + 7.2)m x 1.44 kN/m
= 16.85 kN
Total Dead Load
= (32.4 + 16.85) kN
= 49.25 kN
LIVE LOAD
Roof Weight
= (4.5 x 7.2) m² x 0.5 kN/m²
= 16.2 kN
152

SECOND FLOOR
DEAD LOAD
Slab Self Weight
= (4.5 x 7.2) m² x 3.6 kN/m²
= 116.64 kN
Beam Self Weight
= (4.5 + 7.2) m x 1.44 kN/m
+ (4.5 + 4.5) m x 1.44 kN/m x ½
= 16.85 kN + 6.48 kN
= 23.33 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (116.64 + 23.33 + 6.48) kN
= 146.45 kN
LIVE LOAD
Total Live Load
= (4.5 x 7.2) m² x 1.5 kN/m²
= 48.6 kN
153

FIRST FLOOR
DEAD LOAD
Slab Self Weight
= (4.5 x 7.2) m² x 3.6 kN/m²
= 116.64 kN
Beam Self Weight
= (4.5 + 7.2) m x 1.44 kN/m
+ (4.5 + 4.5) m x 1.44 kN/m x ½
= 16.85 kN + 6.48 kN
= 23.33 kN
= 4.5 m x 10 kN/m
+ (4.5 + 4.5) m x 10 kN/m x ½
= 45 kN + 45 kN
= 90 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
LIVE LOAD
Total Live Load
= (4.5 x 7.2) m² x 1.5 kN/m²
= 48.6 kN
154

Total Dead Load
= (116.64 + 23.33 + 90 + 6.48) kN
= 236.45 kN
GROUND FLOOR
DEAD LOAD
Slab Self Weight
= (4.5 x 7.2) m² x 3.6 kN/m²
= 116.64 kN
Beam Self Weight
= (4.5 + 7.2) m x 1.44 kN/m
+ (4.5 + 4.5) m x 1.44 kN/m x ½
= 16.85 kN + 6.48 kN
= 23.33 kN
= 4.5 m x 10 kN/m
+ (4.5 + 4.5) m x 10 kN/m x ½
= 45 kN + 45 kN
= 90 kN
LIVE LOAD
Total Live Load
= (4.5 x 7.2) m² x 1.5 kN/m²
= 48.6 kN
155

Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (116.64 + 23.33 + 90 + 6.48) kN
= 236.45 kN
ULTIMATE LOAD
Total Dead Load
= (49.25 + 146.45 + 236.45 + 236.45) kN
= 668.6 kN
Ultimate Dead Load
= 668.6 kN x 1.4
= 936.04 kN
Total Live Load
= (16.20 + 48.60 + 48.60 + 48.60) kN
= 162 kN
Ultimate Live Load
= 162 x 1.6
= 259.20 kN
Total Ultimate Load
= (936.04 + 259.20) kN
= 1195.24 kN

YEW JEY YEE 0327708
& COLUMNS

COLUMN ANALYSIS
BEAM ANALYSIS
BEAM 8/G-H (Uniformly Distributed Load)
BEAM H/6-8 (Uniformly Distributed Load and Point Load from
Beam 7/H-I)
COLUMN G8 (Perimeter Column)
COLUMN H6 (Interior Column)
158

BEAM ANALYSIS
BEAM 8/G-H
BEAM 8/G-H CARRIES:
Dead Load from beam self weight : Gridline G-H
Dead Load from brick wall self weight : Gridline G-H
Dead Load from slab self weight : Gridline G-H/6-8
Live Load from slab : Gridline G-H/6-8
159

DEAD LOAD
Beam Self Weight
= (0.25 x 0.60) m² x 24 kN/m³
= 3.60 kN/m
= (3.00 x 0.15) m² x 19 kN/m³
= 8.55 kN/m
Slab G-H/6-8 Self Weight
concrete x Lx
/2
= (0.125m x 24 kN/m³) x 4.8
/2
= 3 kN/m² x 2.4m
= 7.20 kN/m
Total Dead Load
For G-H = (3.60 + 8.55 + 7.20) kN/m
= 19.35 kN/m
LIVE LOAD
Slab G-H/6-8
/2
= 1.5 kN/m² x 4.8
/2
= 3.60 kN/m
ULTIMATE LOAD
Ultimate Dead Load
= 19.35 kN/m x 1.4
= 27.09 kN/m
G H
5400
3.60 kN/m
8.55 kN/m
7.20 kN/m
19.35 kN/m
G H
5400
3.60 kN/m
G H
5400
27.09 kN/m
160

Ultimate Live Load
= 3.60 kN/m x 1.6
= 5.76 kN/m
Total Ultimate Load
For G-H = (27.09 + 5.76) kN/m
= 32.85 kN/m
REACTION FORCES
Total Load
= 32.85 kN/m x 5.4 m
= 177.39 kN
By using 8H as reference point,
ΣM = 0
0 = M8H1
+ (-M8H2
)
= (R8G
x 5.4) - (177.39 x 2.7)
= 5.4 R8G
- 478.95
5.4 R8G
= 478.95
R8G
= 88.70 kN
ΣFy
= 0
0 = R8G
+R8G
+ (-177.39)
0 = 88.70 + R8G
- 177.39
R8G
= 177.39 - 88.70
= 88.70 kN
SHEAR FORCES
88.70 - 177.39 = -88.70 kN
-88.70 + 88.70 = 0 kN
5.76 kN/m
32.85 kN/m
G H
5400
177.39 kN
2700 2700
R8G
R8H
88.70 kN 88.70 kN
32.85 kN/m
88.70 kN
88.70 - 177.39
= -88.70 kN
-88.70 + 88.70
= 0kN
M8H1
M8H2
161

BENDING MOMENT
Positive Area
= 88.70 kN x 2.7 m x ½
= 119.74 kNm
Negative Area
= -88.70 kN x 2.7 m x ½
= -119.74 kNm
119.74 kNm + (-119.74 kNm) = 0
0 kNm 119.74 - 119.74
= 0 kNm
119.74 kNm
162

BEAM 7/H-I
BEAM 7/H-I CARRIES:
Dead Load from beam self weight : Gridline H-I
Dead Load from brick wall self weight : Gridline H-I
163

DEAD LOAD
Beam Self Weight
= (0.20 x 0.60) m² x 24 kN/m³
= 3.60 kN/m
= (3.00 x 0.15) m² x 19 kN/m³
= 8.55 kN/m
Total Dead Load
For H-I = (3.60 + 8.55) kN/m
= 12.15 kN/m
ULTIMATE LOAD
Ultimate Dead Load
= 12.15 kN/m x 1.4
= 17.01 kN/m
H I
3000
3.60 kN/m
8.55 kN/m
12.15 kN/m
H I
3000
17.01 kN/m
164

REACTION FORCES
Total Load
= 17.01 kN/m x 3 m
= 51.03 kN
By using 7I as reference point,
ΣM = 0
0 = M7I1
+ (-M7I2
)
= (R7H
x 3) - (51.03 x 1.5)
= 3 R7H
- 76.55
3 R7H
= 76.55
R7H
= 25.52 kN
ΣFy
= 0
0 = R7H
+R7I
+ (-51.03)
0 = 25.52 + R7I
-51.03
R7I
= 51.03 -25.52
= 25.52 kN
H I
3000
51.03 kN
1500 1500
R7H
25.52 kN 25.52 kN
17.01 kN/m
R7I
M7I1
M7I2
165

BEAM H/6-8
BEAM 5/A-C CARRIES:
Dead Load from slab self weight : Gridline G-H/6-8
Live Load from slab : Gridline G-H/6-8
166

5.40 kN/m
DEAD LOAD
Beam Self Weight
= (0.20 x 0.60) m² x 24 kN/m³
= 3.60 kN/m
= (3.00 x 0.15) m² x 19 kN/m³
= 8.55 kN/m
Slab G-H/6-8 Self Weight
concrete x Lx
/2
x 2
/3
= (0.125 m x 24 kN/m³) x 5.4
/2
x 2
/3
= 3 kN/m² x 2.7 m x 2
/3
= 5.40 kN/m
Total Dead Load
For 6-8 = (3.60 + 8.55 + 5.40) kN/m
= 15.55 kN/m
LIVE LOAD
Slab G-H/6-8
/2
x 2
/3
= 1.5 kN/m² x 5.4
/2
x 2
/3
= 2.7 kN/m
6 8
4800
8.55 kN/m
7
3300 1500
3.60 kN/m
15.55 kN/m
6 8
4800
7
3300 1500
5.40 kN/m
167

ULTIMATE LOAD
Ultimate Dead Load
= 15.55 kN/m x 1.4
= 21.77 kN/m
Ultimate Live Load
For 6-8 = Total live load x Load factor
= 2.7 kN/m x 1.6
= 4.32 kN/m
Total Ultimate Load
For 6-8 = (21.77 + 4.32) kN/m
= 26.09 kN/m
Point Load
= R7H
(from Beam 7/H-I)
= 21.52 kN
6 8
4800
7
3300 1500
21.77 kN/m
4.32 kN/m
26.09 kN/m
26.09 kN/m
21.52 kN
168

REACTION FORCES
Total Load
For 6-7 = 26.09 kN/m x 3.3 m
= 125.22
By using 8H as reference point,
ΣM = 0
0 = M8H1
+ (-M8H2
) + (-M8H3
)
= (R8H
x 4.8) - (125.22 x 2.4)
- (25.52 x 1.5)
= 4.8 R6H
- 300.53 - 38.28
4.8 R6H
= 338.81
R6H
= 70.59 kN
ΣFy
= 0
0 = R6H
+R8H
+ (-86.10) + (-39.12) + (-25.52)
0 = 70.59 + R8H
- 150.73
R8H
= 150.74 - 70.59
= 80.15
SHEAR FORCES
70.59 - 86.10 = -15.51 kN
-15.51 - 25.52 = -41.03 kN
-41.03 - 39.13 = -80.16 kN
-80.16 + 80.15 = -0.01 kN (≈0 kN)
BENDING MOMENT
Positive Area
= (147.63 + 42.55) kN x ½ x 3.6 m
= 342.32 kNm
Negative Area
= (-42.56 - 147.64) kN x ½ x 3.6 m
= -342.36 kNm (≈342.32 kNm)
342.32 kNm + (-342.36 kNm) = -0.04 (≈0)
6 8
4800
25.52 kN
2400
R6H
70.59 kN 80.15 kN
26.09 kN/m
R8H
125.22 kN
800 1500
7
25.52 kN
70.59 kN
-41.03 - 39.13
= -80.15 kN
-80.16 - 80.10
≈ 0 kN
70.59 - 86.10
= -15.51kN
-15.51 - 25.52
= -41.03kN
0 kNm 342.32 - 342.35
≈ 0 kNm
342.32 kNm
M8H1
M8H2 M8H3
169

BENDING MOMENT
Positive Area
15,51/70.59 = x/3.30
x = 0.80
3.3 - 0.80 = 2.50
= ½(70.59 x 2.50) + ½(15.51 x 0.73)
= 88.23 + 5.66
= 93.09 kNm
Negative Area
80.15 - 41.03 = 39.12
= (1.5 x 41.03) + ½(1.5 x 39.12)
= 61.77 + 31.34
= 93.11
93.09 kNm + (-93.11 kNm) = -0.02 (≈0)
0 kNm 93.09 - 93.11
≈ 0 kNm
93.09 kNm
3.3 - 0.8
= 2.50
x = 0.8
80.15 - 41.03
= 39.12
170

COLUMN ANALYSIS
COLUMN G8
ROOF LEVEL
DEAD LOAD
Roof Weight
= (6.3 x 2.4) m² x 1.0 kN/m²
= 15.12 kN
Roof Beam
= (6.3 + 2.4) m x 1.44 kN/m
= 12.53 kN
Total Dead Load
= (15,12 + 12.53) kN
= 27.65 kN
LIVE LOAD
Roof Weight
= (6.3 x 2.4) m² x 0.5 kN/m²
= 7.56 kN
171

SECOND FLOOR
DEAD LOAD
Slab Self Weight
= (6.3 x 2.4) m² x 3.6 kN/m²
= 54.43 kN
Beam Self Weight
= (6.3 + 2.4) m x 1.44 kN/m
+ (2.4 m x 1.44 kN/m x ½)
= 12.53 kN + 1.73 kN
= 14.26 kN
= (3.6 + 2.7) m x 10 kN/m
= 97.20 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (54.43 + 14.26 + 97.20 + 6.48) kN
= 172.47 kN
LIVE LOAD
Total Live Load
= (6.3 x 2.4) m² x 1.5 kN/m²
= 22.68 kN
172

173
FIRST FLOOR
DEAD LOAD
Slab Self Weight
= (6.3 x 2.4) m² x 3.6 kN/m²
= 54.43 kN
Beam Self Weight
= (6.3 + 2.4) m x 1.44 kN/m
+ (2.4 m x 1.44 kN/m x ½ )
= 12.53 kN + 1.73 kN
= 14.26 kN
= (6.3 + 2.7 + 2.4) m x 10 kN/m
= 114 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (54.43 + 14.26 + 114 + 6.48) kN
= 189.17 kN
LIVE LOAD
Total Live Load
= (6.3 x 2.4) m² x 1.5 kN/m²
= 22.68 kN

GROUND FLOOR
DEAD LOAD
Slab Self Weight
= (6.3 x 2.4) m² x 3.6 kN/m²
= 54.43 kN
Beam Self Weight
= (6.3 + 2.4) m x 1.44 kN/m
+ (2.4 m x 1.44 kN/m x ½ )
= 12.53 kN + 1.73 kN
= 14.26 kN
= (6.3+2.4) m x 10 kN/m
= 87 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (54.43 + 14.26 + 87 + 6.48) kN
= 162.27 kN
LIVE LOAD
Total Live Load
= (6.3 x 2.4) m² x 1.5 kN/m²
= 22.68 kN
174

ULTIMATE LOAD
Total Dead Load
= (27.65 + 172.47 + 189.17 + 162.27) kN
= 551.56 kN
Ultimate Dead Load
= 551.56 kN x 1.4
= 772.18 kN
Total Live Load
= (7.56 + 22.68 + 22.68 + 22.68) kN
= 75.60 kN
Ultimate Live Load
= 75.60 x 1.6
= 120.96 kN
Total Ultimate Load
= (772.18 + 120.96) kN
= 893.14 kN

COLUMN ANALYSIS
COLUMN H6
ROOF LEVEL
DEAD LOAD
Roof Weight
= (4.2 x 3.75) m² x 1.0 kN/m²
= 15.75 kN
Roof Beam
= (4.2 + 3.75)m x 1.44 kN/m
= 11.45 kN
Total Dead Load
= (15.75 + 11.45) kN
= 27.20 kN
LIVE LOAD
Roof Weight
= (4.2 x 3.75) m² x 0.5 kN/m²
= 7.88 kN
176

SECOND FLOOR
DEAD LOAD
Slab Self Weight
= (2.7 x 3.75) m² x 3.6 kN/m²
= 23.22 kN
Beam Self Weight
= (2.7 + 3.75) m x 1.44 kN/m
= 9.28 kN
= (3.75 + 2.7) m x 10 kN/m
= 64.50 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (23.22 + 9.28 + 64.50 + 6.48) kN
= 103.48 kN
LIVE LOAD
Total Live Load
= (2.7 x 3.75) m² x 1.5 kN/m²
= 15.19 kN
177

FIRST FLOOR
DEAD LOAD
Slab Self Weight
= (2.7 x 3.75) m² x 3.6 kN/m²
= 23.22 kN
Beam Self Weight
= (2.7 + 3.75) m x 1.44 kN/m
= 9.28 kN
= 3.75 m x 10 kN/m
= 37.50 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (23.22 + 9.28 + 37.50 + 6.48) kN
= 76.48 kN
LIVE LOAD
Total Live Load
= (2.7 x 3.75) m² x 1.5 kN/m²
= 15.19 kN
178

GROUND FLOOR
DEAD LOAD
Slab Self Weight
= (4.2 x 3.75) m² x 3.6 kN/m²
= 56.7 kN
Beam Self Weight
= (4.2 + 3.75) m x 1.44 kN/m
= 11.45 kN
= 3.75 m x 10 kN/m
= 37.50 kN
Column Self Weight
= (0.3 x 0.3 x 3.0) m³ x 24 kN/m³
= 6.48 kN
Total Dead Load
= (56.7 + 11.45 + 37.50 + 6.48) kN
= 112.13 kN
LIVE LOAD
Total Live Load
= (4.2 x 3.75) m² x 1.5 kN/m²
= 23.63 kN
179

ULTIMATE LOAD
Total Dead Load
= (27.20 + 103.48 + 76.48 + 112.13) kN
= 319.29 kN
Ultimate Dead Load
= 319.29 kN x 1.4
= 447 kN
Total Live Load
= (7.88 + 15.19 + 15.19 + 23.63) kN
= 61.89 kN
Ultimate Live Load
= 61.89 x 1.6
= 99.02 kN
Total Ultimate Load
= (447 + 99.02) kN
= 546.02 kN

Building Structure : Structural analysis of a bungalow

Building Structure : Structural analysis of a bungalow

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Building Structure : Structural analysis of a bungalow