Building Structures_Project_02

Project 2

Structural Analysis of A Bungalow

Building Structures (ARC 2522/2523)

Group Members:

Ang Wei Yi (0317885)

Chan Yi Qin (0315964)

Tang Pei Kei (0318545)

Tutor:

Mr Adib

Content

Page

1. Introduction 1

2. Architectural Floor Plan 2-4

3. Structural Plan 5-7

4. Load Distribution Plan 8-9

5. Foundation Plan 10

6. Design Brief 11-14

7. Beams Analysis Report 15-114

8. Column Analysis Report 115-149

Introduction

This bungalow is designed to consist of one master bedroom with attached

bathroom, minimum of three bedrooms, two bathrooms, kitchen, living hall, dining area,

and one store room within some selection of building layout. Little design element in this

bungalow, but plays with the spatial arrangement and location of wall structure. We have

to come out with our own design of columns and beams. Using structural analysis to

prove the whole design is buildable and structural stable. We have chosen two very odd

building layouts to challenge a more complex structural analysis calculation. We have to

know about the whole system of load transfer from the roof to the beam to the column

and to foundation.

2

Quantity Dead Load and Live Load Assumed

Density of Materials

Reinforced Concrete = 24kN/m3

Brick Wall = 19kN/m3

Strength of Material

Concrete Strength (Fcu) = 30N/mm2

Yield Strength of Concrete Column (Fy) = 460 N/mm2

Thickness, Size and Height of Components

Thickness of Brick Wall = 150mm

Height of Brick Wall = 3000mm

Thickness of Floor Slab = 150mm

Size of Main Beam = 200mm x 300mm

Size of Secondary Beam = 150mm x 300mm

Height of the floors = 3000mm

Size of Column = 150mm x 150mm

Floor Height = 3000mm

Dead Load Acting on Structure

Main Beam Self-weight

= beam size x density of concrete

= (0.2m x 0.3m) x 24kN/m3

= 1.44kN/m

Secondary Beam Self-weight

= beam size x density of concrete

= (0.15m x 0.3m) x 24kN/m3

= 1.08kN/m

11

Brick Wall Self-weight

= wall height x wall thickness x density of brick wall

= 3m x 0.15m x 19kN/m3

= 8.55kN/m

Slab Self-weight

= slab thickness x density of concrete

= 0.15m x 24kN/m3

= 3.6kN/m2

Column Self-weight

= column size x density if concrete

= (0.3m x 0.3m) x 3 x 24kN/m3

= 6.48kN/m

Quantity Live Loads Acting on Structure (According to UBBL)

Bungalows = 1.5kN/m2

Bedrooms = 1.5kN/m2

Living Room = 4.0kN/m2

Dining Room = 2.0kN/m2

Kitchen (Dry/ Wet) = 3.0kN/m2

Storage = 2.5kN/m2

Toilet = 2.0kN/m2

Laundry = 3.0kN/m2

Stairs = 1.5kN/m2

Lounges = 2.0kN/m2

Corridor = 4.0kN/m2

12

Identity One Way or Two Way Slab

Indicating the distribution of load from slab to beam,

Ly = longer side of slab

Lx = shorter side of slab

When Ly/Lx> 2, it is a one way slab;

When Ly/Lx< 2 or = 2, it is a two way slab;

Ground Floor

Slab A-B/1-2 = 2993/2499 = 1.19 < 2 (Two Way Slab)

Slab A-B/2-3 = 2993/2500 = 1.20 <2 (Two Way Slab)



Slab B-C/1-2 = 3000/2499 = 1.20 < 2 (Two Way Slab)

Slab B-C/2-3 = 3000/2500 = 1.20 <2 (Two Way Slab)



Slab C-D/1-3 = 4999/2847 = 1.76 < 2 (Two Way Slab)


Slab C-D/4-4.2 = 4001/2847 = 1.41 < 2 (Two Way Slab)

Slab C-D/4.2-6 = 4858/2847 = 1.71 < 2 (Two Way Slab)

Slab D-D’/3-3.1 = 2852/2001 = 1.43 < 2 (Two Way Slab)

Slab D’-E/3-3.1 = 2852/2001 = 1.43 < 2 (Two Way Slab)

Slab D-E/3-3.1 = 4999/4003 = 1.25 < 2 (Two Way Slab)

Slab E-F/3-3.1 = 2852/1987 = 1.44 < 2 (Two Way Slab)

Slab D-F/4-4.2 = 5990/5149 = 1.16 < 2 (Two Way Slab)

Slab D-F/4.2-6 = 5990/4858 = 1.23 < 2 (Two Way Slab)

13

Slab F-G/3-4 = 4020/2852 = 1.41 < 2 (Two Way Slab)

Slab F-G/4-4.2 = 4020/4001 = 1.00 < 2 (Two Way Slab)

Slab F-G/4.2-6 = 4858/4020 = 1.21 < 2 (Two Way Slab)

First Floor

Slab A-B/1-2 = 2993/2499 = 1.19 < 2 (Two Way Slab)




Slab B-C/1-2 = 3000/2499 = 1.20 < 2 (Two Way Slab)




Slab A-C/5-6 = 5993/4008 = 1.50 <2 (Two Way Slab)



Slab C-D/4-4.2 = 4001/2847 = 1.41 < 2 (Two Way Slab)

Slab C-D/4.2-6 = 4858/2847 = 1.71 < 2 (Two Way Slab)

Slab D-D’/3-3.1 = 2852/2001 = 1.43 < 2 (Two Way Slab)

Slab D’-E/3-3.1 = 2852/2001 = 1.43 < 2 (Two Way Slab)

Slab D-E/3-3.1 = 4999/4003 = 1.25 < 2 (Two Way Slab)

Slab D-F/4.2-6 = 5990/4858 = 1.23 < 2 (Two Way Slab)

14

Beam Analysis Report (Tang Pei Kei | 0318545)

Architectural Plan

15

Load Distribution

Plan

Structural Plan

16

Beam 4/F-G

Dead Load

Dead Load from Beam Self-weight = 1.08kN/m

Dead Load on slab F-G/3-4

= slab self-weight x (Length/ 2)

= 3.6kN/m2

x (4/2)m

= 7.2kN/m

Dead Load on slab F-G/ 4-4.2


= 3.6kN/m2

x (4/2)m

= 7.2kN/m

Total Dead Load

= 1.08kN/m + 7.2kN/m +7.2kN/m

= 15.48kN/m

Live Load

Live Load on slab F-G/3-4

= Live Load Factor on Bungalow (UBBL) X (Length/2)

= 1.5kN/m2

x (4/2)m

= 3kN/m

Live Load on slab F-G/ 4-4.2


= 1.5kN/m2

x (4/2)m

= 3kN/m

Total Live Load

= 3kN/m + 3kN/m = 6kN/m

F F G

1.08kN/m

7.2kN/m

7.2kN/m

15.48kN/m

4020

Beam Self-weight

Slab F-G/3-4

Slab F-G/4-4.2

Total Dead Load

F F G

3kN/m

4020

Slab F-G/3-4

Slab F-G/4-4.2

3kN/m

6kN/m

Total Live Load

17

Ultimate Load

Total Ultimate Dead Load

= total dead load x dead load factor

= 15.48kN/m x 1.4

= 21.67kN/m

Total Ultimate Live Load

= total live load x live load factor

= 6kN/m x 1.6

= 9.6kN/m

Total Ultimate Load

= total ultimate dead load + total ultimate live load

= 21.67kN/m + 9.6kN/m

= 31.27kN/m

Reaction Force on Beam

Total Load on beam 4/F-G

= total ultimate load x length of the beam

= 31.27kN/m x 4.02m

= 125.71kN

In this case, the load is equivalent to only one

Point load in the middle of the beam,

Therefore, Rf = Rg and ∑Fy = 0

∑Fy = Rf + Rg - 125.71kN

2 Rf = 125.71kN

Rf = Rg = 62.86kN

F F

31.27kN/m

4020

Free Body Diagram

G

Rf Rg 125.71kN

F F 4020

Free Body Diagram

G

Rf Rg

125.71kN

62.86kN 62.86kN

F F

31.27kN/m

4020

Total Ultimate Load

G

18

F F 4020

G

31.27kN/m

62.86kN 62.86kN

+

-

62.86kN - 62.86kN = 0kN

62.86kN - 62.86kN = -62.86kN

62.86kN

A

+

66.19kNm

66.19kNm - 66.19kNm = 0kNm

A

Load Diagram

Shear Force Diagram

Bending Moment

Diagram

Bending Moment Diagram

+ve = [(2.01 x 62.86) / 2]

= 66.19(kNm)

-ve = [(2.01 x -62.86) / 2]

= -66.19(kNm)

19

Beam 3.1/ E-F

Dead Load


Dead Load on slab E-F/3-4


= 3.6kN/m2

x (2.85/2)m

= 5.13kN/m

Dead Load on slab D-F/3.1-4.2

= slab self-weight x (Length/ 2) x 1/3

= 3.6kN/m2

x (5.15/2)m x 1/3

= 3.09kN/m

Total Dead Load

= 1.08kN/m + 5.13kN/m + 3.09kN/m

= 9.3kN/m

Live Load

Live Load on slab E-F/3-4


= 1.5kN/m2

x (2.85/2)m

= 2.14kN/m

Live Load on slab D-F/3.1-4.2


= 1.5kN/m2

x (5.15/2)m x 1/3

= 1.29kN/m

Total Live Load

= 2.14kN/m + 1.29kN/m = 3.43kN/m

F E F

1.08kN/m

5.13kN/m

3.09kN/m

9.3kN/m

1987

Beam Self-weight

Slab E-F/3-4

Slab D-F/3.1-4.2

Total Dead Load

F E F

2.14kN/m

1987

Slab F-G/3-4

Slab F-G/4-4.2

1.29kN/m

3.43kN/m

Total Live Load

20

Ultimate Load



= 9.3kN/m x 1.4

= 13.02kN/m



= 3.43kN/m x 1.6

= 5.49kN/m

Total Ultimate Load


= 13.02kN/m + 5.49kN/m

= 18.51kN/m


Total Load on beam 3.1/E-F


= 18.51kN/m x 2m

= 37.02kN



Therefore, Re = Rf and ∑Fy = 0

∑Fy = Re + Rf – 37.02kN

2 Rf = 37.02kN

Rf = Rg = 18.51kN

F E

18.51kN/m

1987

Free Body Diagram

F

Re Rf 37.02kN

F E 1987

Free Body Diagram

F

Re Rf

37.02kN

18.51kN

F E

18.51kN/m

1987

Total Ultimate Load

F

18.51kN

21

F 1987

G

18.51kN

+

-

37.02kN - 37.02kN

= 0kN

0kN - 37.02kN = -37.02kN

37.02kN

+

36.83kNm

36.83kNm - 36.83kNm

= 0kNm

Load Diagram

Shear Force Diagram

Bending Moment

Diagram

A

A

18.51kN/m

18.51kN


+ve = [(1.99 x 37.02) / 2]

= 36.83(kNm)

-ve = [(1.99 x -37.02) / 2]

= -36.83(kNm)

22

Beam D’/3-3.1

Dead Load


Dead Load from Brick Wall Self-weight = 8.55kN/m

Dead Load on slab D-D’/3-3.1


= 3.6kN/m2

x (4/2)m

= 7.2kN/m

Dead Load on slab D’-F/3-3.1


= 3.6kN/m2

x (4/2)m

= 7.2kN/m

Total Dead Load

= 1.08kN/m + 8.55kN/m + 7.2kN/m + 7.2kN/m

= 24.03kN/m

Live Load

Live Load on slab D-D’/3-3.1


= 1.5kN/m2

x (4/2)m

= 3kN/m

Live Load on slab D’-F/3-3.1


= 1.5kN/m2

x (4/2)m

= 3kN/m

F 3 3.1

1.08kN/m

8.55kN/m

7.2kN/m

24.03kN/m

2852

Beam Self-weight

Slab D’-F/3-3.1

Total Dead Load

F 3

3kN/m

2852

Slab D-D’/3-3.1

Slab D’-F/3-3.1

3kN/m

7.2kN/m

Slab D-D’/3-3.1

Brick Wall Self-weight

3.1

23

Total Live Load

= 3kN/m + 3kN/m

= 6kN/m

Ultimate Load



= 24.03kN/m x 1.4

= 33.64kN/m



= 6kN/m x 1.6

= 9.6kN/m

Total Ultimate Load


= 33.64kN/m+ 9.6kN/m

= 43.24kN/m


Total Load on beam D’/3-3.1


= 43.24kN/m x 2.85m

= 123.23kN

F 3 2852

6kN/m

Total Live Load

F 3

43.24kN/m

2852

Free Body Diagram

R3 R3.1 123.23kN

F 3

43.24kN/m

2852

Total Ultimate Load

3.1

3.1

3.1

24



Therefore, R3 = R3.1 and ∑Fy = 0

∑Fy = R3 + R3.1 - 125.71kN

2 R3 = 123.23kN

R3 = R3.1 = 61.62kN

F 3 2852

Free Body Diagram

R3 R3.1

123.23kN

61.62kN 61.62kN

3.1

3

3 2852

61.62kN

+

-

123.23kN - 123.23kN

= 0kN

0kN - 123.23kN = -123.23kN

123.23kN

+

87.8kNm

87.8kNm - 87.8kNm

= 0kNm

Load Diagram

Shear Force Diagram

Bending Moment

Diagram

A

A

3.1

43.24kN/m

61.62kN


+ve = [(2.85 / 2 x 123.23) / 2]

= 87.8(kNm)

-ve = [(2.85 / 2 x -123.23) / 2]

= -87.8(kNm)

25

Beam F/3-4.2

Dead Load


Dead Load on slab E-F/3-3.1


= 3.6kN/m2

x (2/2)m

= 3.6kN/m

Dead Load on slab D-F/ 3.1-4.2


= 3.6kN/m2

x (6/2)m

= 10.8kN/m

Dead Load on slab F-G/ 3-4


= 3.6kN/m2

x (4.02/2)m

= 7.24kN/m

Dead Load on slab F-G/ 4-4.2


= 3.6kN/m2

x (4.02/2)m

= 7.24kN/m

Total Dead Load

For 3-3.1 = 1.44kN/m + 3.6kN/m + 7.24kN/m

= 12.28kN/m

For 3.1-4 = 1.44kN/m + 10.8kN/m + 7.24kN/m

= 19.48kN/m

For 4-4.2 = 1.44kN/m + 10.8kN/m + 7.24kN/m

= 19.48kN/m

F 3 4.2

1.44kN/m

3.6kN/m

10.8kN/m

12.28kN/m

Beam Self-weight

Slab E-F/3-3.1

Slab D-F/3.1-4.2

Total Dead Load

F 4 F 3.1

7.24kN/m

Slab F-G/3-4

7.24kN/m

Slab F-G/4-4.2

2852 1148 4001

19.48kN/m

19.48kN/m

26

Live Load

Live Load on slab E-F/3-3.1


= 1.5kN/m2

x (2/2)m

= 1.5kN/m

Live Load on slab D-F/ 3.1-4.2


= 1.5kN/m2

x (6/2)m

= 4.5kN/m

Live Load on slab F-G/ 3-4


= 1.5kN/m2

x (4.02/2)m

= 3.02kN/m

Live Load on slab F-G/ 4-4.2


= 1.5kN/m2

x (4.02/2)m

= 3.02kN/m

Total Live Load

For 3-3.1 = 1.5kN/m + 3.02kN/m

= 4.52kN/m

For 3.1-4 = 4.5kN/m + 3.02kN/m

= 7.52kN/m

For 4-4.2 = 4.5kN/m + 3.02kN/m

= 7.52kN/m

F 3 4.2

1.5kN/m

4.5kN/m

4.52kN/m

Slab E-F/3-3.1

Slab D-F/3.1-4.2

Total Live Load

F F 3.1

3.02kN/m

Slab F-G/3-4

3.02kN/m

Slab F-G/4-4.2

2852 1148 4001

7.52kN/m

4

7.52kN/m

27

Ultimate Load

Total Ultimate Dead Load at Slab 3-3.1


= 12.28kN/m x 1.4

= 17.19kN/m

Total Ultimate Dead Load at Slab 3.1-4


= 19.48kN/m x 1.4

= 27.27kN/m

Total Ultimate Dead Load at Slab 4-4.2


= 19.48kN/m x 1.4

= 27.27kN/m

Total Ultimate Live Load at Slab 3-3.1


= 4.52kN/m x 1.6

= 7.23kN/m

Total Ultimate Live Load at Slab 3.1-4


= 7.52kN/m x 1.6

= 12.03kN/m

Total Ultimate Live Load at Slab 4-4.2


= 7.52kN/m x 1.6

= 12.03kN/m

F 3 4.2 F F 3.1 4

2852 1148 4001

17.19kN/m

27.27kN/m

Slab 3-3.1

Slab 3.1-4

27.27kN/m

Slab 4-4.2

7.23kN/m

12.03kN/m

Slab 3-3.1

Slab 3.1-4

12.03kN/m

Slab 4-4.2

28

Total Ultimate Load at 3-3.1


= 17.19kN/m + 12.03kN/m

= 29.22kN/m

Total Ultimate Load at 3.1-4


= 27.27kN/m + 12.03kN/m

= 39.3kN/m

Total Ultimate Load at 4-4.2


= 27.27kN/m + 12.03kN/m

= 39.3kN/m

Point Load at 4

= reaction force for beam 4/F-G at 4/F

= 62.86kN

Point Load at 3.1

= reaction force for beam 3.1/E-F at 3.1/F

= 18.51kN

F 3 4.2

29.22kN/m

Total Ultimate Load

F F 3.1

39.3kN/m

4

2852 1148 4001

39.3kN/m

29.22kN/m

Free Body Diagram

39.3kN/m

39.3kN/m

62.86kN

18.51kN

29


Total Load on 3-3.1


= 29.22kN/m x 2.85m

= 83.28kN

Total Load on 3.1-4


= 39.3kN/m x 1.15m

= 45.2kN

Total Load on 4-4.2


= 39.3kN/m x 4m

= 157.2kN

Point Load at 3.1 = 18.51kN

Point Load at 4 = 62.86kN

∑M = 0

0 = (R3 x 8m) - (83.28kN x 6.58m) - (45.2kN x 4.58m)

- (157.2kN x 2m) - (18.51kN x 5.15m)

- (62.86kN x 4m)

8R3 = 1416.16kNm

R3 = 177.02kN

∑F = 0

0 = R3 + R4.2 – 83.28kN - 45.2kN - 157.2kN - 18.51kN

- 62.86kN

R4.2 = 190.03kN

F 3 4.2 F 3.1 F 4

29.22kN/m

Free Body Diagram

39.3kN/m

39.3kN/m

83.28kN

177.02kN/m

R3 R4.2

2852 1148 4001

8001

45.2kN 157.2kN

Free Body Diagram

R3 R4.2

190.03kN/m

83.28kN 45.2kN 157.2kN

18.51kN

62.86kN

30

F 3 4.2 F 3.1 F 4

29.22kN/m

39.3kN/m

39.3kN/m

R3 R4.2

2852 1148 4001

8001

177.02kN/m

190.03kN/m

18.51kN

62.86kN

Load Diagram

Shear Force Diagram

Bending Moment

Diagram

At Point 3.1A,

= [177.02kN – (29.22kN/m x 2.85m)]

= 93.74kN

At Point 3.1B,

= [93.74kN – 18.51kN]

= 75.23kN

At Point 4C,

= [75.23kN – (39.3kN/m x 1.15m)]

= 30.04kN

At Point 4D,

= [30.04kN – 62.86kN]

= -32.83kN

At Point 4.2E,

= [-32.83kN – (39.3kN/m x 4m)]

= -190.03kN

At Point 4.2F,

= [-190.03kN + 190.03kN]

= 0kN

177.02kN

A

75.23kN

C

93.74kN

B

-32.83kN

E

-190.03kN

F

0kN

G D 30.04kN

+

-

+


+ve

= (2.85 x177.02) – [2.85 x (177.02 - 93.74)

/ 2] + (1.15 x 75.23) – [1.15 x (75.23

- 30.04) / 2]

= 385.83 + 60.53

= 446.36

446(kNm)

-ve

= (4 x -190.03) – [4 x (-190.03+32.83) / 2]

= -445.72

-446(kNm)

446kNm

446kNm – 446kNm

= 0kNm

385.83kNm

31

Prepared by

ANG WEI YI 0317885

42

GROUND FLOOR BEAM, C-D / 4

43

Beam 1 Analysis Calculation

Ground Floor Beam, C-D / 4

1. Carries Self Weight – Dead Load

2. Slab Dead Load & Live Load

a. C-D / 3-4 (two way slab)

b. C-D / 4-4.2 (two way slab)

Beam self-weight = Beam size x concrete density

= 0.15m x 0.3m x 24 kN/m2

= 1.08 kN/m

Dead load on Slab C-D / 3-4 (two way slab)

Load is transferred to beam C-D / 4 in a triangular form

Dead load from slab C-D / 3-4 = [dead load on slab x (Lx/2) x (2/3)]

= 3.6kN/m2 x (2.85m/2) x (2/3)

= 3.42kN/m

Dead load on Slab C-D / 4-4.2 (two way slab)

Load is transferred to beam C-D / 4 in a triangular form

Dead load from slab C-D / 4-4.2 = [dead load on slab x (Lx/2) x (2/3)]

= 3.6kN/m2 x (2.85m/2) x (2/3)

= 3.42kN/m

44

Total Dead Load Diagram for Beam C-D / 4

Beam Self-weight = 1.08kN/m

DL from Slab C-D / 3-4 = 3.42kN/m

DL from Slab C-D / 4-4.2 = 3.42kN/m

Total DL = 7.92kN/m

C D

7.92kN/m

1.08kN/m

3.42kN/m

3.42kN/m

45

Live load on Slab C-D / 3-4 (two way slab)

Load is transferred to beam C-D / 4 in a triangular form. Convert the triangular load into UDL.



Live load from slab C-D / 3-4 = [live load factor on Corridor (UBBL) x (Lx/2) x (2/3)]

= 4kN/m2 x (2.85m/2) x (2/3)

= 3.8kN/m



Dead load from slab C-D / 4-4.2 = [live load factor on Corridor (UBBL) x (Lx/2) x (2/3)]

= 4kN/m2 x (2.85m/2) x (2/3)

= 3.8kN/m

46

Total Live Load Diagram for Beam C-D / 4

LL from Slab C-D / 3-4 = 3.8kN/m

LL from Slab C-D / 4-4.2 = 3.8kN/m

Total LL = 7.6kN/m

C D

3.8kN/m

3.8kN/m

7.6kN/m

47

Ultimate Load

Apply factor 1.4 and 1.6 to dead load and live load respectively.

Ultimate Load B-C = DL x 1.4 + LL x 1.6

= 7.92kN/m x 1.4 + 7.6kN/m x 1.6

= 23.248kN/m

Reaction Force on Beam C-D / 4 (symmetrical beam)

(23.248kN/m x 2.85m) – Reaction Force = 0

Reaction Force = 66.2568Kn

Point Load Reaction Force on Beam C-D / 4

Total Load = RA + RB

RA = Total Load / 2

= 66.2568kN/m / 2

= 33.1284kN

RA RB

66.2568kN/m

C D

33.1284kN/m

Shear Force Diagram

48

GROUND FLOOR BEAM, D / 3.1-4.2

49


Ground Floor Beam, D / 3.1-4.2


2. Brick Wall – Dead Load


a. C-D / 3-4 (two way slab)

b. C-D / 4-4.2 (two way slab)

c. D-F / 3.1-4.2 (two way slab)


= 0.2m x 0.3m x 24kN/m2

= 1.44kN/m

Brick wall weight = Wall height x thickness x density

= 3m x 0.15m x 19kN/m2

= 8.55kN/m

Dead load on Slab C-D / 3-4 (two way slab)

Load is transferred to beam D / 3.1-4.2 in a trapezoidal form

Dead load from slab C-D / 3-4 = [dead load on slab x (Lx/2)]

= 3.6kN/m2 x (2.85m/2)

= 5.13kN/m

Using ratio,

𝑥

5.13=

1.15

4

x = 1.475kN/m


Load is transferred to beam D / 3.1-4.2 in a trapezoidal form

Dead load from slab C-D / 4-4.2 = [dead load on slab x (Lx/2)]

= 3.6kN/m2 x (2.85m/2)

= 5.13kN/m

50

Dead load on Slab D-F / 3.1-4.2 (two way slab)

Load is transferred to beam D / 3.1-4.2 in a triangular form

Dead load from slab D-F / 3.1-4.2= [dead load on slab x (Lx/2) x (2/3)]

= 3.6kN/m2 x (5.15m/2) x (2/3)

= 6.18kN/m

51

Total Dead Load Diagram for Beam D / 3.1-4.2


Brick Wall Load = 8.55kN/m

DL from Slab C-D / 3-4 = 1.475kN/m

DL from Slab C-D / 4-4.2 = 5.13kN/m

DL from Slab D-F / 3.1-4.2 = 6.18kN/m

Total DL on

3.1-4 =17.645kN/m

4-4.2 = 21.3kN/m

1.44kN/m

8.55kN/m

1.475kN/m

5.13kN/m

6.18kN/m

17.645kN/

m

21.3kN/m

3.1 4.2 4

1.15m 4m

52


Load is transferred to beam D / 3.1-4.2 in a triangular form. Convert the trapezoidal load into UDL.

Live load from slab C-D / 3-4 = [live load factor on Corridor (UBBL) x (Lx/2)]

= 4kN/m2 x (2.85m/2)

= 5.7kN/m

Using ratio,

𝑥

5.7=

1.15

4

x = 1.639kN/m

Live load on Slab C-D / 4-4.2 (two way slab)

Load is transferred to beam D / 3.1-4.2 in a triangular form. Convert the trapezoidal load into UDL.

Live load from slab C-D / 3-4 = [live load factor on Corridor (UBBL) x (Lx/2)]

= 4kN/m2 x (2.85m/2)

= 5.7kN/m

Live load on Slab C-D / 3.1-4.2 (two way slab)

Load is transferred to beam D / 3.1-4.2 in a triangular form. Convert the triangular load into UDL.

Live load from slab C-D / 4-4.2 = [live load factor on Corridor (UBBL) x (Lx/2) x (2/3)]

= 4kN/m2 x (5.15m/2) x (2/3)

= 6.867kN/m

53

Total Live Load Diagram for Beam D / 3.1-4.2

LL from Slab C-D / 3-4 = 1.639kN/m

LL from Slab C-D / 4-4.2 = 5.7kN/m

LL from Slab C-D / 3.1-4.2 = 6.867kN/m

Total LL on

3.1-4 = 8.506kN/m

4-4.2 = 12.567kN/m

3.1 4.2 4

1.15m 4m

1.639kN/m

5.7kN/m

6.867kN/m

8.506kN/m 12.567kN/m

54

Ultimate Load


Ultimate Load 3.1-4 = DL x 1.4 + LL x 1.6

= 17.645kN/m x 1.4 + 8.506kN/m x 1.6

= 38.313kN/m

Ultimate Load 4-4.2 = DL x 1.4 + LL x 1.6

= 21.3kN/m x 1.4 + 12.567kN/m x 1.6

= 49.927kN/m

55

Reaction Force on Beam D / 3.1-4.2 / 4

∑M = 0

0 = (RB x 5.15m) – (38.313 x 4.575m) – (33.128 x 4m) – (49.927 x 2m)

RB = 79.155kN


RA = Total Load - RB

= 38.313 + 33.128 + 49.927 – 79.155

= 42.213kN

Shear Force on Beam D / 3.1-4.2 / 4

(79.155 - 38.313) kN = 40.842kN

(40.842 - 33.128) kN = 7.714kN

(7.714 - 49.927) kN = -42.213kN

(-42.213 + 42.213)kN = 0

Bending Moment on Beam D / 3.1-4.2 / 4

(+)

A

= (79.155 + 40.842) x 1.15 x (1/2)

= 68.998

Using ratio,

𝑥

5.7=

1.15

4

x = 1.639kN/m

B

= (1/2) x 0.618 x 7.714

3.1 4.2 4

1.15m 4m

38.313kN/m 49.927kN/m

RA RB

33.128kN/m

79.155kN/m 42.213kN/m

56

= 2.384

(-)

C

= (1/2) x 42.213 x (4 – 0.618)

= 71.382

57

GROUND FLOOR BEAM, B-C / 2

58


Ground Floor Beam, B-C / 2



a. B-C / 1-2 (two way slab)

b. B-C / 2-3 (two way slab)


= 0.15m x 0.3m x 24 kN/m2

= 1.08 kN/m


= 3m x 0.15m x 19kN/m2

= 8.55kN/m

Dead load on Slab B-C / 1-2 (two way slab)

Load is transferred to beam B-C / 2 in a trapezoidal form

Dead load from slab B-C / 1-2 = [dead load on slab x (Lx/2)]

= 3.6kN/m2 x (2.5m/2)

= 4.5kN/m


Load is transferred to beam B-C / 2 in a trapezoidal form

Dead load from slab B-C / 2-3 = [dead load on slab x (Lx/2)]

= 3.6kN/m2 x (2.5m/2)

= 4.5kN/m

59

Total Dead Load Diagram for Beam B-C / 2



DL from Slab B-C / 1-2 = 4.5kN/m

DL from Slab B-C / 2-3 = 4.5kN/m

Total DL = 18.63kN/m

B C

1.08kN/m

8.55kN/m

4.5kN/m

4.5kN/m

18.63kN/m

60

Live load on Slab B-C / 1-2 (two way slab)

Load is transferred to beam B-C / 2 in a triangular form. Convert the trapezoidal load into UDL.

Live load from slab B-C / 1-2 = [live load factor on Corridor (UBBL) x (Lx/2)]

= 4kN/m2 x (2.5m/2)

= 5kN/m


Load is transferred to beam B-C / 2 in a triangular form. Convert the trapezoidal load into UDL.

Live load from slab B-C / 2-3 = [live load factor on Wash Closet (UBBL) x (Lx/2)]

= 2kN/m2 x (2.5m/2)

= 2.5kN/m

61

Total Live Load Diagram for Beam B-C / 2

LL from Slab B-C / 1-2 = 5kN/m

LL from Slab B-C / 2-3 = 2.5kN/m

Total LL = 7.5kN/m

B C

5kN/m

2.5kN/m

2.5kN/m

62

Ultimate Load


Ultimate Load B-C = DL x 1.4 + LL x 1.6

= 18.63kN/m x 1.4 + 7.5kN/m x 1.6

= 38.082kN/m

Reaction Force on Beam B-C / 2 (symmetrical beam)

(38.082kN/m x 3m) – Reaction Force = 0

Reaction Force = 114.246kN

Point Load Reaction Force on Beam B-C / 2


RA = Total Load / 2

= 114.246kN/m / 2

= 57.123kN

B C

114.246kN/m

RA RB 57.123kN/m 57.123kN/m

3m

63

GROUND FLOOR BEAM, B / 1-3

64


Ground Floor Beam, B / 1-3




a. A-B / 1-2 (two way slab)

b. A-B / 2-3 (two way slab)

c. B-C / 1-2 (two way slab)

d. B-C / 2-3 (two way slab)


= 0.2m x 0.3m x 24kN/m2

= 1.44kN/m


= 3m x 0.15m x 19kN/m2

= 8.55kN/m

Dead load on Slab A-B / 1-2 (two way slab)

Load is transferred to beam B / 1-3 in a triangular form

Dead load from slab A-B / 1-2 = [dead load on slab x (Lx/2) x (2/3)]

= 3.6kN/m2 x (2.5m/2) x (2/3)

= 3kN/m




= 3.6kN/m2 x (2.5m/2) x (2/3)

= 3kN/m

65



Dead load from slab B-C / 1-2 = [dead load on slab x (Lx/2) x (2/3)]

= 3.6kN/m2 x (2.5m/2) x (2/3)

= 3kN/m



Dead load from slab B-C / 2-3 = [dead load on slab x (Lx/2) x (2/3)]

= 3.6kN/m2 x (2.5m/2) x (2/3)

= 3kN/m

66

Total Dead Load Diagram for Beam B / 1-3



DL from Slab A-B / 1-2 = 3kN/m


DL from Slab B-C / 1-2 = 3kN/m

DL from Slab B-C / 2-3 = 3kN/m

Total DL on

1-2 = 7.44kN/m

2-3 = 15.99kN/m

1 3 2

1.44kN/m

2.5m 2.5m

8.55kN/m

3kN/m

3kN/m

3kN/m

3kN/m

7.44kN/m 15.99kN/m

67

Live load on Slab A-B / 1-2 (two way slab)

Load is transferred to beam B / 1-3 in a triangular form. Convert the triangular load into UDL.

Live load from slab A-B / 1-2 = [live load factor on Bedroom (UBBL) x (Lx/2) x (2/3)]

= 1.5kN/m2 x (2.5m/2) x (2/3)

= 1.25kN/m



Live load from slab A-B / 2-3 = [live load factor on Storage (UBBL) x (Lx/2) x (2/3)]

= 2.5kN/m2 x (2.5m/2) x (2/3)

= 2.083kN/m



Live load from slab B-C / 1-2 = [live load factor on Corridor (UBBL) x (Lx/2) x (2/3)]

= 4kN/m2 x (2.5m/2) x (2/3)

= 3.333kN/m



Live load from slab B-C / 2-3 = [live load factor on Wash Closet (UBBL) x (Lx/2) x (2/3)]

= 2kN/m2 x (2.5m/2) x (2/3)

= 1.667kN/m

68

Total Live Load Diagram for Beam B / 1-3

LL from Slab A-B / 1-2 = 1.25kN/m




Total LL on

1-2 = 4.583kN/m

2-3 = 3.75kN/m

1 3 2

2.083kN/m

2.5m 2.5m

1.25kN/m

3.333kN/m

1.667kN/m

69

Ultimate Load


Ultimate Load 1-2 = DL x 1.4 + LL x 1.6

= 7.44kN/m x 1.4 + 4.583kN/m x 1.6

= 17.7488kN/m


= 15.99kN/m x 1.4 + 3.75kN/m x 1.6

= 28.386kN/m

1 3 2

2.5m 2.5m

17.7488kN/m 28.386kN/m

70

Reaction Force on Beam B / 1-3

∑M = 0

0 = (RB x 5m) – (44.372 x 3.75m) – (57.123 x 2.5m) – (70.965 x 1.25m)

RB = 79.58175kN



= 44.372 + 57.123 + 70.965 – 79.58175

= 92.87825kN

Shear Force on Beam B / 1-3

(79.58175 – 44.372) kN = 35.20975kN

(35.20975 – 57.123) kN = -21.91325kN

(-21.91325 – 70.965)kN = -92.87825kN

(-92.87825 + 92.87825)kN = 0

Bending Moment on Beam B / 1-3

(+)

A

= (79.58175 + 35.20975) x 2.5 x (1/2)

= 143.489375

(-)

B

= (21.91325 + 92.87825) x 2.5 x (1/2)

= 143.489375

1 3 2

2.5m

44.372kN/m

2.5m

70.965kN/m

57.123kN/m

1 3 2

2.5m 2.5m

44.372kN/m 70.965kN/m 57.123kN/m

RA RB

92.87825kN/m 92.87825kN/m

71

GROUNF FLOOR BEAM, A–B /2

72


Ground Floor Beam, A-B / 2






= 0.15m x 0.3m x 24 kN/m2

= 1.08 kN/m


Load is transferred to beam A-B / 2 in a trapezoidal form

Dead load from slab A-B / 1-2 = [dead load on slab x (Lx/2)]

= 3.6kN/m2 x (2.5m/2)

= 4.5kN/m


Load is transferred to beam A-B / 2 in a trapezoidal form

Dead load from slab A-B / 2-3 = [dead load on slab x (Lx/2)]

= 3.6kN/m2 x (2.5m/2)

= 4.5kN/m

73

Total Dead Load Diagram for Beam A-B / 2


DL from Slab A-B / 1-2 = 4.5kN/m

DL from Slab A-B / 2-3 = 4.5kN/m

Total DL = 10.08kN/m

A B

1.08kN/m

2.993m

4.5kN/m

4.5kN/m

10.08kN/m

74


Load is transferred to beam A-B / 2 in a triangular form. Convert the trapezoidal load into UDL.

Live load from slab A-B / 1-2 = [live load factor on Bedroom (UBBL) x (Lx/2)]

= 1.5kN/m2 x (2.5m/2)

= 1.875kN/m


Load is transferred to beam A-B / 2 in a triangular form. Convert the trapezoidal load into UDL.

Live load from slab A-B / 2-3 = [live load factor on Storage (UBBL) x (Lx/2)]

= 2.5kN/m2 x (2.5m/2)

= 3.125kN/m

75

Total Live Load Diagram for Beam A-B / 2



Total LL = 5kN/m

A B

1.875kN/m

2.993m

3.125kN/m

76

Ultimate Load


Ultimate Load A-B = DL x 1.4 + LL x 1.6

= 10.08kN/m x 1.4 + 5kN/m x 1.6

= 22.112kN/m

Reaction Force on Beam A-B / 2 (symmetrical beam)

(22.112kN/m x 2.993m) – Reaction Force = 0

Reaction Force = 66.181kN

Point Load Reaction Force on Beam A-B / 2


RA = Total Load / 2

= 66.181kN/m / 2

= 33.09kN

A B

22.112kN/m

2.993m

A B

66.181kN/m

2.993m

RA RB

33.09kN/m 33.09kN/m

77

GROUND FLOOR BEAM, A / 1-3

78


Ground Floor Beam, A / 1-3







= 0.2m x 0.3m x 24kN/m2

= 1.44kN/m


= 3m x 0.15m x 19kN/m2

= 8.55kN/m




= 3.6kN/m2 x (2.5m/2) x (2/3)

= 3kN/m




= 3.6kN/m2 x (2.5m/2) x (2/3)

= 3kN/m

79

Total Dead Load Diagram for Beam B / 1-3





Total DL on

1-2 = 12.99kN/m

2-3 = 12.99kN/m

1 3 2

1.44kN/m

2.5m 2.5m

8.55kN/m

3kN/m

3kN/m

80


Load is transferred to beam B / 1-3 in a triangular form. Convert the trapezoidal load into UDL.

Live load from slab A-B / 1-2 = [live load factor on Bedroom (UBBL) x (Lx/2) x (2/3)]

= 1.5kN/m2 x (2.5m/2)

= 1.875kN/m


Load is transferred to beam B / 1-3 in a triangular form. Convert the trapezoidal load into UDL.

Live load from slab A-B / 2-3 = [live load factor on Wash Closet (UBBL) x (Lx/2) x (2/3)]

= 2kN/m2 x (2.5m/2)

= 2.5kN/m

81

Total Live Load Diagram for Beam B / 1-3



Total LL on

1-2 = 1.875kN/m

2-3 = 2.5kN/m

1 3 2

2.5kN/m

/m

1 3 2

1.44kN/m

2.5m 2.5m

2.5m 2.5m

1.875kN/m

/m

1 3 2

1.44kN/m

2.5m 2.5m

82

Ultimate Load



= 12.99kN/m x 1.4 + 1.875kN/m x 1.6

= 21.186kN/m


= 12.99kN/m x 1.4 + 2.5kN/m x 1.6

= 22.186kN/m

1 3 2

2.5m 2.5m

21.186kN/m 22.186kN/m

83

Reaction Force on Beam A / 1-3

∑M = 0

0 = (RA x 5m) – (21.186 x 3.75m) – (33.09 x 2.5m) – (22.186 x 1.25m)

RA = 37.981kN


RB = Total Load – RA

= 21.186 + 33.09 + 22.186 – 37.981

= 38.481kN

Shear Force on Beam A / 1-3

(37.981 – 21.186) kN = 16.795kN

(16.795 – 33.09) kN = -16.295kN

(-16.295 – 22.186)kN = -38.481kN

(-38.481+38.481)kN = 0

Bending Moment on Beam A / 1-3

(+)

A

= (37.981 + 16.795) x 2.5 x (1/2)

= 68.47

(-)

B

= (38.481 + 16.295) x 2.5 x (1/2)

= 68.47

1 3 2

2.5m 2.5m

21.186kN/m 22.186kN/m 33.09kN/m

RA RB 38.481kN/m 37.981kN/m

84

Beam Analysis Report (Chan Yi Qin | 0315964)


First Floor Beam, A / 4-5

84


First Floor Beam, A / 4-5

1. Carries self-weight - Dead Load

2. Brick wall - Dead Load





= 0.2m x 0.3m x 24kN/m3

= 1.44 kN/m


= 3m x 0.15m x 19kN/m3

= 8.55 kN/m

Dead Load

Dead Load on Slab A-B / 4-5 (two way slab)

= Dead load on slab x (Length/ 2)

= 3.6kN/m2

x (2.993/ 2)m

= 5.387kN/m

Dead Load on Slab B-C / 4-5 (two way slab)


= 3.6kN/m2

x (3.000/ 2)m

= 5.4kN/m

85

Total Dead Load Diagram for Beam A / 4-5

Beam self-weight = 1.44kN/m

Brick wall load = 8.55kN/m

DL from slab A-B / 4-5 = 5.387kN/m

DL from slab B-C / 4-5 = 5.4kN/m

Total Dead Load = 20.777 kN/m

86

Live Load

Live Load on Slab A-B / 4-5 (two-way slab)

= Live load factor on bungalow (UBBL) x (Length/ 2)

= 1.5kN/m2

x (2.993/2)m

= 2.245kN/m

Live Load on Slab B-C / 4-5 (two-way slab)


= 1.5kN/m2

x (3.000/2)m

= 2.25kN/m

Total Live Load Diagram for Beam A / 4-5

LL on slab A-B / 4-5 = 2.245kN/m

LL on slab B-C / 4-5 = 2.25kN/m

Total Live Load = 4.495kN/m

87

Ultimate Load

Apply factor 1.4 and 1.6 to dead load and live load respectively,

Ultimate Load 4-5 = (DL x 1.4) + (LL x 1.6)

= (20.777kN/m x 1.4) + (4.495kN/m x 1.6)

Total Ultimate Load = 36.28kN/m


∑MA = 0

(36.28kN/m x 4.852m) x (4.852m/ 2) - 𝑅𝑅x (4.852m) = 0

RB= 88.015kN



= (36.28kN/m x 4.852m) - 88.015kN

= 88.015kN

𝐴1= 𝐴2= (88.015 x 2.426m)/ 2 = 106.76kN/m

88


First Floor Beam, A-B / 4

89


First Floor Beam, A-B / 4







= 0.2m x 0.3m x 24kN/m3

= 1.44 kN/m


= 3m x 0.15m x 19kN/m3

= 8.55 kN/m

Dead Load



= 3.6kN/m2

x (4.013/ 2)m

= 7.223kN/m



= 3.6kN/m2

x (4.852/ 2)m

= 8.734kN/m

90

Total Dead Load Diagram for Beam A-B / 4






91

Live Load



= 1.5kN/m2

x (4.013/ 2)m

= 3.01kN/m



= 1.5kN/m2

x (4.852/ 2)m

= 3.639kN/m

Total Live Load Diagram for Beam A-B / 4




92

Ultimate Load



= (25.947kN/m x 1.4) + (6.649kN/m x 1.6)


𝛴𝑀𝐴= 0

(46.96kN/m x 2.993m) x (2.993m/ 2) - 𝑅𝑅x (2.993m) = 0

RB = 70.28kN

Total Load = 𝑅𝐴+ 𝑅𝐵

𝑅𝐴 = Total Load - 𝑅𝐵

= (46.96kN/m x 2.993m) - 70.28kN

= 70.28kN

93

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

94


First Floor Beam, B-C / 4-5

95


First Floor Beam, B-C / 4-5







= 015m x 0.3m x 24kN/m3

= 1.08 kN/m


= 3m x 0.15m x 19kN/m3

= 8.55 kN/m

Dead Load



= 3.6kN/m2

x (2.993/ 2)m

= 5.387kN/m



= 3.6kN/m2

x (3.000/ 2)m

= 5.4kN/m

96

Total Dead Load Diagram for Beam B-C / 4-5






Live Load



= 1.5kN/m2

x (2.993/2)m

= 2.245kN/m

97



= 1.5kN/m2

x (3.000/2)m

= 2.25kN/m

Total Live Load Diagram for Beam B-C / 4-5




Ultimate Load



= (20.417kN/m x 1.4) + (4.495kN/m x 1.6)


98


𝛴𝑀𝐴= 0

(35.776kN/m x 4.852m) x (4.852m/ 2) - 𝑅𝑅x (4.852m) = 0

𝑅𝐵= 86.793kN



= (35.776kN/m x 4.852m) - 86.793kN

= 86.793kN

𝐴1=𝐴2 = (86.793 x 2.426m)/ 2 = 105.28kN/m

99


First Floor Beam, B-C / 5

100


First Floor Beam, B-C / 5



a. B-C / 4-5 (two way slab)

b. A-C / 5-6 (one way slab)


= 0.2m x 0.3m x 24kN/m3

= 1.44 kN/m

Dead Load



= 3.6kN/m2

x (4.852/ 2)m

= 8.734kN/m

Dead Load on Slab A-C / 5-6 (one way slab)


= 3.6kN/m2

x (4.008/ 2)m

= 7.214kN/m

101

Total Dead Load Diagram for Beam B-C / 5



DL from slab A-C / 5-6 = 7.214kN/m


Live Load



= 1.5kN/m2

x (4.852/ 2)m

= 3.639kN/m

Live Load on Slab A-C / 5-6 (one-way slab)


= 1.5kN/m2

x (4.008/2)m

= 3.006kN/m

102

Total Live Load Diagram for Beam B-C / 5


LL on slab A-C / 5-6 = 3.006kN/m


Ultimate Load



= (17.388kN/m x 1.4) + (6.645kN/m x 1.6)


103


𝛴𝑀𝐴= 0

(34.975kN/m x 3.000m) x (3.000m/ 2) -𝑅𝐵 x (3.000m) = 0

𝑅𝐵= 52.463kN

Total Load =𝑅𝐴 + 𝑅𝐵


= (34.975kN/m x 3.000m) - 52.463kN

= 52.463kN

𝐴1= 𝐴2= (52.463 x 3.000m)/ 2 = 39.35kN/m

104


First Floor Beam, C-D / 5

105


First Floor Beam, C-D / 5


2. Slab Dead Load & Light Load

a. C-D / 4-5 (one way slab)

b. C-D / 5-6 (two way slab)


= 0.15m x 0.3m x 24kN/m3

= 1.08kN/m

Dead Load

Dead Load on Slab C-D / 4-5 (one way slab)


= 3.6kN/m2

x (4.852/ 2)m

= 8.734kN/m

Dead Load on Slab C-D / 5-6 (two way slab)


= 3.6kN/m2

x (4.008/ 2)m

= 7.214kN/m

106

Total Dead Load Diagram for Beam C-D / 5


DL from slab C-D / 4-5 = 8.734kN/m



Live Load

Live Load on Slab C-D / 4-5 (one-way slab)


= 1.5kN/m2

x (4.852/2)m

= 3.639kN/m

107

Total Live Load Diagram for Beam C-D / 5

LL on slab C-D / 5-6 = 3.639kN/m


Ultimate Load



= (17.028kN/m x 1.4) + (3.639kN/m x 1.6)



𝛴𝑀𝐴= 0

(29.662kN/m x 2.847m) x (2.847m/ 2) - 𝑅𝐵x (2.847m) = 0

𝑅𝐵= 42.224kN



= (29.662kN/m x 2.847m) - 42.224kN

= 42.224kN

108

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

109


First Floor Beam, D / 4.2-6

110


First Floor Beam, D / 4.2-6




a. C-D / 4-5 (one way slab)

b. C-D / 5-6 (two way slab)

c. D-F / 4.2-6 (two way slab)


= 0.2m x 0.3m x 24kN/m3

= 1.44 kN/m


= 3m x 0.15m x 19kN/m3

= 8.55 kN/m

Dead Load

Dead Load on Slab C-D / 4-5 (one way slab)


= 3.6kN/m2

x (2.847/ 2)m

= 5.125kN/m

Dead Load on Slab C-D / 5-6 (two way slab)


= 3.6kN/m2

x (2.847/ 2)m

= 5.125kN/m

Dead Load on Slab D-F / 4.2-6 (two way slab)


= 3.6kN/m2

x (5.990/ 2)m

= 10.782kN/m

111

Total Dead Load Diagram for Beam D / 4.2-6







112

Live Load

Live Load on Slab C-D / 4-5 (one way slab)


= 1.5kN/m2

x (2.847/ 2)m

= 2.135kN/m

Live Load on Slab D-F / 5-6 (two way slab)


= 1.5kN/m2

x (5.990/2)m

= 4.493kN/m

Total Live Load Diagram for Beam D / 4.2-6

LL on slab C-D / 4-5 = 2.135kN/m

LL on slab D-F / 5-6 = 4.493kN/m


113

Ultimate Load



= (31.022kN/m x 1.4) + (6.628kN/m x 1.6)



𝛴𝑀𝐴= 0

(54.036kN/m x 4.008m) x (4.008m/ 2) - 𝑅𝐵x (4.008m) = 0

𝑅𝐵= 108.29kN

Total Load =𝑅𝐴 + 𝑅𝐵


= (54.036kN/m x 4.008m) - 108.29kN

= 108.29kN

𝐴1= 𝐴2= (88.015 x 2.004m)/ 2 = 88.19kN/m

114

Column Analysis Report (Tang Pei Kei | 0318545)

Ground Floor

Architectural Plan

Structural Plan Load Distribution

Plan

115

First Floor

Architectural Plan

Structural Plan Load Distribution

Plan

116

Column E3

Roof Level

Dead Load

Slabs (Flat roof)

= total slab area x slab self-weight

= (4/2)m x (2.5+2.85)m x 3.6kN/m2

= 38.52kN

Roof Beams

= total beam length x beam self-weight

= (2 + 2.5 + 2.85)m x 1.44kN/m2 + (2.85 / 2)m x 1.08kN/m

= 12.12kN

Total Dead Load for Roof Level

= 38.52kN + 12.12kN

= 50.64kN

1st Floor

Dead Load

Walls

= total wall length x brick wall self-weight

= (2.5 + 2.85)m x 8.55kN/m

= 45.74kN

Slabs


= (4/2)m x (2.5+2.85)m x 3.6kN/m2 = 38.52kN

117

Beams


= (2 + 2.5 + 2.85)m x 1.44kN/m2 + (2.85 / 2)m x 1.08kN/m

= 12.12kN

Columns Self-weight = 6.48kN

Total Dead Load for 1st Floor

= 45.74kN + 38.52kN + 12.12kN + 6.48kN

= 102.86kN

Ground Floor

Dead Load

Walls


= (2.5 + 2.85)m x 8.55kN/m

= 45.74kN

Slabs


= (4/2)m x (2.5+2.85)m x 3.6kN/m2 = 38.52kN

Beams


= (2 + 2.5 + 2.85)m x 1.44kN/m2 + (2.85 / 2)m x 1.08kN/m

= 12.12kN

118


Total Dead Load for Ground Floor

= 45.74kN + 38.52kN + 12.12kN + 6.48kN

= 102.86kN

1st Floor

Live Load

Bedroom 4

= total area x live load factor for bedroom

= (2m x 5.35m) x 1.5kN/m2

= 16.05kN

Ground Floor

Live Load

Guest Room


= (2m x 5.35m) x 1.5kN/m2

= 16.05kN

Ultimate Load

Ultimate Dead Load


= (50.64kN + 102.86kN + 102.86kN) x 1.4

= 358.9kN

Ultimate Live Load


= (16.05kN + 16.05kN) x 1.6

= 51.36kN

119

Ultimate Load Acting on Column E3

= 358.9kN + 51.36kN

= 410.26kN

120

Column D3

Roof Level

Dead Load

Slabs (Flat roof)


= [(4 / 2 + 2.85 / 2)m x (2.5 + 2.85 /2)m] x 3.6kN/m2

= 48.4kN

Roof Beams


= (2.5 + 2.85 + 2)m x 1.44kN/m2 + (2.85 / 2)m x 1.08kN/m

= 12.12kN


= 48.4kN + 12.12kN

= 60.52kN

1st Floor

Dead Load

Walls


= (2.5 + 2+ 2.85)m x 8.55kN/m

= 62.84kN

Slabs (Flat roof)


= [(4 / 2 + 2.85 / 2)m x (2.5 + 2.85 /2)m] x 3.6kN/m2 = 48.4kN

121

Beams


= (2.5 + 2.85 + 2)m x 1.44kN/m2 + (2.85 / 2)m x 1.08kN/m

= 12.12kN



= 62.84kN + 48.4kN + 12.12kN + 6.48kN

= 129.84kN

Ground Floor

Dead Load

Walls


= (2.5 + 2+ 2.85)m x 8.55kN/m

= 62.84kN

Slabs (Flat roof)


= [(4 / 2 + 2.85 / 2)m x (2.5 + 2.85 /2)m] x 3.6kN/m2 = 48.4kN

Beams


= (2.5 + 2.85 + 2)m x 1.44kN/m2 + (2.85 / 2)m x 1.08kN/m

= 12.12kN


122


= 62.84kN + 48.4kN + 12.12kN + 6.48kN

= 129.84kN

1st Floor

Live Load

Bedroom 4


= (2m x 2.5/2m) x 1.5kN/m2

= 3.75kN

Toilet

= total area x live load factor for toilet

= (2m x 2.85/2m) x 2.0kN/m2

= 5.7kN

Corridors

= total area x live load factor for corridor

= [(2.85/2)m x (2.5 + 2.85/2)m] x 4.0kN/m2

= 22.37kN

Total Live Load for 1st Floor

= 3.75kN + 5.7kN + 22.37kN

= 31.82kN

Ground Floor

Live Load

Guest Room


= (2m x 2.5/2m) x 1.5kN/m2

= 3.75kN

123

Toilet


= (2m x 2.85/2m) x 2.0kN/m2

= 5.7kN

Corridors


= [(2.85/2)m x (2.5 + 2.85/2)m] x 4.0kN/m2

= 22.37kN

Total Live Load for Ground Floor

= 3.75kN + 5.7kN + 22.37kN

= 31.82kN

Ultimate Load

Ultimate Dead Load


= (60.52kN + 129.84kN + 129.84kN) x 1.4

= 448.28kN

Ultimate Live Load


= (31.82kN + 31.82kN) x 1.6

= 101.82kN

Ultimate Load Acting on Column D3

= 448.28kN + 101.82kN

= 550.1kN

124

Column C3

Roof Level

Dead Load

Slabs (Flat roof)


= [(3 / 2 + 2.85 / 2)m x (2.5 + 4.01 /2)m] x 3.6kN/m2

= 47.44kN

Roof Beams


= (2.5 + 2.85/2 + 3/2 + 4.01/2)m x 1.44kN/m2 + (3/2)m x 1.08kN/m

= 12.32kN


= 47.44kN + 12.32kN

= 59.76kN

1st Floor

Dead Load

Walls


= (2.5 + 3 + 4.01/2)m x 8.55kN/m

= 64.17kN

Slabs (Flat roof)


= [(3 / 2 + 2.85 / 2)m x (2.5 + 4.01 /2)m] x 3.6kN/m2 = 47.44kN

125

Roof Beams


= (2.5 + 2.85/2 + 3/2 + 4.01/2)m x 1.44kN/m2 + (3/2)m x 1.08kN/m

= 12.32kN



= 64.17kN + 47.44kN + 12.32kN + 6.48kN

= 130.41kN

Ground Floor

Dead Load

Walls


= (2.5 + 3 + 4.01/2)m x 8.55kN/m

= 64.17kN

Slabs (Flat roof)


= [(3 / 2 + 2.85 / 2)m x (2.5 + 4.01 /2)m] x 3.6kN/m2 = 47.44kN

Roof Beams


= (2.5 + 2.85/2 + 3/2 + 4.01/2)m x 1.44kN/m2 + (3/2)m x 1.08kN/m

= 12.32kN


126


= 64.17kN + 47.44kN + 12.32kN + 6.48kN

= 130.41kN

1st Floor

Live Load

Toilet


= (3/2m x 2.5m) x 2.0kN/m2

= 7.5kN

Corridors


= [(2.85/ 2)m x (2.5 + 4.01/2)m] x 4.0kN/m2

= 25.68kN

Bedroom 2


= (3/2m x 4.01/2m) x 1.5kN/m2

= 4.51kN

Total Live Load for 1st Floor

= 7.5kN + 25.68kN + 4.51kN

= 37.69kN

Ground Floor

Live Load

Toilet


= (3/2m x 2.5m) x 2.0kN/m2

= 7.5kN

127

Corridors


= [(2.85/ 2)m x (2.5 + 4.01/2)m] x 4.0kN/m2

= 25.68kN

Kitchen

= total area x live load factor for kitchen

= (3/2m x 4.01/2m) x 3kN/m2

= 9.02kN

Total Live Load for Ground Floor

= 7.5kN + 25.68kN + 9.02kN

= 42.2kN

Ultimate Load

Ultimate Dead Load


= (59.76kN + 130.41kN + 130.41kN) x 1.4

= 448.81kN

Ultimate Live Load


= (37.69kN + 42.2kN) x 1.6

= 127.82kN

Ultimate Load Acting on Column E3

= 448.81kN + 127.82kN

= 576.63kN

128

Column 1 Analysis Calculation------Column B / 1

Roof

Slab

7.491m2 x 3.6kN/m2 = 26.968kN

Beam

(2.993 x ½ + 2 x ½ + 3 x ½) x1.44kN/m = 7.916kN

Total = 34.884kN

First Floor

Dead Load

Wall

(2.993 x ½ + 3 x ½) x 8.55kN/m = 25.62kN

Slab

7.491m2 x 3.6kN/m2 = 26.968kN

Beam

(2.993 x ½ + 2 x ½ + 3 x ½) x1.44kN/m = 7.916kN

Column

(0.3 x 0.3) x 3 x 24kN/m3 = 6.48kN

Total = 66.978kN

Ground Floor

Dead Load

Wall

(2.993 x ½ + 3 x ½ + 5 x ½) x8.55kN/m = 46.995kN

Slab

7.491m2 x 3.6kN/m2 = 26.968kN

Beam

(2.993 x ½ + 2 x ½ + 3 x ½) x1.44kN/m = 7.916kN

Column

(0.3 x 0.3) x 3 x 24kN/m3 = 6.48kN

Total = 88.359kN

Total Dead Load = 190.221kN

Apply 1.4 Factor = 266.309kN

Live Load

Bedroom

(2.993m x ½ + 5m x ½) x 1.5kN/m2 = 5.612kN

Bedroom

(3 x ½ + 5 x ½) x 1.5kN/m2 = 5.625kN

Live Load

Bedroom

(2.993m x ½ + 5m x ½) x 1.5kN/m2 = 5.612kN

Bedroom

(3 x ½ + 5 x ½) x 4kN/m2 = 15kN

Total = 31.849kN

Total Live Load = 31.849kN


Total Ultimate Load on Column B / 1 = 317.267kN

130


Roof

Slab

13.504m2 x 3.6kN/m2 = 48.614kN

Beam

(2.993 x ½ + 5 x ½ + 3 x ½ + 4.013 x ½)

x1.44kN/m = 10.804kN

Total = 59.418kN

First Floor

Dead Load

Wall

(2.993 x ½ + 3 x ½ + 5 x ½ +4.013 x ½)

x8.55kN/m = 64.151kN

Slab

13.504m2 x 3.6kN/m2 = 48.614kN

Beam

(2.993 x ½ + 3 x ½ + 5 x ½ +4.013 x ½)

x1.44kN/m = 10.804kN

Column

(0.3 x 0.3) x 3 x 24kN/m3 = 6.48kN

Total = 130.049kN

Ground Floor

Dead Load

Wall

(2.993 x ½ + 3 x ½ + 5 x ½ +4.013 x ½)

x8.55kN/m = 64.151kN

Slab

13.504m2 x 3.6kN/m2 = 48.614kN

Beam

(2.993 x ½ + 3 x ½ + 5 x ½ +4.013 x ½)

x1.44kN/m = 10.804kN

Column

(0.3 x 0.3) x 3 x 24kN/m3 = 6.48kN

Total = 130.049kN

Live Load

Bedroom

(2.993m x ½ + 5m x ½) x 1.5kN/m2 = 5.612kN

Wash Closet

(3 x ½ + 5 x ½) x 2kN/m2 = 5.625kN

Bedroom

(4.013 x ½ + 2.993 x ½) x 1.5kN/m2 = 4.505kN

Bedroom

(4.013 x ½ + 3 x ½) x 1.5kN/m2 = 4.515kN

Live Load

Bedroom

(2.993m x ½ + 5m x ½) x 1.5kN/m2 = 5.612kN

Wash Closet

(3 x ½ + 5 x ½) x 2kN/m2 = 7.5kN

Bedroom

(4.013 x ½ + 2.993 x ½) x 3kN/m2 = 9.009kN

Bedroom

(4.013 x ½ + 3 x ½) x 3kN/m2 = 9.03kN

Total = 51.408kN

132






133


Roof

Slab

13.289m2 x 3.6kN/m2 = 47.84kN

Beam

(2.993 x ½ + 4.852 x ½ + 3 x ½ + 4.013

x ½) x1.44kN/m = 10.698kN

Total = 58.538kN

First Floor

Dead Load

Wall

(2.993 x ½ + 3 x ½ + 4.852 x ½)

x8.55kN/m = 46.362kN

Slab

13.283m2 x 3.6kN/m2 = 47.819kN

Beam

(2.993 x ½ + 3 x ½ + 4.852 x ½ +4.013

x ½) x1.44kN/m = 10.698kN

Column

(0.3 x 0.3) x 3 x 24kN/m3 = 6.48kN

Total = 111.359kN

Ground Floor

Dead Load

Wall

(4.852 x ½) x 8.55kN/m = 20.742kN

Slab

13.504m2 x 3.6kN/m2 = 47.819kN

Beam

(2.993 x ½ + 3 x ½ + 4.852 x ½ +4.013

x ½) x1.44kN/m = 10.698kN

Column

(0.3 x 0.4) x 3 x 24kN/m3 = 6.48kN

Total = 85.739kN

Live Load

Bedroom

(2.993m x ½ + 4.013m x ½) x 1.5kN/m2 = 4.505kN

Bedroom

(4.013 x ½ + 3 x ½) x 1.5kN/m2 = 4.515kN

Bedroom

(4.852 x ½ + 2.993 x ½) x 1.5kN/m2 = 5.447kN

Wash Closet

(4.852 x ½ + 3 x ½) x 2kN/m2 = 7.278kN

Live Load

Kitchen

(2.993m x ½ + 4.013m x ½) x 3kN/m2 = 9.009kN

Kitchen

(4.013 x ½ + 3 x ½) x 3kN/m2 = 4.515kN= 9.03kN

Kitchen

(4.852 x ½ + 2.993 x ½) x 3kN/m2 = 10.893kN

Kitchen

(4.852 x ½ + 3 x ½) x 3kN/m2 = 10.917kN

Total = 39.849kN

135






136

Column 1 Analysis Calculation (Chan Yi Qin | 0315964)

Column B3

137

Column 1 Analysis Calculation

Column B3 (Roof, First Floor, Ground Floor)

Dead Load

Dead load on roof

Area of slab acting on column B3

= (1.25 + 2.007)m x (1.4965 + 1.5)m

= 9.76 m2

Roof slab self-weight

= 3.6kN/m2

x 9.76 m2

= 35.13kN

Roof beam self-weight

= (1.4965 + 1.5 + 2.007 + 1.25)m x 1.44kN/m2

= 9kN

Total dead load on flat roof

= 35.13kN + 9kN

= 44.135kN

Dead load on first floor

Concrete slab

= 3.6kN/m2

x 9.76 m2

= 35.13kN

Beam self-weight

= (1.4965 + 1.5 + 2.007 + 1.25)m x 1.44kN/m2

= 9kN

Brick wall self-weight

= (1.4965 + 1.5 + 2.007 + 1.25)m x 8.55kN/m2

= 53.47kN

138

Column

= 0.3m x 0.3m x 3m x 24kN/𝑚3

= 6.48kN

Total dead load on first floor

= 35.13kN + 9kN + 53.47kN + 6.48kN

= 104.08kN

Dead load on ground floor

Concrete slab

= 3.6kN/m2

x 9.76 m2

= 35.13kN

Beam self-weight

= (1.4965 + 1.5 + 2.007 + 1.25)m x 1.44kN/m2

= 9kN


= (1.4965 + 1.5 + 2.007 + 1.25)m x 8.55kN/m2

= 53.47kN

Column

= 0.3m x 0.3m x 3m x 24kN/𝑚3

= 6.48kN


= 35.13kN + 9kN + 53.47kN + 6.48kN

= 104.08kN

Total Dead Load = 44.135kN + 104.08kN + 104.08kN

= 252.30kN

Apply 1.4 factor = 353.21kN

139

Live Load

Live load on first floor

Bedroom

= (3.257 x 3)m x 1.5kN/m2

= 14.66kN

Live load on ground floor

Kitchen

= (3.257 x 3)m x 3kN/m2

= 29.313kN

Total live load = 14.66kN + 29.313kN

= 43.873kN


Ultimate load acting on Column B3 = 353.21kN + 70.36kN = 423.57kN

140


Column B4

141


Column B4 (Roof, First Floor, Ground Floor)

Dead Load

Dead load on roof


= (2.007 + 2.426)m x (1.4965 + 1.5)m

= 8.134 m2


= 3.6kN/m2

x 8.134 m2

= 29.28kN


= (1.4965 + 1.5 + 2.007 + 2.426)m x 1.44kN/m2

= 10.698kN


= 29.28kN + 10.698kN

= 39.98kN


Concrete slab

= 3.6kN/m2

x 8.134 m2

= 29.28kN

Beam self-weight

= (1.4965 + 1.5 + 2.007 + 2.426)m x 1.44kN/m2

= 10.698kN


= (1.4965 + 1.5 + 2.007 + 2.426)m x 8.55kN/m2

= 63.52kN

142

Column

= 0.3m x 0.3m x 3m x 24kN/𝑚3

= 6.48kN


= 29.28kN + 10.698kN + 63.52kN + 6.48kN

= 109.98kN


Concrete slab

= 3.6kN/m2

x 8.134 m2

= 29.28kN

Beam self-weight

= (1.4965 + 1.5 + 2.007)m x 1.44kN/m2

= 7.21kN


= (1.4965 + 1.5 + 2.007)m x 8.55kN/m2

= 42.78kN

Column

= 0.3m x 0.3m x 3m x 24kN/𝑚3

= 6.48kN

Total dead load on ground floor

= 29.28kN + 7.21kN + 42.78kN + 6.48kN

= 85.75kN


= 235.71kN


143

Live Load


Bedroom

= (3.257 x 3)m x 1.5kN/m2

= 14.66kN


Kitchen

= (3.257 x 3)m x 3kN/m2

= 29.313kN


= 43.873kN


144


Column C3

145


Column C3 (Roof, First Floor, Ground Floor)

Dead Load

Dead load on roof


= (1.25 + 2.01)m x (1.5 + 1.42)m

= 9.52 m2


= 3.6kN/m2

x 9.52 m2

= 34.27kN


= (1.5 + 1.42 + 1.25 + 2.01)m x 1.44kN/m2

= 8.90kN


= 34.27kN + 8.90kN

= 43.17kN


Concrete slab

= 3.6kN/m2

x 9.52 m2

= 34.27kN

Beam self-weight

= (1.5 + 1.42 + 1.25 + 2.01)m x 1.44kN/m2

= 8.90kN


= (1.5 + 1.42 + 1.25 + 2.01)m x 8.55kN/m2

= 52.84kN

146

Column

= 0.3m x 0.3m x 3m x 24kN/𝑚3

= 6.48kN


= 32.27kN + 8.90kN + 52.84kN + 6.48kN

= 100.13kN


Concrete slab

= 3.6kN/m2

x 9.52 m2

= 34.27kN

Beam self-weight

= (1.5 + 1.42 + 1.25 + 2.01)m x 1.44kN/m2

= 8.90kN


= (1.5 + 1.42 + 1.25 + 2.01)m x 8.55kN/m2

= 52.84kN

Column

= 0.3m x 0.3m x 3m x 24kN/𝑚3

= 6.48kN

Total dead load on ground floor

= 34.27kN + 8.90kN + 52.84kN + 6.48kN

= 102.49kN


= 245.79kN


147

Live Load


Bedroom

= (3.257 x 3)m x 1.5kN/m2

= 14.66kN


Kitchen

= (3.257 x 3)m x 3kN/m2

= 29.313kN


= 43.873kN


148

Column Test Calculation (accordance to BS 8110)

Given that fcu = 30N/mm2 and fy = 460N/mm

2. Assuming percentage of steel reinforcement in

a square concrete column is 2%, determine the capacity of the column.

N = 0.4fcuAc + 0.8fyAsc

N = Capacity Of Concrete

Fcu = Concrete Strength (N/mm2)

Ac = Cross Section of Concrete Column

Fy = Yield Strength of Steel (N/mm2)

Asc = Steel Content in A Column

Ac = 300 x 300 = 90000

Asc = 2% x 90000 = 1800

N = 0.4fcuAc + 0.8fyAsc

= 0.4 x 30 x 90000 + 0.8 x 460 x 1800

= 1080000 + 662400

= 1742400N = 1742.4kN

Thus, this column can sustain any ultimate load below 1742.4kN.

149

Building Structures_Project_02

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