structure report final

TAYLOR’S UNIVERSITY

STRUCTURAL ANALYSIS OF A BUNGALOW

PROJECT 2

BUILDING STRUCTUREARC 2522 / 2523

Tutor: Mrs. Norita

Student name and ID :

1. Louis De Rozario

1. Roy Yiek Chin Hieng

1. Tristan Yu Tze - Xien

0327136

0317726

0317729

1

INTRODUCTIONA CONTEMPORARY DESIGN TWO STOREY BUNGALOW WITH A BUILT UP AREA OF 500 Sq METER. GROUND FLOORCONSISTS OF LIVING HALL, DINING AREA, KITCHEN, ONE BEDOOM, STORE AND TOILET. FIRST FLOOR CONSISTS OF THREEBEDROOM WITH ATTACH BATHROOM, BALCONY, STORE AND AN OPEN AREA.IN A GROUP OF THREE, EACH OF US DIVIDE ZONING AREA TO CARRY OUT STRUCTURAL FRAMING CALCULATION. EACHOF US ANALYSE AT LEAST 6 BEAMS AND 3 COLUMNS AT SELECTED ZONING AREA.

INDIVIDUAL ZONING AREA

PART 2 LOUIS DE ROZARIO

PART 1 ROY YIEK

PART 3TRISTAN YU

12

PART 2 LOUIS DE ROZARIO

PART 1 ROY YIEK

PART 3TRISTAN YU

13

ROY YIEK CHIN HIENG0317726

CHOOSEN BEAMS 1. FIRST FLOOR 4/A-E2. FIRST FLOOR A/1-33. FIRST FLOOR B/1-34. FIRST FLOOR D/1-35. FIRST FLOOR 3/A-E 6. FIRST FLOOR 3/E-H

14

1

2 3 4

5 6

ROY YIEK CHIN HIENG 0317726

15


16

1. BEAM (FIRST FLOOR 4/A-E)

FIRST FLOOR BEAM &

COLUMN LAYOUT

FIRST FLOOR PLAN

1.BEAM (FIRST FLOOR 4/A-E)

FIRST FLOOR SLAB LOAD

DISTRIBUTION DIAGRAM


17

• DEAD LOAD FROM BEAM SELF WEIGHT ( GRID 4/A-E )

• DEAD LOAD FROM BRICK WALL WEIGHT ( GRID 4/A-C )

• DEAD LOAD FROM SLAB :

- GRID A-C/3-4

- GRID C-E/3-4

- GRID A-E/4-5

• LIVE LOAD FROM SLAB :

- GRID A-C/3-4

- GRID C-E/3-4

- GRID A-E/4-5

• POINT LOAD AT POINT C/4


BEAM (FIRST FLOOR 4/A-E) CARRIES:

3m 2.6m

A C EDEAD LOAD FROM BEAM SELF WEIGHT

(GRID 4/A-E)

1.44Kn/m

11.4Kn/m

DEAD LOAD FROM BRICK WALL WEIGHT

(GRID 4/A-C)

DEAD LOAD FROM SLAB (A-C/3-4)

DEAD LOAD FROM SLAB (C-E/3-4)

*Beam size = 200mm x 300mm

*Wall size = 0.2m X 3m

*Slab thickness = 0.15m

(Density of reinforced concrete) x (Beam size)

=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m

(Density of unreinforced concrete) x (Wall size)

=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m

(Density of reinforced concrete) x (slab thickness) x

Lx/2

=24Kn/m3 x 0.15m x 2.25m/2

= 4.05Kn/m

4.05Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2.25m/2

= 4.05Kn/m

4.05Kn/m


18


3m 2.6m

A C EDEAD LOAD FROM SLAB (A-E/4-5)

7.11Kn/m

33.6Kn/m


Lx/2

=24Kn/m3 x 0.15m x 3.95m/2

= 7.11Kn/m

17.64Kn/m

ULTIMATE DEAD LOAD

A-C : 24Kn/m x 1.4 = 33.6Kn/m

C-E : 12.6Kn/m x 1.4 = 17.64Kn/m

LIVE LOAD FROM SLAB (A-C/3-4)

LIVE LOAD FROM SLAB (C-E/3-4)

Toilet = 2.0Kn/m2 2.25Kn/m

(Toilet factor) x (Lx/2)

= 2.0Kn/m2 x 2.25m/2

= 2.25Kn/m

(Bedroom factor) x (Lx/2)

= 1.5Kn/m2 x 2.25m/2

= 1.69Kn/m

Bedroom = 1.5Kn/m2

TOTAL DEAD LOAD

A-C : (1.44+11.4+4.05+7.11)Kn/m = 24Kn/m

C-E : ( 1.44+4.05+7.11)Kn/m = 12.6Kn/m

1.69Kn/m

LIVE LOAD FROM SLAB (A-E/4-5)


= 1.5Kn/m2 x 3.95m/2

= 2.96Kn/m

Bedroom = 1.5Kn/m2 2.96Kn/m


19


8.34Kn/m7.44Kn/mULTIMATE LIVE LOAD

A-C : 5.21Kn/m x 1.6 = 8.34Kn/m

C-E : 4.65Kn/m x 1.6 = 7.44Kn/m

TOTAL LIVE LOAD

A-C : (2.25+2.96)Kn/m = 5.21Kn/m

C-E : (1.69+2.96)Kn/m = 4.65Kn/m

3m 2.6m

A C E

ULTIMATE LOAD

A-C : (33.6+8.34) = 41.94Kn/m

C-E : (17.64+7.44) = 25.08Kn/m

Point load at C/4 : 33.47 Kn (refer to page 23)

41.94Kn/m25.08Kn/m

Point load from C/433.47Kn


20


41.94Kn/m25.08Kn/m

3m 2.6m

A C E

33.47Kn

Ra Re

M = 0

= (5.6)(Ra) – (125.82)(4.1) – (33.47)(2.6) – (65.21)(1.3)

= 5.6Ra – 515.86 – 87.02 – 84.77

= 5.6Ra – 687.65

5.6Ra = 687.65 Kn

Ra = 122.79 Kn

F = 0

= Re + Ra – (41.94 x 3) – 33.47 – (25.08 x 2.6)

= Re + 122.79 – 224.5

= Re – 101.71Kn

Re = 101.71Kn


21


41.94Kn/m25.08Kn/m

3m 2.6m

A C E

33.47Kn

Ra= 122.79Kn Re= 101.71Kn

122.79 Kn

- 36.5 Kn

0 Kn -3.03 Kn

-101.71 Kn

0 Kn

(3.03 x 0.072 / 2) + (36.5 x 2.6) + (65.21 x 2.6 / 2)

= 179.89Kn/m

= 180Kn/m

X/3 = 3.03/(3.03+122.79)

X = 0.072

3.03

122.79

3

x

180Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

122.79 x (3 - 0.072) / 2

= 179.76Kn/m

=180Kn/m


22

SECONDARY BEAM (FIRST FLOOR C/3-4)


FIRST FLOOR BEAM &

COLUMN LAYOUT

FIRST FLOOR PLAN




23


• DEAD LOAD FROM BEAM SELF WEIGHT ( GRID C/3-4 )

• DEAD LOAD FROM BRICK WALL WEIGHT ( GRID C/3-4 )


- GRID A-C/3-4

- GRID C-E/3-4


- GRID A-C/3-4

- GRID C-E/3-4

2.25m3 4DEAD LOAD FROM BEAM SELF WEIGHT

(GRID C/3-4)

1.44Kn/m

11.4Kn/mDEAD LOAD FROM BRICK WALL WEIGHT

(GRID 4/A-C)







=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m


Lx/2 x 2/3

=24Kn/m3 x 0.15m x 2.25m/2 x 2/3

= 2.7Kn/m

2.7Kn/m


Lx/2 x 2/3

=24Kn/m3 x 0.15m x 2.25m/2 x 2/3

= 2.7 Kn/m

2.7Kn/m



24

2.25m3 4TOTAL DEAD LOAD

25.54Kn/m

1.5Kn/m

3-4 : (1.44+11.4+2.7+2.7)Kn/m = 18.24Kn/m

1.13Kn/m


ULTIMATE DEAD LOAD

18.24Kn/m x 1.4 = 25.54Kn/m



Toilet = 2.0Kn/m2

(Toilet factor) x (Lx/2) x 2/3

= 2.0Kn/m2 x 2.25m/2 x 2/3

= 1.5Kn/m

(Bedroom factor) x (Lx/2) x 2/3

= 1.5Kn/m2 x 2.25m/2 x 2/3

= 1.13Kn/m

Bedroom = 1.5Kn/m2

TOTAL LIVE LOAD

3-4 : (1.5+1.13)Kn/m = 2.63Kn/m

ULTIMATE LIVE LOAD

2.63Kn/m x 1.6 = 4.21Kn/m

4.21Kn/m

ULTIMATE LOAD

29.75Kn/m

25.54Kn/m + 4.21Kn/m = 29.75Kn/m


25

29.75Kn/m

2.25m

3 4

Ra Rb

Ra = POINT LOAD AT C/4

=(29.75Kn/m x 2.25m) / 2

= 33.47Kn


26

2. BEAM (FIRST FLOOR A/1-3)


FIRST FLOOR BEAM &

COLUMN LAYOUT

FIRST FLOOR PLAN




27


• DEAD LOAD FROM BEAM SELF WEIGHT ( GRID A/1-3 )

• DEAD LOAD FROM BRICK WALL WEIGHT ( GRID A/1-3 )


- GRID A-B/1-2

- GRID A-B/2-3


- GRID A-B/1-2

- GRID A-B/2-3

• POINT LOAD AT POINT A/2

2. BEAM (FIRST FLOOR A/1-3) CARRIES:

2.59m 1.11m

1 2 3DEAD LOAD FROM BEAM SELF WEIGHT

(GRID A/1-3)

1.44Kn/m


(GRID A/1-3)

DEAD LOAD FROM SLAB (A-B/1-2)






=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2.1m/2

= 3.78Kn/m

3.78Kn/m


Lx/2 x 2/3

=24Kn/m3 x 0.15m x 1.11m/2 x 2/3

= 1.33Kn/m

1.33Kn/m


28


2.59m 1.11m1 2 3

TOTAL DEAD LOAD

1-2 : (1.44 + 11.4 + 3.78) Kn/m = 16.62Kn/m

2-3 : (1.44 + 11.4 + 1.33) Kn/m = 14.17Kn/m 23.27Kn/m19.84Kn/m

ULTIMATE DEAD LOAD

1-2 : 16.62Kn/m x 1.4 = 23.27Kn/m

2-3 : 14.17Kn/m x 1.4 = 19.84Kn/m

LIVE LOAD FROM SLAB (A-B/1-2)


2.1Kn/mToilet = 2.0Kn/m2


= 2.0Kn/m2 x 2.1m/2

= 2.1Kn/m

0.56Kn/mBedroom = 1.5Kn/m2


= 1.5Kn/m2 x 1.11m/2 x 2/3

= 0.56Kn/m

3.36Kn/m0.9Kn/m

TOTAL LIVE LOAD

1-2 : 2.1Kn/m

2-3 : 0.56Kn/m

1-2 : 2.1Kn/m x 1.6 = 3.36Kn/m

2-3 : 0.56Kn/m x 1.6 = 0.9kn/m

ULTIMATE DEAD LOAD

ULTIMATE LOAD

1-2 : (23.27+3.36) = 26.63Kn/m

2-3 : (19.84+0.9) = 20.74Kn/m

Point load at A/2 : 29.26 Kn (refer to page 32)

26.63Kn/m20.74Kn/m

Point load from A/229.26Kn


29


2.59m 1.11m

1 2 3

26.63Kn/m

20.74Kn/m

Point load from A/229.26Kn

R1 R3

M = 0

= (3.7)(R1) – (68.97)(2.41) – (29.26)(1.11) – (23.02)(0.56)

= 3.7R1 – 166.22 – 32.48 – 12.89

= 3.7R1 – 211.59

3.7R1 = 211.59Kn

R1 = 57.19Kn

F = 0

= R1 + R3 – (26.63 x 2.59) – 21.26 – (20.74 x 1.11)

= 57.19 + R3 - 68.97 – 29.26 – 23.02

= R3 – 64.06Kn

R3 = 64.06Kn


30

26.63Kn/m20.74Kn/m

2.59m 1.11m

1 2 3

29.26Kn

R1= 57.19Kn R3= 64.06Kn

57.19 Kn

-41.06Kn

0 Kn -11.80 Kn

--64.06\Kn

0 Kn

(11.8 x 0.44 / 2) + (41.06 x 1.11) + (23 x 1.11 / 2)

= 60.94Kn/m

=61 Kn/m

X/2.59 = 11.8/(11.8+57.19)

X = 0.44

11.8

57.19

2.59

x

61Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM


(57.19 x (2.59 – 0.44) / 2

= 61.48Kn/m

=61 Kn/m


31

SECONDARY BEAM (FIRST FLOOR 2/A-B)


FIRST FLOOR BEAM &

COLUMN LAYOUT

FIRST FLOOR PLAN




32



• DEAD LOAD FROM BEAM SELF WEIGHT ( GRID 2/A-B )

• DEAD LOAD FROM BRICK WALL WEIGHT ( GRID 2/A-B )


- GRID A-B/1-2

- GRID A-B/2-3


- GRID A-B/1-2

- GRID A-B/2-3

2.1mA BDEAD LOAD FROM BEAM SELF WEIGHT

(GRID 2/A-B)

1.44Kn/m


(GRID 4/A-C)







=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m


Lx/2 x 2/3

=24Kn/m3 x 0.15m x 2.1m/2 x 2/3

= 2.52Kn/m

2.52Kn/m


Lx/2

=24Kn/m3 x 0.15m x 1.11m/2

= 2Kn/m

2Kn/m


33

2.1mA B

TOTAL DEAD LOAD

A–B : 17.36Kn/m x 1.4 = 24.3 Kn/m

24.3Kn/m

ULTIMATE DEAD LOAD



1.4Kn/mToilet = 2.0Kn/m2


= 2.0Kn/m2 x 2.1m/2 x 2/3

= 1.4Kn/m

Bedroom = 1.5Kn/m2

(bedroom factor) x (Lx/2)

= 1.5Kn/m2 x 1.11m/2

= 0.83Kn/m

3.57Kn/m

ULTIMATE LOAD

A-B : 24.3Kn/m + 3.57Kn/m = 27.87 Kn/m

27.87Kn/m


A-B : (1.44 + 11.4 + 2.52 + 2) Kn/m = 17.36Kn/m

0.83Kn/m

TOTAL LIVE LOAD

A–B : 2.23Kn/m x 1.6 = 3.57Kn/m

ULTIMATE LIVE LOAD

A-B : (1.4 + 0.83) Kn/m = 2.23Kn/m


34


2.1m

A B

27.87Kn/m

Ra Rb

Point load at A/2 and B/2 = Ra = Rb

Ra = 27.87Kn/m x 2.1m/2 = 29.26 Kn

Point load from B/2= 29.26Kn

Point load from A/2= 29.26Kn

Point load from A/2 Point load from B/2


35

3. BEAM (FIRST FLOOR B/1-3)


FIRST FLOOR BEAM &

COLUMN LAYOUT

FIRST FLOOR PLAN




36

• DEAD LOAD FROM BEAM SELF WEIGHT ( GRID B/1-3 )

• DEAD LOAD FROM BRICK WALL WEIGHT ( GRID B/1-2 )


- GRID A-B/1-2

- GRID A-B/2-3

- GRID B-D/1-3


- GRID A-B/1-2

- GRID A-B/2-3

- GRID B-D/1-3

• POINT LOAD AT B/2


(GRID B/1-3)

1.44Kn/m


(GRID B/1-2)







=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m


Lx/2 x 2/3

=24Kn/m3 x 0.15m x 2.1m / 2

= 3.78Kn/m

3.78Kn/m


Lx/2 x 2/3

=24Kn/m3 x 0.15m x 1.11m / 2 x 2/3

= 1.33 Kn/m

1.33Kn/m

BEAM (FIRST FLOOR B/1-3) CARRIES:

21.11m



37

2.59m3

4.68Kn/m

29.82Kn/m

DEAD LOAD FROM SLAB (B-D/1-3)



Lx/2 x 2/3

=24Kn/m3 x 0.15m x 2.6m / 2

= 4.68Kn/m

0.56Kn/m

21.11m


1

TOTAL DEAD LOAD

1–2 : 21.3Kn/m x 1.4 = 29.82 Kn/m

2-3 : 7.45Kn/m x 1.4 = 10.43 Kn/m

ULTIMATE DEAD LOAD

1-2 : (1.44 + 11.4 + 3.78 + 4.68)Kn/m = 21.3 Kn/m

2-3 : (1.44 + 1.33 + 4.68) = 7.45 Kn/m 10.43Kn/m

Toilet = 2.0 Kn/m2


= 2.0Kn/m2 x 2.1m / 2

= 2.1Kn/m

2.1Kn/m


Bedroom = 1.5 Kn/m2

(bedroom factor) x (Lx/2) x 2/3

= 1.5Kn/m2 x 1.11m /2 x 2/3

= 0.56Kn/m

LIVE LOAD FROM SLAB (B-D/1-3)

Bedroom = 1.5 Kn/m2


= 1.5Kn/m2 x 2.6m /2

= 1.95Kn/m

1.95Kn/m


38


2.59m3

6.48Kn/m

21.11m

1TOTAL LIVE LOAD

1–2 : 4.05Kn/m x 1.6 = 6.48 Kn/m

2-3 : 2.51 Kn/m x 1.6 = 4.02 Kn/m

ULTIMATE LIVE LOAD

1-2 : (2.1 + 1.95)Kn/m = 4.05 Kn/m

2-3 : (0.56 + 1.95) = 2.51 Kn/m 4.02Kn/m

1–2 : 29.82Kn/m + 6.48 Kn/m = 36.3Kn/m

2-3 : 10.43Kn/m + 4.02 Kn/m = 14.45Kn/m

Point load at B/2 = 29.26Kn (refer to page 42)

ULTIMATE LOAD 36.3Kn/m14.45Kn/m

Point load from B/229.26Kn


39

M = 0

= (3.7)(R1) – (94.02)(2.41) – (29.26)(1.11) – (16.04)(0.56)

= 3.7R1 – 226.59 – 32.48 – 8.98

= 3.7R1 – 268.05

3.7R1 = 268.05 Kn

R1 = 72.45 Kn

F = 0

= R1 + R3 – (36.3 x 2.59) – 29.26 – (14.45 x 1.11)

= 72.45+ R3 – 94.02 – 29.26 – 16.04

= R3 – 66.87Kn

R3 = 66.87Kn

2.59m32

1.11m

1

36.3Kn/m14.45Kn/m


R1 R3



40

72.45 Kn

-50.83Kn

0 Kn-21.56 Kn

-66.87Kn

0 Kn

(21.56 x 0.59/ 2) + (50.83 x 1.11) + (16.04 x 1.11 / 2)

= 71.68 Kn/m

= 72 Kn/m

X/2.59 = 21.56/(21.56+72.45)

X = 0.59

21.56

72.45

2.59

x

72Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

72.45 x (2.59-0.59)/ 2

= 72.45 Kn/m

= 72 Kn/m

2.59m32

1.11m1

36.3Kn/m14.45Kn/m


R1=72.45Kn

R3=66.87Kn



41

4. BEAM (FIRST FLOOR D/1-3)

FIRST FLOOR BEAM &

COLUMN LAYOUT

4.BEAM (FIRST FLOOR D/1-3)



FIRST FLOOR PLAN


42


• DEAD LOAD FROM BEAM SELF WEIGHT ( GRID D/1-3 )

• DEAD LOAD FROM BRICK WALL WEIGHT ( GRID D/1-2 )


- GRID B-D/1-3

- GRID D-F/1-3


- GRID B-D/1-3

- GRID D-F/1-3


(GRID D/1-3)

1.44Kn/m


(GRID D/1-2)

DEAD LOAD FROM SLAB (B-D/1-3)

DEAD LOAD FROM SLAB (D-F/1-3)





=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m


Lx/2 x 2/3

=24Kn/m3 x 0.15m x 2.6m / 2

= 4.68Kn/m

4.68Kn/m


Lx/2 x 2/3

=24Kn/m3 x 0.15m x 2.15m / 2

= 3.87 Kn/m

3.87Kn/m

BEAM (FIRST FLOOR D/1-3) CARRIES:

21.11m


43


2.59m3

29.95Kn/m


1.61Kn/m

21.11m

1TOTAL DEAD LOAD

1–2 : 21.39Kn/m x 1.4 = 29.95Kn/m

2-3 : 9.99Kn/m x 1.4 = 13.99 Kn/m

ULTIMATE DEAD LOAD

1-2 : (1.44 + 11.4 + 3.87 + 4.68)Kn/m = 21.39 Kn/m

2-3 : (1.44 + 4.68 + 43.87) = 9.99 Kn/m

13.99Kn/m

Bedroom = 1.5 Kn/m2


= 1.5Kn/m2 x 2.6m / 2

= 1.95Kn/m

1.95Kn/m

LIVE LOAD FROM SLAB (D-F/1-3)

Bedroom = 1.5 Kn/m2


= 1.5Kn/m2 x 2.15m /2

= 1.61Kn/m

5.7Kn/m

TOTAL LIVE LOAD

1–3 : 3.56 Kn/m x 1.6 = 5.7 Kn/m

ULTIMATE LIVE LOAD

1-3 : (1.95 + 1.61)Kn/m = 3.56 Kn/m

1–2 : 29.95Kn/m + 5.7Kn/m = 35.65Kn/m

2-3 : 13.99 Kn/m + 5.7Kn/m = 19.69Kn/m

ULTIMATE LOAD19.69Kn/m

35.65Kn/m


44


M = 0

= (3.7)(R1) – (95.33)(2.41) – (21.86)(0.56)

= 3.7R1 – 229.74 – 12.24

= 3.7R1 – 241.98

3.7R1 = 241.98 Kn

R1 = 65.4 Kn

F = 0

= R1 + R3 – (35.65 x 2.59) – (19.69 x 1.11)

= 65.64 + R3 – 95.33 – 21.86

= R3 – 51.55Kn

R3 = 51.55Kn

2.59m32

1.11m

1

35.65Kn/m

19.69Kn/m

R1 R3


45

65.4 Kn

0 Kn

-29.52 Kn

-51.55Kn

0 Kn

(29.52 x 0.81/ 2) + (29.52 x 1.11) + (22.03 x 1.11 / 2)

= 56.95 Kn/m

= 57 Kn/m

X/2.59 = 29.52/(29.52+65.4)

X = 0.81

29.52

65.4

2.59

x

58Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

65.4 x (2.59-0.81)/ 2

= 58.21 Kn/m

= 58 Kn/m

2.59m32

1.11m1

36.65Kn/m19.69Kn/m

R1=65.4Kn

R3=51.55Kn


Difference less than 5.


46


FIRST FLOOR BEAM &

COLUMN LAYOUT




FIRST FLOOR PLAN


47


5. BEAM (FIRST FLOOR 3/A-E) CARRIES :


• DEAD LOAD FROM BRICK WALL WEIGHT ( GRID 3/A-E )


- GRID A-B/2-3

- GRID A-C/3-4

- GRID B-D/1-3

- GRID C-E/3-4

- GRID D-E/1-3


- GRID A-B/2-3

- GRID A-C/3-4

- GRID B-D/1-3

- GRID C-E/3-4

- GRID D-E/1-3

• POINT LOAD AT

- B/3 (refer to page x)

- C/3 (refer to page x)

- D/3 (refer to page x)

2.1m

ADEAD LOAD FROM BEAM SELF WEIGHT

(GRID 3/A-E)

1.44Kn/m

11.4Kn/m


(GRID 3/A-E)




(Density of reinforced concrete) x

(Beam size)

=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m


B C D E

0.9m 1.7m 0.9m

48


2.1m

ADEAD LOAD FROM SLAB (GRID A-B/2-3)

2Kn/m

4.05Kn/m

B C D E

0.9m 1.7m 0.9m(Density of reinforced concrete) x (slab thickness) x

Lx/2

=24Kn/m3 x 0.15m x 1.11m / 2

= 2Kn/m

DEAD LOAD FROM SLAB (GRID A-C/3-4)


Lx/2

=24Kn/m3 x 0.15m x 2.25m / 2

= 4.05Kn/m

DEAD LOAD FROM SLAB (GRID B-D/1-3)


Lx/2 x 2/3

=24Kn/m3 x 0.15m x 2.6m /2 x 2/3

= 3.12Kn/m

3.12Kn/m

DEAD LOAD FROM SLAB (GRID C-E/3-4)


Lx/2

=24Kn/m3 x 0.15m x 2.25m /2

= 4.05Kn/m

4.05Kn/m

DEAD LOAD FROM SLAB (GRID D-E/1-3)


Lx/2 x 2/3

=24Kn/m3 x 0.15m x 2.15m /2 X 2/3

= 2.58Kn/m

2.58Kn/m

TOTAL DEAD LOAD

A-B : (1.44 + 11.4 + 2 + 4.05)Kn/m = 18.89 Kn/m

B-C : (1.44 + 11.4 + 4.05 + 3.12) Kn/m = 20.01 Kn/m

C-D : (1.44 + 11.4 + 3.12 + 4.05) Kn/m = 20.01 Kn/m

D-E : (1.44 + 11.4 + 4.05 + 2.58) Kn/m = 19.47 Kn/m


49


ULTIMATE DEAD LOAD

A-B : 18.89 Kn/m x 1.4 = 26.45Kn/m

B-C : 20.01 Kn/m x 1.4 = 28.14 Kn/m

C-D : 20.01 Kn/m x 1.4 = 28.14 Kn/m

D-E : 19.47 Kn/m x 1.4 = 27.26 Kn/m

2.1m

A

26.45Kn/m

B C D E

0.9m 1.7m 0.9m

28.14Kn/m27.26Kn/m

2.25Kn/m

1.3Kn/m

1.69Kn/m

1.08Kn/m


Bedroom = 1.5 Kn/m2


= 1.5Kn/m2 x 1.11m / 2

= 0.83Kn/m

0.83Kn/m


Toilet = 2.0 Kn/m2

(toilet factor) x (Lx/2)

= 2Kn/m2 x 2.25m / 2

= 2.25Kn/m


Bedroom = 1.5 Kn/m2


= 1.5Kn/m2 x 2.6m /2 x 2/3

= 1.3Kn/m


Bedroom = 1.5 Kn/m2


= 1.5Kn/m2 x 2.25m /2

= 1.69Kn/m

LIVE LOAD FROM SLAB (D-E/1-3)

Bedroom = 1.5 Kn/m2


= 1.5Kn/m2 x 2.15m /2 x 2/3

= 1.08Kn/m


50


ULTIMATE LIVE LOAD

A-B : 3.08Kn/m x 1.6 = 4.91 Kn/m

B-C : 3.55Kn/m x 1.6 = 5.68 Kn/m

C-D : 2.99Kn/m x 1.6 = 4.78 Kn/m

D-E : 2.77Kn/m x 1.6 = 4.43 Kn/m

2.1m

A

4.91Kn/m

B C D E

0.9m 1.7m 0.9m

TOTAL LIVE LOAD

A-B : (0.83 + 2.25)Kn/m = 3.08 Kn/m

B-C : (2.25 + 1.3) Kn/m = 3.55 Kn/m

C-D : (1.3 + 1.69) Kn/m = 2.99 Kn/m

D-E : (1.69 + 1.08) Kn/m = 2.77 Kn/m

5.68Kn/m

4.78Kn/m4.43Kn/m

ULTIMATE LOAD

A-B : (26.45 + 4.91) Kn/m = 31.36 Kn/m

B-C : (28.14 + 5.68) Kn/m = 33.82 Kn/m

C-D : (28.14 + 4.78) Kn/m = 32.92 Kn/m

D-E : (24.26 + 4.43) Kn/m = 28.69 Kn/m

Point load at B/3 = 66.87Kn (refer to page 47)

Point load at C/3 = 33.47Kn (refer to page 55)

Point load at D/3 = 51.55Kn (refer to page 42)

31.36Kn/m

33.82Kn/m

32.92Kn/m 28.69

Kn/m

66.87Kn 33.47Kn 51.55Kn


51


2.1m

A B C D E

0.9m 1.7m 0.9m

31.36Kn/m

33.82Kn/m

32.92Kn/m 28.69

Kn/m

66.87Kn 33.47Kn 51.55Kn

M = 0

= (5.6)(Ra) – (31.36 x 2.1)(4.55) – (66.87)(3.5) – (33.82 x 0.9)(3.05) –(33.47)(2.6) – (32.92 x 1.7)(1.75) – (51.55)(0.9) – (28.69 x 0.9)(0.45)

= 5.6Ra – 299.64 – 234.04 – 92.84 – 87.02 – 97.94 – 46.40 – 11.62

= 5.6Ra – 869.5

5.6Ra = 869.5 Kn

Ra = 155.27 Kn

F = 0

= Ra + Re – (31.36 x 2.1) – 66.87 – (33.82 x 0.9) – 33.47 – (32.92 x 1.7) –51.55 - (28.69 x 0.9)

= 155.27 + Re – 65.86 – 66.87 – 30.44 – 33.47 – 55.96 – 51.55 – 25.82

= Re – 174.7Kn

Re = 174.7Kn

5.6m

Ra Re


52


2.1m

A B C D E

0.9m 1.7m 0.9m

31.36Kn/m

33.82Kn/m

32.92Kn/m 28.69

Kn/m

66.87Kn 33.47Kn 51.55Kn

Ra=155.27Kn

Re = 174.7Kn

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

155.27 Kn

0 Kn -7.89 Kn

-174.7Kn

0 Kn

89.41Kn

22.54Kn

-41.36 Kn

-97.33 Kn

-148.88 Kn


53


155.27 Kn

0 Kn -7.89 Kn

-174.7Kn

0 Kn

89.41Kn

22.54Kn

-41.36 Kn

-97.33 Kn

-148.88 Kn

2.1m

A B C D E

0.9m 1.7m 0.9m

a

b

c d

e

f

g

hArea of :

(155.27-89.41) x 2.1 / 2

=69.15

a

c

d

e

f

g

h

bArea of :

89.41 x 2.1

= 187.76

c

d

0.9m

22.54

7.89

x0.9 – x

x / 0.9-x = 7.89 / 22.54

7.1-7.89x = 22.54x

30.43x = 7.1

x = 0.23

Area of :

22.54 x (0.9 - 0.23) / 2

= 7.55

Area of :

(148.88 - 41.36) x 0.9

=96.77

Area of :

7.89 x 0.23/ 2

= 0.91

Area of :

41.36 x 2.6

= 107.54

Area of :

(97.33 - 41.36) x 1.7 / 2

= 47.57

Area of :

(174.7 – 148.88) x 0.9 / 2

=11.62

BENDING MOMENT

DIAGRAM

a + b + c

= 264.46

=264.4

d + e + f + g + h

= 264.41

=264.4

264.4Kn/m


54

6. BEAM (FIRST FLOOR E/3-4)

FIRST FLOOR BEAM &

COLUMN LAYOUT

6.BEAM (FIRST FLOOR E/3-4)



FIRST FLOOR PLAN


55

• DEAD LOAD FROM BEAM SELF WEIGHT ( GRID E/3-4 )

• DEAD LOAD FROM BRICK WALL WEIGHT ( GRID E/3-4 )


- GRID C-E/3-4

- GRID E-G/3-5


- GRID C-E/3-4

- GRID E-G/3-5

6. BEAM (FIRST FLOOR E/3-4) CARRIES:


(GRID A/1-3)

1.44Kn/m


(GRID A/1-3)


DEAD LOAD FROM SLAB (E-G/3-5)





=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m


Lx/2 x 2/3

=24Kn/m3 x 0.15m x 2.25m/2 x 2/3

= 2.7Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2.5m/2

= 4.5Kn/m



2.7Kn/m

4.5Kn/m

56


2.25m3 4

TOTAL DEAD LOAD

A–B : 20.04Kn/m x 1.4 = 28.06 Kn/m

28.06Kn/m

ULTIMATE DEAD LOAD


LIVE LOAD FROM SLAB (E-G/3-5)

1.13Kn/m

Corridor = 4.0Kn/m2

(corridor factor) x (Lx/2)

= 4.0Kn/m2 x 2.5m/2

= 5Kn/m

Bedroom = 1.5Kn/m2


= 1.5Kn/m2 x 2.25m/2 x 2/3

= 1.12Kn/m

9.81Kn/m

ULTIMATE LOAD

A-B : 28.06Kn/m + 9.81Kn/m = 37.87 Kn/m

37.87Kn/m

3-4 : (1.44 + 11.4 + 2.7 + 4.5) Kn/m = 20.04Kn/m

5Kn/m

TOTAL LIVE LOAD

3-4 : 6.13Kn/m x 1.6 = 9.81Kn/m

ULTIMATE LIVE LOAD

3-4 : (1.13 + 5) Kn/m = 6.13Kn/m


57


2.25m3 4

37.87Kn/m


R3= 42.6Kn

R4 = 42.46

R3=R4= 37.87 x 2.25 /2 = 42.6Kn

LOAD DIAGRAM

0 Kn

42.6Kn

-42.6Kn

0 Kn

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

23.96Kn/m

58

CHOOSEN COLUMNS 1. E/32. E/43. A/3


GENERAL INFO

*Height of the floors=3m

*Brick wall 200mm thick

Dead Load= 3.0m x 0.2m x 19 kN/m3

= 11.4kN/m

*Beam size is 200mm x 300mm

Dead Load= 0.15 m x 0.3 m x 24 kN/m3

= 1.44kN/m

*Slab thickness is 150mm,

Dead Load= 0.15m x 24 kN/m3

= 3.6 kN/m2

*Column size=300 x 300mm

Dead Load= 0.3m x 0.3m x 3m x 24 kN/m3

= 6.48 kN

59

1

2

3


60

1

2

3


61

1

2

3


62

1. COLUMN E/3

1. COLUMN E/3ROY YIEK CHIN HIENG 0317726

1

1

1

ROOF BEAM & COLUMN LAYOUT

FIRST FLOOR BEAM & COLUMN LAYOUT

GROUND FLOOR BEAM & COLUMN LAYOUT

1

1

1


FIRST FLOOR PLAN

GROUND FLOOR PLAN

2.9

8m

4.5m

2.9

8m

4.5m

2.9

8m

3m

corr

idor

63

Dead Load acting on column E/3.


Dead Load

1. COLUMN E/3

2.9

8m

4.5m

4.5m

E/3

1.1

3m

1.8

5m

2.6m 1.7m0.2m

1.9m 2.15m 0.45m

Roof Level

Slab dead load (assuming roof is concrete slab):

(Total slab area) x (reinforced concrete density) x (slab

thickness)

= 13.41m2 x 24Kn/m3 x 0.15 kN/m2

=48.28 Kn

Beam dead load :

(total beam length) x (reinforced concrete density) x

(Beam size)

= 10.46m x 24Kn/m3 x (0.2 x 0.3)m

= 15.06 Kn

63.34Kn

Walls dead load

(Total wall length) x (brick wall density) x ( wall size)

=(0.745 + 4.5 + 1.125 + 1.125)m x 19Kn/m3 x (0.2 x

3)m

=85.44 Kn

Slabs dead load


thickness)

= 13.41m2 x 24Kn/m3 x 0.15 kN/m2

=48.28 Kn

Beam dead load :


(Beam size)

= 10.46m x 24Kn/m3 x (0.2 x 0.3)m

= 15.06 Kn

Column

(reinforced concrete density) x (Column size)

= 24Kn/m3 x 0.3m x 0.3m x 3m

= 6.48 kN

155.26Kn

1st Floor

2.9

8m

4.5m

4.5m

E/3

1.1

3m

1.8

5m

2.6m 1.7m0.2m

1.9m 2.15m 0.45m

64

Walls dead load


=(1.7 + 1.13) x 19Kn/m3 x (0.2 x 3)m

=32.26 Kn

Slabs dead load


thickness)

= 13.41m2 x 24Kn/m3 x 0.15 kN/m2

=48.28 Kn

Beam dead load :


(Beam size)

= (1.7 + 2.98)m x 24Kn/m3 x (0.2 x 0.3)m

= 6.74 Kn

Column


= 24Kn/m3 x 0.3m x 0.3m x 3m

= 6.48 kN

93.76Kn

Grd Floor

2.9

8m

3m

E/3

1.7m1.3m

1.1

3m

1.8

5m

TOTAL DEAD LOAD

= (63.34 + 155.26 + 93.76)

=312.36Kn

ULTIMATE DEAD LOAD

= 312.36Kn x 1.4

= 437.30 Kn

65


1. COLUMN E/3

Live LoadRoof Level

1st Floor

Grd Floor

Slab live load :

(Total slab area) x (roof live load factor)

= 13.41m2 x 0.5Kn/m2

=6.71 Kn

6.71Kn

Bedroom

(Total bedroom areas) x (bedroom factor)

=(4.5m x 1.85m) (1.5Kn/m2) +

(2.6m x 1.13m) (1.5Kn/m2) +

=16.9 Kn

Toilet

(Total toilet area) x (toilet factor)

= (1.13m x 0.2m) x 2.0 kN/m2

=0.45 Kn

Corridor

(total corridor area) x (corridor factor)

= (1.7m x 1.13m) (4.0Kn/m2)

= 7.68 Kn

25.03Kn

Bedroom


=(3m x 1.85m) (1.5Kn/m2)

=8.33 Kn

Toilet


= (1.3m x 2.98m) x 2.0 kN/m2

=7.75 Kn

Corridor


= (1.7m x 1.13m) (4.0Kn/m2)

= 7.68 Kn

23.76Kn

Live Load acting on column E/3.

2.9

8m

4.5m

4.5m

E/3

1.1

3m

1.8

5m

2.6m 1.7m0.2m

1.9m 2.15m 0.45m

2.9

8m

4.5m

4.5m

E/3

1.1

3m

1.8

5m

2.6m 1.7m0.2m

1.9m 2.15m 0.45m

BEDROOM BEDROOM

BEDROOM CORRIDOR

TOILET

2.9

8m

3m

E/3

1.7m1.3m

1.1

3m

1.8

5m BEDROOM

CORRIDORTOILET

66


So, ultimate load acting on column E/3= 526.1 Kn

TOTAL LIVE LOAD

= (6.71 + 25.03 + 23.76) Kn

55.5Kn

ULTIMATE LIVE LOAD

= 55.5Kn x 1.6

= 88.8 Kn

ULTIMATE LOAD

= Untimate Dead Load + Ultimate Live Load

= 437.30Kn + 88.8Kn

= 526.10 Kn

1. COLUMN E/3

67

2. COLUMN E/4

2. COLUMN A/1ROY YIEK CHIN HIENG 0317726




ROOF PLAN

FIRST FLOOR PLAN

1.8

5m

2.35m

2

2 2

2

2 2

1.8

5m

1.5m

68


2. COLUMN A/1

Dead Load acting on column A/1.

Dead Load

TOTAL DEAD LOAD

= (24.37 + 59.48 + 6.48) Kn

= 90.33Kn

ULTIMATE DEAD LOAD

= 9.33Kn x 1.4

= 126.46 Kn

Roof Level

1st Floor

Grd Floor

Column


= 24Kn/m3 x 0.3m x 0.3m x 3m

= 6.48 kN

6.48Kn

Walls dead load


=(1.85 + 1.5)m x 19Kn/m3 x (0.2 x 3)m

=38.19 Kn

Slabs dead load


thickness)

= 2.78m2 x 24Kn/m3 x 0.15 kN/m2

=9.99 Kn

Beam dead load :


(Beam size)

= 3.35m x 24Kn/m3 x (0.2 x 0.3)m

= 4.82 Kn

Column


= 24Kn/m3 x 0.3m x 0.3m x 3m

= 6.48 kN

59.48Kn



thickness)

= 4.35m2 x 24Kn/m3 x 0.15 kN/m2

=15.66 Kn

Beam dead load :


(Beam size)

= 6.05m x 24Kn/m3 x (0.2 x 0.3)m

= 8.71 Kn

24.37Kn

1.8

5m

2.35m

A/1

0.25m2.1m

A/1

1.8

5m

1.5m

69

2. COLUMN A/1

Live Load acting on column A/1.

Live LoadRoof Level

1st Floor

Grd Floor

1.8

5m

2.35m

A/1

0.25m2.1m

A/1

1.8

5m

1.5m

Slab live load :


= 4.35m2 x 0.5Kn/m2

=2.18 Kn

2.18Kn

TOILET

Toilet


= 2.78m2 x 2.0 kN/m2

=5.56 Kn

5.56Kn

No live load


70

TOTAL LIVE LOAD

= (2.18 + 5.56) Kn

= 7.74Kn

ULTIMATE LIVE LOAD

= 7.74Kn x 1.6

= 12.38 Kn


2. COLUMN A/1

ULTIMATE LOAD

= Ultimate Dead Load + Ultimate Live Load

= 126.46Kn + 12.38Kn

= 138.84 Kn

So, ultimate load acting on column A/1= 138.84 kN

71

3. COLUMN A/3

3. COLUMN A/3ROY YIEK CHIN HIENG 0317726




ROOF PLAN

FIRST FLOOR PLAN

3 3

3 3

3 3

72


3. COLUMN A/3

DeadLoad acting on column A/3.

Dead LoadRoof Level

1st Floor

Grd Floor



thickness)

=(2.8m x 2.98m) x 24Kn/m3 x 0.15 kN/m2

=30.04 Kn

Beam dead load :


(Beam size)

= (2.1m + 2.8m + 1.85m + 2.98 ) x 24Kn/m3 x

(0.2 x 0.3)m

= 14.01 Kn

44.05Kn

Walls dead load


=(0.74 + 2.1 + 2.98 + 2.8)m x 19Kn/m3 x (0.2 x 3)m

=98.27 Kn

Slabs dead load


thickness)

= 8.34m2 x 24Kn/m3 x 0.15 kN/m2

=30.04 Kn

Beam dead load :


(Beam size)

= 9.73m x 24Kn/m3 x (0.2 x 0.3)m

= 14.01 Kn

Column


= 24Kn/m3 x 0.3m x 0.3m x 3m

= 6.48kN

148.8Kn

Column


= 24Kn/m3 x 0.3m x 0.3m x 3m

= 6.48 kN 6.48Kn

A/3

A/3

A/3

2.9

8m

2.1m

1.1

3m

1.1

1m

0.7

4m

2.8m

0.7m

1.8

5m

2.9

8m

2.1m

1.1

3m

1.1

1m

0.7

4m

2.8m

0.7m

1.8

5m

ULTIMATE DEAD LOAD = 199.33Kn x 1.4

= 279.06 Kn

TOTAL DEAD LOAD = 44.05 + 148.8 + 6.48

= 199.33Kn

73


TOTAL LIVE LOAD

= (2.18 + 18.87) Kn

= 21.05Kn

ULTIMATE LIVE LOAD

= 21.05Kn x 1.6

= 33.68 Kn

3. DeadLoad acting on column A/3.

Dead LoadRoof Level

1st Floor

Grd Floor

A/3

A/3

A/3

2.9

8m

2.1m

1.1

3m

1.1

1m

0.7

4m

2.8m

0.7m

1.8

5m

2.9

8m

2.1m

1.1

3m

1.1

1m

0.7

4m

2.8m

0.7m

1.8

5m

Slab live load :


= 4.35m2 x 0.5Kn/m2

=2.18 Kn

2.18Kn

Toilet


= (2.1m x 0.74m) (2.0 kN/m2) +

(1.13m x 2.8m)(2.0Kn/m2)

= 9.44 Kn

Bedroom

(Total bedroom area) x (bedroom factor)

= (1.85m x 0.7m)( 2.0 kN/m2) +

(1.11m x 2.1m)( 2.0 kN/m2)

= 7.25 Kn

BEDROOM

TOILET

TOILET

BED

RO

OM

No live load

18.87Kn

3. COLUMN A/3 74


3. COLUMN A/3

ULTIMATE LOAD


= 279.06Kn + 33.68Kn

= 312.74Kn

So, ultimate load acting on column A/3= 312.74 kN

75

LOUIS DE ROZARIO0327136

CHOOSEN BEAMS 1. FIRST FLOOR 8/A-E2. FIRST FLOOR E/6-93. FIRST FLOOR 5/A-E4. FIRST FLOOR 6/A-E5. FIRST FLOOR 9/A-E 6. FIRST FLOOR C/8-9

76

12

3

4

5

6

77


FIRST FLOOR BEAM &

COLUMN LAYOUT

FIRST FLOOR PLAN



DISTRIBUTION DIAGRAM79




- GRID A-C/8-9

- GRID C-E/8-9

- GRID A-E/6-8


- GRID A-C/8-9

- GRID C-E/8-9

- GRID A-E/6-8




3m 2.6m


(GRID 8/A-E)

1.44Kn/m

11.4Kn/m


(GRID 8/A-C)







=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2m/2

= 3.6Kn/m

3.6Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2m/2

= 3.6Kn/m

3.6Kn/m

80


3m 2.6m


6.3Kn/m

31.84Kn/m


Lx/2

=24Kn/m3 x 0.15m x 3.5m/2

= 6.3Kn/m

15.88Kn/m

ULTIMATE DEAD LOAD

A-C : 22.74Kn/m x 1.4 = 31.84Kn/m

C-E : 11.34Kn/m x 1.4 = 15.88Kn/m



Toilet = 2.0Kn/m2 2Kn/m


= 2.0Kn/m2 x 2m/2

= 2Kn/m


= 1.5Kn/m2 x 2m/2

= 1.5Kn/m

Bedroom = 1.5Kn/m2

TOTAL DEAD LOAD

A-C : (1.44+11.4+3.6+6.3)Kn/m = 22.74Kn/m

C-E : ( 1.44+3.6+6.3)Kn/m = 11.34Kn/m

1.5Kn/m



= 1.5Kn/m2 x 3. 5m/2

= 2.63Kn/m


81



A-C : 4.63Kn/m x 1.6 = 7.41Kn/m

C-E : 3.95Kn/m x 1.6 = 6.31Kn/m

TOTAL LIVE LOAD

A-C : (2+2.63)Kn/m = 4.63Kn/m

C-E : (1.5+2.63)Kn/m = 3.95Kn/m

3m 2.6m

A C E

ULTIMATE LOAD

A-C : (7.41+31.84) = 39.25Kn/m

C-E : (6.31+15.88) = 22.19Kn/m

Point load at C/8 : 28.4 Kn (kindly refer to page

85)

39.25Kn/m22.19Kn/m

Point load from C/828.4Kn/m

82


39.25Kn/m22.19Kn/m

3m 2.6m

A C E

28.4Kn

Ra Re

M = 0

= (5.6)(Ra) – (117.75)(4.1) – (28.4)(2.6) – (57.69)(1.3)

= 5.6Ra – 482.78 – 73.84 – 75

= 5.6Ra – 631.62

5.6Ra = 631.62 Kn

Ra = 112.8 Kn

F = 0

= Re + Ra – (39.25 x 3) – 28.4 – (22.19 x 2.6)

= Re + 112.8 – 203.84

= Re – 91.04Kn

Re = 91.04Kn

83


39.25Kn/m22.19Kn/m

3m 2.6m

A C E

28.4Kn

Ra= 112.80Kn Re= 91.04Kn

112.8 Kn

- 33.35 Kn

0 Kn -4.95 Kn

-91.04 Kn

0 Kn

= 162Kn/m

X/3 = 4.95/(4.95+112.8)

X = 0.13

4.95

112.8

3

x

162Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

84



FIRST FLOOR BEAM &

COLUMN LAYOUT

FIRST FLOOR PLAN







- GRID A-C/8-9

- GRID C-E/8-9


- GRID A-C/8-9

- GRID C-E/8-9

2m8 9DEAD LOAD FROM BEAM SELF WEIGHT

(GRID C/8-9)

1.44Kn/m


(GRID C/8-9)







=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2m/2 x 2/3

= 2.4Kn/m

2.4Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2m/2 x 2/3

= 2.4 Kn/m

2.4Kn/m

SECONDARY BEAM (FIRST FLOOR C/8-9)86

2m8 9TOTAL DEAD LOAD

24.67Kn/m

1.33Kn/m

3-4 : (1.44+11.4+2.4+2.4)Kn/m = 17.64Kn/m

1Kn/m


ULTIMATE DEAD LOAD

17.64Kn/m x 1.4 = 24.67Kn/m



Toilet = 2.0Kn/m2


= 2.0Kn/m2 x 2 m/2 x 2/3

= 1.33Kn/m


= 1.5Kn/m2 x 2m/2 x 2/3

= 1Kn/m

Bedroom = 1.5Kn/m2

TOTAL LIVE LOAD

8-9 : (1.33+1)Kn/m = 2.33Kn/m

ULTIMATE LIVE LOAD

2.33Kn/m x 1.6 = 3.73Kn/m

3.73Kn/m

ULTIMATE LOAD

28.4Kn/m

24.67Kn/m + 3.73Kn/m = 28.4Kn/m

87

28.4Kn/m

2m

8 9

Ra Rb


=(28.4Kn/m x 2m) / 2

= 28.4Kn

88

2. BEAM (FIRST FLOOR E/6-9)

FIRST FLOOR BEAM &

COLUMN LAYOUT




• DEAD LOAD FROM BEAM SELF WEIGHT ( GRID E/6-9 )

• DEAD LOAD FROM BRICK WALL WEIGHT ( GRID E/6-9 )


- GRID A-E/6-8

- GRID C-E/8-9

- GRID E-G/6-9


- GRID A-E/6-8

- GRID C-E/8-9

- GRID E-G/6-9

• POINT LOAD AT POINT E/8


BEAM (FIRST FLOOR E/6-9) CARRIES:

3.5m 2m


(GRID E/6-9)

1.44Kn/m

11.4Kn/m


(GRID E/6-9)

DEAD LOAD FROM SLAB (A-E/6-8)






=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m


Lx/2

=24Kn/m3 x 0.15m x 3.5m/2

= 6.3Kn/m

6.3Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2m/2

= 3.6Kn/m

3.6Kn/m

90


3.5m 2m

6 8 9DEAD LOAD FROM SLAB (E-G/6-9)

4.5Kn/m

33.1Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2.5m/2

= 4.5Kn/m

29.32Kn/m

ULTIMATE DEAD LOAD

A-C : 23.64Kn/m x 1.4 = 33.1Kn/m

C-E : 20.94Kn/m x 1.4 = 29.32Kn/m





= 2.0Kn/m2 x 3.5m/2

= 2.63Kn/m


= 1.5Kn/m2 x 2m/2

= 1.5Kn/m

Bedroom = 1.5Kn/m2

TOTAL DEAD LOAD

6-8 : (1.44+11.4+4.5+6.3)Kn/m = 23.64Kn/m

8-9 : ( 1.44+11.4+3.6+4.5)Kn/m = 20.94Kn/m

1.5Kn/m


(Living Room factor) x (Lx/2)

= 4Kn/m2 x 2. 5m/2

= 5Kn/m

Living Room = 4Kn/m2 5Kn/m

91



6-8 : 7.63Kn/m x 1.6 = 12.21Kn/m

8-9 : 6.5Kn/m x 1.6 = 10.4Kn/m

TOTAL LIVE LOAD

6-8 : (5+2.63)Kn/m = 7.63Kn/m

8-9 : (1.5+5)Kn/m = 6.5Kn/m

3.5m 2m

6 8 9

ULTIMATE LOAD

6-8 : (12.21+33.1) = 25.31Kn/m

8-9 : (10.4+29.32) = 39.72Kn/m

Point load at E/8 : 91.04 Kn (kindly refer to page

79)

45.31Kn/m39.72Kn/m


92


43.31Kn/m39.72Kn/m

3.5m 2m

6 8 9

91.04Kn

Ra Re

M = 0

= (5.5)(Ra) – (158.59)(3.75) – (91.04)(2) – (79.44)(1)

= 5.5Ra – 594.71 – 182.08 – 79.44

= 5.5Ra – 856.23

5.5Ra = 856.23 Kn

Ra = 155.68 Kn

F = 0

= Re + Ra – (45.31 x 3.5) – 91.04 – (39.72 x 2)

= Re + 155.68 – 329.07

= Re – 173.39Kn

Re = 173.39Kn

93


45.31Kn/m39.72Kn/m

3.5m 2m

6 8 9

91.04Kn

Ra= 155.68Kn Re= 173.39Kn

155.68 Kn

- 93.95 Kn

0 Kn -2.91 Kn

-173.39 Kn

0 Kn

= 267Kn/m

X/3 = 2.91/(2.91+155.68)

X = 0.06

2.91

155.68

3.5

x

267Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

94


FIRST FLOOR BEAM &

COLUMN LAYOUT

FIRST FLOOR PLAN







- GRID A-C/5-6

- GRID C-G/5-6

- GRID A-E/4-5


- GRID A-C/5-6

- GRID C-G/5-6

- GRID A-E/4-5




3m 2.6m


(GRID E/6-9)

1.44Kn/m

11.4Kn/m


(GRID E/6-9)


DEAD LOAD FROM SLAB (C-G/5-6)





=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2.6m/2

= 4.68Kn/m

4.68Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2.6m/2

= 4.68Kn/m

4.68Kn/m

96


3m 2.6m

A C EDEAD LOAD FROM SLAB (E-G/6-9)

7.11Kn/m

34.48Kn/m


Lx/2

=24Kn/m3 x 0.15m x 3.95m/2

= 7.11Kn/m

34.48Kn/m

ULTIMATE DEAD LOAD

A-C : 24.63Kn/m x 1.4 = 34.48Kn/m

C-E : 24.63Kn/m x 1.4 = 34.48Kn/m


LIVE LOAD FROM SLAB (C-G/5-6)

Toilet = 2Kn/m2 2.6Kn/m


= 2.0Kn/m2 x 2.6m/2

= 2.6Kn/m

(Corridor factor) x (Lx/2)

= 4Kn/m2 x 2.6m/2

= 5.2Kn/m

Corridor = 4Kn/m2

TOTAL DEAD LOAD

A-C : (1.44+11.4+4.68+7.11)Kn/m = 24.63Kn/m

C-D : (1.44+11.4+4.68+7.11)Kn/m = 24.63Kn/m

5.2Kn/m



= 1.5Kn/m2 x 3.95m/2

= 2.96Kn/m


97


8.9Kn/m13.06Kn/m

ULTIMATE LIVE LOAD

A-C : 5.56Kn/m x 1.6 = 8.9Kn/m

C-E : 8.16Kn/m x 1.6 = 13.06Kn/m

TOTAL LIVE LOAD

A-C : (2.96+2.6)Kn/m = 5.56Kn/m

C-E : (2.96+5.2)Kn/m = 8.16Kn/m

3m 2.6m

A C E

ULTIMATE LOAD

A-C : (34.48+8.9) = 43.38Kn/m

C-E : (34.48+13.06) = 47.54Kn/m


107)

43.38Kn/m47.54Kn/m


98


43.38Kn/m47.54Kn/m

3m 2.6m

A C E

45.54Kn

Ra Re

M = 0

= (5.6)(Ra) – (130.14)(4.1) – (45.54)(2.6) – (123.6)(1.3)

= 5.6Ra – 533.57 – 118.40 – 160.68

= 5.6Ra – 812.65

5.6Ra = 812.65 Kn

Ra = 145.12 Kn

F = 0

= Re + Ra – (43.38 x 4.1) – 45.54 – (47.54 x 2.6)

= Re + 145.12 – 299.28

= Re – 154.16Kn

Re = 154.16Kn

99


43.38Kn/m47.54Kn/m

3m 2.6m

A C E

45.54Kn

Ra= 145.12Kn Re= 154.16Kn

145.12Kn

- 30.56Kn

0 Kn

14.98Kn

-154.16 Kn

0 Kn

= 240.15Kn/m

240.15Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

100


FIRST FLOOR BEAM &

COLUMN LAYOUT

FIRST FLOOR PLAN







- GRID A-C/5-6

- GRID A-E/5-6

- GRID A-E/6-8


- GRID A-C/5-6

- GRID A-E/5-6

- GRID A-E/6-8




3m 2.6m


(GRID 8/A-E)

1.44Kn/m

11.4Kn/m


(GRID 8/A-C)







=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2.6m/2

= 4.68Kn/m

4.68Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2.6m/2

= 4.68Kn/m

4.68Kn/m

102


3m 2.6m


6.3Kn/m

33.35Kn/m


Lx/2

=24Kn/m3 x 0.15m x 3.5m/2

= 6.3Kn/m

33.35Kn/m

ULTIMATE DEAD LOAD

A-C : 23.82Kn/m x 1.4 = 33.35Kn/m

C-E : 23.82Kn/m x 1.4 = 33.35Kn/m



Toilet = 2.0Kn/m2 2.6Kn/m


= 2.0Kn/m2 x 2.6m/2

= 2.6Kn/m

(Corridor factor) x (Lx/2)

= 4Kn/m2 x 2.6m/2

= 5.2Kn/m

Corridor = 4Kn/m2

TOTAL DEAD LOAD

A-C : (1.44+11.4+4.68+6.3)Kn/m = 23.82Kn/m

C-E : (1.44+11.4+4.68+6.3)Kn/m = 23.82Kn/m

5.2Kn/m



= 1.5Kn/m2 x 3. 5m/2

= 2.63Kn/m


103


8.37Kn/m12.53Kn/m

ULTIMATE LIVE LOAD

A-C : 5.23Kn/m x 1.6 = 8.37Kn/m

C-E : 7.83Kn/m x 1.6 = 12.53Kn/m

TOTAL LIVE LOAD

A-C : (2.6+2.63)Kn/m = 5.23Kn/m

C-E : (5.2+2.63)Kn/m = 7.83Kn/m

3m 2.6m

A C E

ULTIMATE LOAD

A-C : (8.37+33.35) = 41.72Kn/m

C-E : (12.53+12.53) = 45.88Kn/m


107)

41.72Kn/m45.88Kn/m


104


41.72Kn/m45.88Kn/m

3m 2.6m

A C E

45.54Kn

Ra Re

M = 0

= (5.6)(Ra) – (125.16)(4.1) – (45.54.4)(2.6) – (119.29)(1.3)

= 5.6Ra – 513.16 – 118.4 – 155.08

= 5.6Ra – 786.64

5.6Ra = 786.64 Kn

Ra = 140.47 Kn

F = 0

= Re + Ra – (41.72 x 3) – 45.54 – (45.88 x 2.6)

= Re + 140.47 – 289.99

= Re – 149.52Kn

Re = 149.52Kn

105


41.72Kn/m45.88Kn/m

3m 2.6m

A C E

45.54Kn

Ra= 140.47Kn Re= 149.52Kn

140.47 Kn

- 30.23 Kn

0 Kn

15.31Kn

-149.52 Kn

0 Kn

= 236Kn/m

236Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

106



FIRST FLOOR BEAM &

COLUMN LAYOUT

FIRST FLOOR PLAN







- GRID A-C/5-6

- GRID C-G/5-6


- GRID A-C/5-6

- GRID C-G/5-6


(GRID C/8-9)

1.44Kn/m


(GRID C/8-9)


DEAD LOAD FROM SLAB (C-G/5-6)





=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2.6m/2 x 2/3

= 3.12Kn/m

3.12Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2.6m/2 x 2/3

= 2.4 Kn/m

3.12Kn/m

SECONDARY BEAM (FIRST FLOOR C/5-6)108

2.6m5 6TOTAL DEAD LOAD

26.71Kn/m

1.73Kn/m

3-4 : (1.44+11.4+3.12+3.12)Kn/m = 19.08Kn/m

3.47Kn/m


ULTIMATE DEAD LOAD

19.08Kn/m x 1.4 = 26.71Kn/m



Toilet = 2.0Kn/m2


= 2.0Kn/m2 x 2.6m/2 x 2/3

= 1.73Kn/m

(Corridor factor) x (Lx/2) x 2/3

= 4Kn/m2 x 2.6m/2 x 2/3

= 3.47Kn/m

Corridor = 4Kn/m2

TOTAL LIVE LOAD

5-6 : (1.73+3.47)Kn/m = 5.2Kn/m

ULTIMATE LIVE LOAD

5.2Kn/m x 1.6 = 8.32Kn/m

8.32Kn/m

ULTIMATE LOAD

30.03Kn/m

26.71Kn/m + 8.32Kn/m = 35.03Kn/m

109

35.03Kn/m

2.6m

5 6

Ra Rb


=(35.03Kn/m x 2.6m) / 2

= 45.54Kn

110


FIRST FLOOR BEAM &

COLUMN LAYOUT

FIRST FLOOR PLAN







- GRID A-C/8-9

- GRID C-E/8-9


- GRID A-C/8-9

- GRID C-E/8-9




3m 2.6m


(GRID 8/A-E)

1.44Kn/m

11.4Kn/m


(GRID 8/A-C)







=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2m/2

= 3.6Kn/m

3.6Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2m/2

= 3.6Kn/m

3.6Kn/m

112


3m 2.6m

A C E

23.02Kn/m 23.02Kn/m

ULTIMATE DEAD LOAD

A-C : 16.44Kn/m x 1.4 = 23.02Kn/m

C-E : 16.44Kn/m x 1.4 = 23.02Kn/m



Toilet = 2.0Kn/m2 2Kn/m


= 2.0Kn/m2 x 2m/2

= 2Kn/m


= 1.5Kn/m2 x 2m/2

= 1.5Kn/m

Bedroom = 1.5Kn/m2

TOTAL DEAD LOAD

A-C : (1.44+11.4+3.6)Kn/m = 16.44Kn/m

C-E : (1.44+11.4+3.6)Kn/m = 16.44Kn/m

1.5Kn/m

113



A-C : 2Kn/m x 1.6 = 3.2Kn/m

C-E : 1.5Kn/m x 1.6 = 2.4Kn/m

3m 2.6m

A C E

ULTIMATE LOAD

A-C : (3.2+23.02) = 26.22Kn/m

C-E : (2.4+23.02) = 25.42Kn/m


117)

26.22Kn/m25.42Kn/m


114


26.22Kn/m25.42Kn/m

3m 2.6m

A C E

28.4Kn

Ra Re

M = 0

= (5.6)(Ra) – (78.66)(4.1) – (28.4)(2.6) – (66.09)(1.3)

= 5.6Ra – 322.15 – 73.84 – 85.92

= 5.6Ra – 482.37

5.6Ra = 482.27 Kn

Ra = 86.12 Kn

F = 0

= Re + Ra – (26.22 x 3) – 28.4 – (25.42 x 2.6)

= Re + 86.12 – 173.15

= Re – 87.03Kn

Re = 87.03Kn

115


26.22Kn/m25.42Kn/m

3m 2.6m

A C E

28.4Kn

Ra= 86.12Kn Re= 87.03Kn

86.12 Kn

- 20.94 Kn

0 Kn 7.46Kn

-87.03 Kn

0 Kn

= 140.36Kn/m

140.36Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

116

6. SECONDARY BEAM (FIRST FLOOR C/8-9)

FIRST FLOOR BEAM &

COLUMN LAYOUT

FIRST FLOOR PLAN

6. SECONDARY BEAM (FIRST FLOOR 8/A-E)







- GRID A-C/8-9

- GRID C-E/8-9


- GRID A-C/8-9

- GRID C-E/8-9

2m8 9DEAD LOAD FROM BEAM SELF WEIGHT

(GRID C/8-9)

1.44Kn/m


(GRID C/8-9)







=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2m/2 x 2/3

= 2.4Kn/m

2.4Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2m/2 x 2/3

= 2.4 Kn/m

2.4Kn/m

6. SECONDARY BEAM (FIRST FLOOR 8/A-E)118

2m8 9TOTAL DEAD LOAD

24.67Kn/m

1.33Kn/m

3-4 : (1.44+11.4+2.4+2.4)Kn/m = 17.64Kn/m

1Kn/m


ULTIMATE DEAD LOAD

17.64Kn/m x 1.4 = 24.67Kn/m



Toilet = 2.0Kn/m2


= 2.0Kn/m2 x 2 m/2 x 2/3

= 1.33Kn/m


= 1.5Kn/m2 x 2m/2 x 2/3

= 1Kn/m

Bedroom = 1.5Kn/m2

TOTAL LIVE LOAD

8-9 : (1.33+1)Kn/m = 2.33Kn/m

ULTIMATE LIVE LOAD

2.33Kn/m x 1.6 = 3.73Kn/m

3.73Kn/m

ULTIMATE LOAD

28.4Kn/m

24.67Kn/m + 3.73Kn/m = 28.4Kn/m

119

28.4Kn/m

2m

8 9

Ra Rb


=(28.4Kn/m x 2m) / 2

= 28.4Kn

120


28.4Kn/m

2 m

8 9

Ra= 28.4Kn Re= 28.4Kn

28.4 Kn

0 Kn

-28.4 Kn

0 Kn

= 28.4Kn/m

28.4Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

121

CHOOSEN COLUMNS 1. E/62. E/93. G/9

LOUIS DE ROZARIO 0327136

GENERAL INFO




= 11.4kN/m



= 1.44kN/m



= 3.6 kN/m2



= 6.48 kN

122

1

2 3


123

1

2 3


124

1

2 3


125

1. COLUMN E/6

1. COLUMN E/6LOUIS DE ROZARIO 0327136

1





FIRST FLOOR PLAN

GROUND FLOOR PLAN

3.8

5m

4.05m

1

3.8

5m

4.05m

1

3.8

5m

4.05m

1

3.8

5m

4.05m

1

3.8

5m

4.05m

126


Load acting on column E/6. Dead Load

Roof Level Slab dead load (assuming roof is concrete slab):

(Total slab area) x (reinforced concrete density) x

(slab thickness)

= 15.59m2 x 24Kn/m3 x 0.15 kN/m2

= 56.13 Kn

Beam dead load :


(Beam size)

= 7.9m x 24Kn/m3 x (0.2 x 0.3)m

= 11.38 Kn

67.51Kn

E/6

3.8

5m

4.05m

2.6m 1.25m

1.3

m2

.75

m

1st Floor

Walls dead load


=(2.6 + 1.25 + 1.3 + 2.75)m x 19Kn/m3 x (0.2 x 3)m

=90.06 Kn

Slabs dead load


thickness)

= 15.59m2 x 24Kn/m3 x 0.15 kN/m2

= 56.13 Kn

Beam dead load :


(Beam size)

= 7.9m x 24Kn/m3 x (0.2 x 0.3)m

= 11.38 Kn

Column


= 24Kn/m3 x 0.3m x 0.3m x 3m

= 8.64 kN 164.05Kn

1. COLUMN E/6

E/6

3.8

5m

4.05m

2.6m 1.25m

1.3

m2

.75

m

127



E/6

3.8

5m

4.05m

2.6m 1.25m

1.3

m2

.75

m

1. COLUMN E/6

Grd Floor

Walls dead load

No walls = 0

Slabs dead load


thickness)

= 15.59m2 x 24Kn/m3 x 0.15 kN/m2

= 56.13 Kn

Beam dead load :


(Beam size)

= 7.9m x 24Kn/m3 x (0.2 x 0.3)m

= 11.38 Kn

Column


= 24Kn/m3 x 0.3m x 0.3m x 3m

= 8.64 kN

73.99Kn

TOTAL DEAD LOAD

= 427.77Kn

ULTIMATE DEAD LOAD

= 427.77Kn x 1.4

= 598.88 Kn

128


Load acting on column E/6. Live Load

E/6

3.8

5m

4.05m

2.6m 1.25m

1.3

m2

.75

m

1. COLUMN E/6

E/6

3.8

5m

4.05m

2.6m

1.25m

1.3

m2

.75

m

Roof LevelSlab live load :


= 15.59m2 x 0.5Kn/m2

=7.8 Kn

7.8Kn

1st Floor

Bedroom


=(2.6m x 2.75m) (1.5Kn/m2)

= 10.73 Kn

Living Room

(Total living room area) x (living room factor)

= (1.25m x 2.75m) x 4.0 kN/m2

= 13.75 Kn

Corridor


= (1.3m x 3.85m) (4.0Kn/m2)

= 20.02 Kn

44.5 Kn

E/6

3.8

5m

4.05m

2.6m

1.3

m2

.75

m

Grd Floor

Living Room


=(2.75m x 2.6m) (4Kn/m2)

=28.6 Kn

Dining Room

(Total dining room area) x (dining room factor)

= (1.3m x 2.6m) x 2 kN/m2

=6.76 Kn

Corridor


= (1.25m x 4.05m) (4.0Kn/m2)

= 20.25 Kn

55.61Kn

129


So, ultimate load acting on column E/6= 771.54 kN

TOTAL LIVE LOAD

= 107.91Kn

ULTIMATE LIVE LOAD

= 107.91Kn x 1.6

= 172.66 Kn

ULTIMATE LOAD

= 598.88 Kn + 172.66 Kn

= 771.54 Kn

1. COLUMN E/6

130

2. COLUMN E/9

2. COLUMN E/9LOUIS DE ROZARIO 0327136

2





FIRST FLOOR PLAN

GROUND FLOOR PLAN

2.7

5m

4.05m

2

2.7

5m

4.05m

2

2.7

5m

4.05m

2

2.7

5m

4.05m

2

2.7

5m

4.05m

131



2. COLUMN E/9

E/9

4.05m

1.25m2.6m

2.7

5m

2m

1.8

5m

E/9

4.05m

2.6m

2.7

5m

2m

1.8

5m



thickness)

= 7.01m2 x 24Kn/m3 x 0.15 kN/m2

= 25.24 Kn

Beam dead load :


(Beam size)

= 6.6m x 24Kn/m3 x (0.2 x 0.3)m

= 9.5 Kn

34.74Kn

1st Floor

Walls dead load


=(1.3 + 1.25 + 2.75)m x 19Kn/m3 x (0.2 x 3)m

= 60.42 Kn

Slabs dead load


thickness)

= 7.01m2 x 24Kn/m3 x 0.15 kN/m2

= 25.24 Kn

Beam dead load :


(Beam size)

= 6.6m x 24Kn/m3 x (0.2 x 0.3)m

= 9.5 Kn

Column


= 24Kn/m3 x 0.3m x 0.3m x 3m

= 6.48 kN 101.64Kn

132



2. COLUMN E/9

E/9

4.05m

1.25m2.6m

2.7

5m

2m

1.8

5m

Grd Floor

Walls dead load


=(1.3 + 1.25) x 19Kn/m3 x (0.2 x 3)m

= 29.07 Kn

Slabs dead load


thickness)

= 7.01m2 x 24Kn/m3 x 0.15 kN/m2

= 25.24 Kn

Beam dead load :


(Beam size)

= 6.6m x 24Kn/m3 x (0.2 x 0.3)m

= 9.5 Kn

Column


= 24Kn/m3 x 0.3m x 0.3m x 3m

= 6.48 kN

70.29Kn

TOTAL DEAD LOAD

= 289.34Kn

ULTIMATE DEAD LOAD

= 289.34Kn x 1.4

= 405.08 Kn

133


Load acting on column E/9. Live Load

2. COLUMN E/9

E/9

4.05m

1.25m2.6m

2.7

5m

2m

1.8

5m

E/9

4.05m

2.6m

2.7

5m

2m

1.8

5m



= 7.01m2 x 0.5Kn/m2

= 3.51 Kn

3.51Kn

1st Floor

Bedroom


=(1.3m x 2.75m) (1.5Kn/m2)

= 5.36 Kn

Living Room


= (1.25m x 2.75m) x 4.0 kN/m2

= 13.75 Kn

19.11Kn

E/9

4.05m

2.6m

2.7

5m

2m

1.8

5m

Grd Floor

Living Room


= (1.3m x 2.75m) x 4.0 kN/m2

= 14.3 Kn

Corridor


= (1.25m x 2.75m) (4.0Kn/m2)

= 13.75 Kn 28.05Kn

134


TOTAL LIVE LOAD

= 50.67Kn

ULTIMATE LIVE LOAD

= 50.67Kn x 1.6

= 81.07 Kn

ULTIMATE LOAD = 405.08Kn + 81.07Kn

= 486.15 Kn

So, ultimate load acting on column E/6= 486.15 kN

135

3. COLUMN G/9

3. COLUMN G/9LOUIS DE ROZARIO 0327136

3





FIRST FLOOR PLAN

GROUND FLOOR PLAN

2.7

5m

4.05m

3

3 2.7

5m

4.05m

3 2.7

5m

4.05m

3 2.7

5m

4.05m

3 2.7

5m

4.05m

136


Load acting on column G/9. Dead Load

3. COLUMN G/9

G/9

4.05m

1.25m2.6m

2.7

5m

2m

1.8

5m



thickness)

= 9.63m2 x 24Kn/m3 x 0.15 kN/m2

=34.65 Kn

Beam dead load :


(Beam size)

= 6.25m x 24Kn/m3 x (0.2 x 0.3)m

= 9 Kn 43.65Kn

G/9

4.05m

1.25m2.6m

2.7

5m

2m

1.8

5m

1st Floor

Walls dead load


=(2.75 + 1.25)m x 19Kn/m3 x (0.2 x 3)m

= 45.6 Kn

Slabs dead load


thickness)

= 9.63m2 x 24Kn/m3 x 0.15 kN/m2

=34.65 Kn

Beam dead load :


(Beam size)

= 6.25m x 24Kn/m3 x (0.2 x 0.3)m

= 9 Kn

Column


= 24Kn/m3 x 0.3m x 0.3m x 3m

= 6.48 kN 95.73Kn

137


Load acting on column G/9. Dead Load

3. COLUMN G/9

G/9

4.05m

1.25m2.6m

2.7

5m

2m

1.8

5m

Grd Floor

Walls dead load


=(2.75 + 1.25)m x 19Kn/m3 x (0.2 x 3)m

= 45.6 Kn

Slabs dead load


thickness)

= 9.63m2 x 24Kn/m3 x 0.15 kN/m2

=34.65 Kn

Beam dead load :


(Beam size)

= 9m x 24Kn/m3 x (0.2 x 0.3)m

= 12.96 Kn

Column


= 24Kn/m3 x 0.3m x 0.3m x 3m

= 6.48 kN 99.35Kn

TOTAL DEAD LOAD

= 238.73Kn

ULTIMATE DEAD LOAD

= 238.73Kn x 1.4

= 334.22 Kn

138


Load acting on column G/9. Live Load

3. COLUMN G/9

G/9

4.05m

1.25m2.6m

2.7

5m

2m

1.8

5m

G/9

4.05m

1.25m2.6m

2.7

5m

2m

1.8

5m



= 6.25m2 x 0.5Kn/m2

= 3.13Kn

3.13Kn

1st Floor

Living Room


= (3.5m x 2.75m) x 4.0 kN/m2

= 38.52 Kn

38.52Kn

Grd Floor

Corridor


= (3.5m x 2.75m) x 4.0 kN/m2

= 38.52 Kn 38.52Kn

G/9

4.05m

1.25m2.6m

2.7

5m

2m

1.8

5m

139


TOTAL LIVE LOAD

= 80.65Kn

ULTIMATE LIVE LOAD

= 80.65Kn x 1.6

= 129.04 Kn

ULTIMATE LOAD = 334.22Kn + 80.65Kn

= 414.87 Kn

So, ultimate load acting on column G/9= 414.87 kN

140

TRISTAN YU TZE-XIEN

0317729

CHOOSEN BEAMS 1. GROUND FLOOR C-H/12. GROUND FLOOR E/1-33. GROUND FLOOR C/1-44. GROUND FLOOR C-E/35. GROUND FLOOR E-H/3 6. GROUND FLOOR G/3-5

141

1

2

3 4 5

6

142

GROUND FLOOR PLAN

143

1. BEAM (GROUND FLOOR C-H/1)

Z


GROUND FLOOR PLAN

1.BEAM (GROUND FLOOR C-H/1)

GROUND FLOOR SLAB LOAD DISTRIBUTION DIAGRAM

Z

Z

144

• DEAD LOAD FROM BEAM SELF WEIGHT ( GRID C-H/1 )

• DEAD LOAD FROM BRICK WALL WEIGHT ( GRID C-H/1 )


- GRID C-E/1-3

- GRID E-H/1-3


- GRID C-E/1-3

- GRID E-H/1-3

• POINT LOAD AT POINT E/1

BEAM (GROUND FLOOR 1/C-H) CARRIES:

2.6m 3.4m

C E HDEAD LOAD FROM BEAM SELF WEIGHT

(GRID 1/C-H)

1.44Kn/m

11.4Kn/m


(GRID 4/C-H)


DEAD LOAD FROM SLAB (E-H/1-3)





=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2.6m/2 x 2/3

= 3.12Kn/m

3.12Kn/m


Lx/2

=24Kn/m3 x 0.15m x 3.4m/2 x 2/3

= 4.08Kn/m

4.08Kn/m

1.BEAM (GROUND FLOOR C-H/1)145

2.6m 3.4m

C E H

22.33Kn/m23.69Kn/mULTIMATE DEAD LOAD

C-E : 15.95Kn/m x 1.4 = 22.33Kn/m

E-H : 16.92Kn/m x 1.4 = 23.69Kn/m


LIVE LOAD FROM SLAB (E-H/1-3)



= 1.5Kn/m2 x 2.6m/2 x 2/3

= 1.5Kn/m2 x 1.3m

= 1.3Kn/m


= 1.5Kn/m2 x 3.4m/2 x 2/3

= 1.5Kn/m x 1.7Kn/m

= 1.7Kn/m

Bedroom = 1.5Kn/m2

TOTAL DEAD LOAD

C-E : (1.44+11.4+4.05+3.12)Kn/m = 15.95Kn/m

E-H : ( 1.44+11.4+4.08)Kn/m = 16.92Kn/m

1.7Kn/m

ULTIMATE LIVE LOAD

C-E : 1.3Kn/m x 1.6 = 2.08Kn/m

E-H : 1.7Kn/m x 1.6 = 2.72Kn/m

ULTIMATE LOAD

C-E : (22.33Kn/m x 2.08) = 24.41Kn/m

E-H : (23.69Kn/m x 2.72) = 26.41Kn/m

Point load at E/1

2.08Kn/m

2.72Kn/m

24.41Kn/m

26.41Kn/m


Point load at E/1R1 = 44.99Kn

146

24.41Kn/m26.41Kn/m

2.6m 3.4m

C E H

44.99Kn

Ra Rb

M = 0

= (6)(Ra) – (24.41 x 2.6)(4.7) – (44.99)(3.4) – (26.41 x 3.4)(1.7)

= 6Ra – 298.29 – 152.97 – 152.65

= 6Ra – 603.91

6Ra = 603.91 Kn

Ra = 100.65 Kn

F = 0

= Rb + Ra – (24.41 x 2.6) – 44.99 – (26.41 x 3.4)

= Rb + 100.65 – 63.47 – 44.99 – 89.79

= Rb – 97.60Kn

Rb = 97.60n

1.BEAM (GROUND FLOOR C-H/1)147

24.41Kn/m26.41Kn/m

2.6m 3.4m

C E H

44.99Kn

Ra = 100.65Kn Rb = 97.60Kn

100.65Kn

0 Kn

-97.6 Kn

0 Kn

a = (100.65 – 37.18) x 2.6 / 2

= 82.51Kn/m

177.05Knm

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

37.18 Kn

a

b

c

d

b = 37.18 x 2.6

= 96.67Kn/m

c = 7.18 x 3.4

= 24.41Kn/m

d = (97.6 – 7.81) x 3.4 / 2

= 152.64Kn/m

Conclusion

(a + b)- ( c + d) = 2.13 DIFFERENCE LESS THAN 5.


-7.81 Kn

148

2. BEAM (GROUND FLOOR E/1-3)

Z


GROUND FLOOR PLAN

2.BEAM (GROUND FLOOR E/1-3)


Z

Z

149

• DEAD LOAD FROM BEAM SELF WEIGHT ( GRID E-1/3 )


- GRID C-E/1-3

- GRID E-H/1-3


- GRID C-E/1-3

- GRID E-H/1-3

BEAM (GROUND FLOOR E/1-3) CARRIES:


(GRID 1/C-H)

1.44Kn/m

4.68Kn/mDEAD LOAD FROM SLAB (C-E/1-3)






=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2.6m/2

= 4.68Kn/m

6.12Kn/m(Density of reinforced concrete) x (slab thickness) x

Lx/2

=24Kn/m3 x 0.15m x 3.4m/2

= 6.12Kn/m

17.12Kn/m

ULTIMATE DEAD LOAD

1-3 : 12.24Kn/m x 1.4 = 17.12Kn/m

TOTAL DEAD LOAD

1-3 : (1.44 + 4.68 + 6.12)Kn/m = 12.24

2.BEAM (GROUND FLOOR E/1-3)150


LIVE LOAD FROM SLAB (E-H/1-3)

BEDROOM = 1.5Kn/m

1.5Kn/m x 2.6m /2

= 1.95Kn/m

3.7m1 3

1.95Kn/m

2.55Kn/m

7.2Kn/m

BEDROOM = 1.5Kn/m

1.5Kn/m x 3.4m /2

= 2.55Kn/m

ULTIMATE LIVE LOAD

1-3 : 4.5Kn/m x 1.6 = 7.2Kn/m

TOTAL LIVE LOAD

1-3 : (1.95+2.55)Kn/m = 4.5Kn/m

ULTIMATE LOAD

= ULTIMATE DEAD LOAD + ULTIMATE LIVE

LOAD

= 7.2Kn/m + 17.12Kn/m

= 24.32Kn/m

R1

24.32Kn/m

R3

R1 = R3 = Point load at E/1= 24.32Kn/m x 3.7m /2= 44.99


24.32Kn/m

3.7m1 3

R1 = 44.99Kn R3= 44.99Kn

44.99 Kn

0 Kn

-44.99 Kn

0 Kn

41.61Knm

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

Area of positive = area of negative

44.99 x (3.7/2) /2

= 41.61


3. BEAM (GROUND FLOOR C/1-4)

Z


GROUND FLOOR PLAN

3.BEAM (GROUND FLOOR C/1-4)


Z

Z

153




- GRID C-E/1-3

- GRID C-E/3-4


- GRID C-E/1-3

- GRID C-E/3-4



BEAM (GROUND FLOOR C/1-4) CARRIES:

2.25m 3.7m


(GRID C/1-4)

1.44Kn/m

11.4Kn/m


(GRID C/1-4)







=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2.6m /2

= 4.68Kn/m

2.7Kn/m


Lx/2 x 2/3

=24Kn/m3 x 0.15m x 2.25m/2 x 2/3

= 2.7Kn/m

4.68Kn/m

154

2.25m 3.7m

4 3 1

21.76Kn/m 24.53Kn/mULTIMATE DEAD LOAD

1-3 : 17.52Kn/m x 1.4 = 24.53Kn/m

3-4 : 15.54Kn/m x 1.4 = 21.76Kn/m


LIVE LOAD FROM SLAB (C/3-4)

Bedroom = 1.5Kn/m2

0.75Kn/m


= 1.5Kn/m2 x 2.6m/2

= 1.5Kn/m2 x 1.3m

= 1.95Kn/m


= 2.0Kn/m2 x 2.25m/2 x 2/3

= 0.75Kn/m

Toilet = 2.0Kn/m2

TOTAL DEAD LOAD

4-3 : (1.44+11.4+2.7)Kn/m = 15.54Kn/m

3-1: ( 1.44+11.4+4.68)Kn/m = 17.52Kn/m

1.95Kn/m

ULTIMATE LIVE LOAD

1-3 : 1.95Kn/m x 1.6 = 3.12Kn/m

3-4 : 0.75Kn/m x 1.6 = 1.2Kn/m

ULTIMATE LOAD

1-3 : (24.53Kn/m + 3.12) = 27.65Kn/m

3-4 : (21.76Kn/m + 1.2) = 22.96Kn/m

POINT LOAD AT C/3 = 43.8Kn (refer to page

158)

1.2Kn/m3.12Kn/m

22.96Kn/m 27.65Kn/m


43.8 Kn

155

22.96Kn/m27.65Kn/m

2.25m 3.7m

4 3 1

43.8Kn

Ra Rb

M = 0

= (5.95)(Ra) – (22.96 x 2.25)(4.825) – (43.8)(3.7) – (27.65 x 3.4)(1.85)

= 5.95Ra – 249.26 – 162.06 – 189.26

= 5.95Ra – 600.58

5.6Ra = 600.58 Kn

Ra = 100.94 Kn

F = 0

= Rb + Ra – (22.96 x 2.25) – 43.8 – (27.65 x 3.7)

= Rb + 100.67 – 51.66 – 43.8 – 102.305

= Rb – 96.83Kn

Rb = 96.83Kn

3.BEAM (GROUND FLOOR C/1-4)156

22.96Kn/m27.65Kn/m

2.25m 3.7m

4 3 1

43.8Kn

Ra = 100.94Kn Rb = 96.83Kn

100.94 Kn

0 Kn

5.48 Kn

-96.83 Kn

0 Kn

a = (2.25 x 51.66) / 2

= 58.12Kn/m

3.7

5.48

x

169.5Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

49.28 Kna

bc

d

b = 2.25 x 49.28

= 110.88Kn/m

c = (5.48 x 0.2) / 2 = 0.548

d = (96.83 x 3.5 / 2

= 169.5Kn/m

Conclusion

a + b = c + d = 0

96.83

x

3.7

5.48

96.83 + 5.48=

=x 0.2


4. BEAM (GROUND FLOOR 3/C-E)

Z


GROUND FLOOR PLAN



158

• DEAD LOAD FROM BEAM SELF WEIGHT ( GRID 3/C-E )

• DEAD LOAD FROM BRICK WALL WEIGHT (GRID 3/C-E)


- GRID C-E/1-3

- GRID C-E/3-4


- GRID C-E/1-3

- GRID C-E/3-4

BEAM (GROUND FLOOR 3/C-E) CARRIES:

2.6mC EDEAD LOAD FROM BEAM SELF WEIGHT

(GRID 1/C-H)

1.44Kn/m

3.12Kn/mDEAD LOAD FROM SLAB (C-E/1-3)






=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


Lx/2 x 2/3

=24Kn/m3 x 0.15m x 2.6m /2 x 2/3

= 3.12Kn/m

4.05Kn/m(Density of reinforced concrete) x (slab thickness) x

Lx/2

=24Kn/m3 x 0.15m x 2.25m /2

= 4.05Kn/m

11.4Kn/m


(GRID E-H/3)


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m

4. BEAM (GROUND FLOOR 3/C-E)159



BEDROOM = 1.5Kn/m

1.5Kn/m x 2.6m /2 x 2/3

= 1.3Kn/m

2.6mC E

1.3Kn/m

5.68Kn/m

TOILET = 2.0Kn/m

2.0Kn/m x 2.25m /2

= 2.25Kn/m

ULTIMATE LIVE LOAD

1-3 : 3.55Kn/m x 1.6 = 5.68Kn/m

TOTAL LIVE LOAD

1-3 : (1.3+2.25)Kn/m = 3.55Kn/m

ULTIMATE LOAD


LOAD

= 28.01Kn/m + 5.68Kn/m

= 24.32Kn/m

Rc

33.69Kn/m

ReRc = Re = Point load at C/3

= 33.69Kn/m x 2.6m /2= 43.80

28.01Kn/m

ULTIMATE DEAD LOAD

1-3 : 20.01Kn/m x 1.4 = 28.01Kn/m

TOTAL DEAD LOAD

1-3 : (1.44 + 11.4 + 3.12 + 4.05)Kn/m = 20.01Kn/m


2.25Kn/m

160

33.69Kn/m

2.6mC E

R1 = 43.8Kn R3= 43.8Kn

43.8 Kn

0 Kn

-43.8 Kn

0 Kn

28.47Knm

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM


43.8 x (2.6/2) /2

= 28.47

4. BEAM (GROUND FLOOR 3/C-E)161

5. BEAM (GROUND FLOOR 3/E-H)

Z


GROUND FLOOR PLAN

5.BEAM (GROUND FLOOR 3/E-H)


Z

Z

162

• DEAD LOAD FROM BEAM SELF WEIGHT ( GRID 3/E-H)

• DEAD LOAD FROM BRICK WALL WEIGHT ( GRID 3/E-H )


- GRID E-H/1-3


- GRID E-H/1-3

• POINT LOAD AT POINT G/3

BEAM (GROUND FLOOR 3/E-H) CARRIES:

3.4m

E G HDEAD LOAD FROM BEAM SELF WEIGHT

(GRID 3/E-H)

1.44Kn/m

11.4Kn/m


(GRID 3/E-H)


TOTAL DEAD LOAD





=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m


Lx/2 x 2/3

=24Kn/m3 x 0.15m x 3.4m/2 x 2/3

= 4.08Kn/m

E-H : 1.44 + 11.4 + 4.08 = 16.92Kn/m

4.08Kn/m


0.9m

ULTIMATE DEAD LOAD

E-H : 16.92Kn/m x 1.4 = 23.69Kn/m

23.69Kn/m

163

3.4mE H

LIVE LOAD FROM SLAB (E-H/3)

Bedroom = 1.5Kn/m2


= 1.5Kn/m2 x 3.4m/2 x 2/3

= 1.5Kn/m2 x 1.7m

= 1.7Kn/m

ULTIMATE LIVE LOAD

E-H : 1.7Kn/m x 1.6 = 2.72Kn/m

ULTIMATE LOAD

Ultimate dead load + ultimate live load

= 26.54 + 2.72

= 29.26Kn/m

Point load at G/3 = 100.07Kn(refer to page 167)

G

1.7Kn/m

2.72Kn/m

29.26Kn/m


0.9m

29.26Kn/m

100.07Kn/m

164

29.26Kn/m

2.56m 0.84m

E G H

100.07Kn

Ra Rb

M = 0

= (3.4)(Ra) – (29.26 x 2.56)(2.12) – (100.07)(0.84) – (29.26 x 0.84)(0.42)

= 3.4Ra – 158.8 – 84.06 – 10.32

= 3.4Ra – 253.183.4Ra = 253.18 Kn

Ra = 74.46 Kn

F = 0

= Rb + Ra – (29.26 x 2.56) – 100.07 – (29.26 x 0.84)

= Rb + 74.46 – 74.91 – 100.07 – 24.58

= Rb – 125.1Kn

Rb = 125.1Kn


29.26Kn/m

2.56m 0.84m

E G H

100.07Kn

Ra = 74.46Kn Rb = 125.1Kn

74.46 Kn

0 Kn -0.45 Kn

-125.1 Kn

0 Kn

a = (74.46 x 2.56) / 2

= 95.3Kn/m

2.56 x

95.3Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

100.52 Kn

a

b

c

d

b = 2.56 x 0.015 / 2

= 0.0192Kn/m

c = 100.52 x 0.84 = 84.44Kn/m

d = (24.58 x 0.84) / 2

= 10.32Kn/m

Conclusion

A = b + c + d = 0

74.46

x

2.56

0.45

74.46 + 0.45=

=x 0.015


6. BEAM (GROUND FLOOR G/3-5)


GROUND FLOOR PLAN

6. BEAM (GROUND FLOOR G/3-5)

GROUND FLOOR SLAB LOAD DISTRIBUTION DIAGRAM167

• DEAD LOAD FROM BEAM SELF WEIGHT ( GRID G/3-5 )

• DEAD LOAD FROM BRICK WALL WEIGHT (GRID G/3-5)


- GRID E-G/3-5


- GRID E-G/3-5

BEAM (GROUND FLOOR G/3-5) CARRIES:

6.2mE GDEAD LOAD FROM BEAM SELF WEIGHT

(GRID G/3-5)

1.44Kn/m

4.5Kn/mDEAD LOAD FROM SLAB (E-G/3-5)





=24Kn/m3 x 0.2m x 0.3m

= 1.44Kn/m


Lx/2

=24Kn/m3 x 0.15m x 2.5m /2

= 4.5Kn/m

24.28Kn/m

11.4Kn/m


(GRID G/3-5) (assuming sliding door = brickwall)


=19Kn/m3 x 0.2m x 3.0m

= 11.4Kn/m

6. BEAM (GROUND FLOOR G/3-5)168

ULTIMATE DEAD LOAD

17.34Kn/m x 1.4 = 24.28Kn/m

TOTAL DEAD LOAD

1-3 : (1.44 + 11.4 + 4.5)Kn/m = 17.34Kn/m


CORRIDOR = 4.0Kn/m

4.0Kn/m x 2.5m /2

= 5Kn/m

6.2mC E

32.28Kn/m

ULTIMATE LIVE LOAD

5Kn/m x 1.6 = 8Kn/m

TOTAL LIVE LOAD

5Kn/m

ULTIMATE LOAD


LOAD

= 24.28Kn/m + 8Kn/m

= 32.28Kn/m

Rc Re

Rc = Re = Point load at G/3= 32.28Kn/m x 6.2m /2= 100.07

5Kn/m

8Kn/m


32.28Kn/m

6.2mC E

Rc = 100.07Kn Re= 100.07Kn

100.07 Kn

0 Kn

-100.07Kn

0 Kn

155.12Knm

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM


100.07 x (6.2/2) /2

= 155.12


CHOOSEN COLUMNS 1. H/12. H/33. G/5

TRISTAN YU TZE-XIEN 0317729

GENERAL INFO




= 11.4kN/m



= 1.44kN/m



= 3.6 kN/m2



= 6.48 kN

171

1

2

3


172

2

1

3


173

1

2

3


174

1. COLUMN H/1

1. COLUMN H/1

1





FIRST FLOOR PLAN

GROUND FLOOR PLAN

3.14m


1.85m

3.14m

1.85m1

1

3.14m

1.85m

3.14m

1.85m 1

1

3.14m

1.85m

3.14m

1.85m 1

175

1.8

5m

3.15m

Dead Load acting on column H/1.

Dead Load

2.15m 0.99m

Roof Level



thickness)

= 5.8m2 x 24Kn/m3 x 0.15 kN/m2

=20.88 Kn

Beam dead load :


(Beam size)

= 6.84m x 24Kn/m3 x (0.2 x 0.3)m

= 9.85 Kn

30.73Kn

1st Floor

1st Floor

Walls dead load


=(2.15 + 1.85)m x 19Kn/m3 x (0.2 x 3)m

=45.6 Kn

Slabs dead load


thickness)

= 5.8m2 x 24Kn/m3 x 0.15 kN/m2

=20.88 Kn

Beam dead load :


(Beam size)

= 6.84m x 24Kn/m3 x (0.2 x 0.3)m

= 9.85 Kn

Column


= 24Kn/m3 x 0.3m x 0.3m x 3m

= 6.48 kN 82.81Kn

1.8

5m

3.15m

2.15m


176

Grd Floor

TOTAL DEAD LOAD

= (30.73 + 82.81 + 94.1)

=207.64Kn

ULTIMATE DEAD LOAD

= 207.64Kn x 1.4

= 290.7 Kn

1.8

5m

3.15m

2.15m

Grd Floor

Walls dead load


=(2.15 + 0.99 + 1.85) x 19Kn/m3 x (0.2 x 3)m

=56.89 Kn

Slabs dead load


thickness)

= 5.8m2 x 24Kn/m3 x 0.15 kN/m2

=20.88 Kn

Beam dead load :


(Beam size)

= (2.15 + 0.99 + 1.85 + 1.85)m x 24Kn/m3 x (0.2 x 0.3)m

= 9.85 Kn

Column


= 24Kn/m3 x 0.3m x 0.3m x 3m

= 6.48 kN 94.1Kn


177

1.8

5m

3.15m

Live Load acting on column H/1. Live Load

2.15m 0.99m

Roof Level



= 5.8m2 x 0.5Kn/m2

=2.9 Kn

2.9Kn

1st Floor

1.8

5m

3.15m

2.15m1st Floor

Bedroom


=(2.15m x 1.85m) (1.5Kn/m2)

=5.97 Kn

Balcony

*Assume balcony is 1.5Kn/m2 similar to bedroom

factor

(Total balcony area) x (balcony factor)

= (0.99m x 1.85m) x 1.5 kN/m2

=2.75 Kn

8.72Kn

Grd Floor

1.8

5m

3.15m

2.15m

Grd Floor

Bedroom


=(2.15m x 1.85m) (1.5Kn/m2)

=5.97 Kn

Patio

*Assume patio is 1.5Kn/m2 similar to bedroom factor

(Total patio area) x (patio factor)

= (0.99m x 1.85m) x 1.5 kN/m2

=2.75 Kn

8.72Kn


178

1. COLUMN H/1

So, ultimate load acting on column H/1= 323.24 Kn

TOTAL LIVE LOAD

= (2.9 + 8.72 + 8.72) Kn

= 20.34Kn

ULTIMATE LIVE LOAD

= 20.34Kn x 1.6

= 32.54 Kn

ULTIMATE LOAD

= Untimate Dead Load + Ultimate Live Load

= 290.7Kn + 32.54Kn

= 323.24 Kn


179

1. COLUMN H/3

1. COLUMN H/3

2





FIRST FLOOR PLAN

GROUND FLOOR PLAN


4.95m

2.66m

3.1m

24.95m

2.66m

3.1m

24.95m

2.66m

3.1m

24.95m

2.66m

3.1m

24.95m

2.66m

3.1m

24.95m

2.66m

3.1m

180

Dead Load acting on column H/3.

Dead LoadRoof Level



thickness)

= 7.49m2 x 24Kn/m3 x 0.15 kN/m2

=26.96 Kn

Beam dead load :


(Beam size)

= 7.61m x 24Kn/m3 x (0.2 x 0.3)m

= 10.96 Kn

37.92Kn

1st Floor

24.95m

2.66m

3.1m

6.2

m

3.15m

3.7

m

24.95m

2.66m

3.1m

6.2

m

3.15m

3.7

m

1st Floor

Walls dead load


=(1.67 + 1.85 + 3.1)m x 19Kn/m3 x (0.2 x 3)m

=75.47 Kn

Slabs dead load


thickness)

= 7.49m2 x 24Kn/m3 x 0.15 kN/m2

=26.96 Kn

Beam dead load :


(Beam size)

= 7.61m x 24Kn/m3 x (0.2 x 0.3)m

= 10.96 Kn

Column


= 24Kn/m3 x 0.3m x 0.3m x 3m

= 6.48 kN

119.87Kn


181

Grd Floor

TOTAL DEAD LOAD

= (37.92 + 119.87 + 131.15)

=382.17 Kn

ULTIMATE DEAD LOAD

= 382.17 Kn x 1.4

= 535.038 Kn

Grd Floor

Walls dead load


=(1.67 + 1.85 + 3.1 + 0.99) x 19Kn/m3 x (0.2 x 3)m

=86.75 Kn

Slabs dead load


thickness)

= 7.49m2 x 24Kn/m3 x 0.15 kN/m2

=26.96 Kn

Beam dead load :


(Beam size)

= 7.61m x 24Kn/m3 x (0.2 x 0.3)m

= 10.96 Kn

Column


= 24Kn/m3 x 0.3m x 0.3m x 3m

= 6.48 kN

131.15Kn


24.95m

2.66m

3.1m

6.2

m

3.15m

3.7

m

182

Live Load acting on column H/3. Live LoadRoof Level



= 7.49m2 x 0.5Kn/m2

=3.75 Kn

3.75Kn

1st Floor

3.1

m

2.66m

1st Floor

Balcony


factor


= (0.99 x 1.85)m2 x 1.5 kN/m2

=2.75 Kn

Bedroom


= (1.67 x 1.85)m2 x 1.5 kN/m2

=4.63 Kn

Corridor

(Total corridor area) x (corridor factor)

= (3.1 x 0.83)m2 x 4.0 kN/m2

=10.29 Kn

21.42Kn

Grd Floor Grd Floor

Patio


factor


= (0.99 x 1.85)m2 x 1.5 kN/m2

=2.75 Kn

Bedroom


= (1.67 x 1.85)m2 x 1.5 kN/m2

=4.63 Kn

Corridor

(Total corridor area) x (corridor factor)

= (3.1 x 0.83)m2 x 4.0 kN/m2

=10.29 Kn

21.42Kn


1.8

5m

3.1

m

2.66m

1.8

5m

3.1

m

2.66m

1.8

5m

183

1. COLUMN H/3

So, ultimate load acting on column H/3= 569.308 Kn

TOTAL LIVE LOAD

= (3.75 + 21.42 + 21.42) Kn

= 21.42Kn

ULTIMATE LIVE LOAD

= 21.42Kn x 1.6

= 34.27 Kn

ULTIMATE LOAD


= 535.038 + 34.27

= 569.308 Kn


184

1. COLUMN G/5

1. COLUMN G/5





FIRST FLOOR PLAN

GROUND FLOOR PLAN


3.1m

0.83m

1.3m

2.25m1.25m

3.1m

0.83m

1.3m

2.25m1.25m

3.1m

0.83m

1.3m

2.25m1.25m

3.1m

0.83m

1.3m

2.25m1.25m

3.1m

0.83m

1.3m

2.25m1.25m

3.1m

0.83m

1.3m

2.25m1.25m

185

Dead Load acting on column G/5.

Dead LoadRoof Level

Roof Level Roof Level Slab dead load (assuming roof is concrete slab):


thickness)

= 8.43m2 x 24Kn/m3 x 0.15 kN/m2

=30.35 Kn

Beam dead load :


(Beam size)

= 7.9m x 24Kn/m3 x (0.2 x 0.3)m

= 11.38 Kn

41.73Kn

1st Floor

1st Floor

Walls dead load


=(3.1 + 2.25)m x 19Kn/m3 x (0.2 x 3)m

=60.99 Kn

Slabs dead load


thickness)

= 8.43m2 x 24Kn/m3 x 0.15 kN/m2

=30.35 Kn

Beam dead load :


(Beam size)

= 7.9m x 24Kn/m3 x (0.2 x 0.3)m

= 11.38 Kn

Column


= 24Kn/m3 x 0.3m x 0.3m x 3m

= 6.48 kN

109.2Kn


1.3

m

0.83m

3.1

m

2.25m

1.3

m

0.83m

3.1

m

186

Live Load acting on column H/3. Live LoadRoof Level



= 8.43m2 x 0.5Kn/m2

=4.22 Kn

4.22Kn

1st Floor 1st Floor

Corridor

(Total corridor areas) x (corridor factor)

= (3.875 + 1.625) (4.0Kn/m2)

= 22 Kn

Stair


= (2.25 x 1.3) x 1.5 kN/m2

= 4.39 Kn

26.39Kn

Grd Floor Grd Floor

Corridor

(Total corridor areas) x (corridor factor)

= (3.875 + 1.625) (4.0Kn/m2)

= 22 Kn

Stair


= (2.25 x 1.3) x 1.5 kN/m2

= 4.39 Kn

26.39Kn


1.3

m

0.83m

3.1

m

2.25m

1.3

m

0.83m

3.1

m

2.25m

1.3

m

0.83m

3.1

m

187

1. COLUMN G/5

So, ultimate load acting on column G/5= 351.33 Kn

TOTAL LIVE LOAD

= (4.22 + 26.39 + 26.39) Kn

= 57 Kn

ULTIMATE LIVE LOAD

= 57 Kn x 1.6

= 91.2 Kn

ULTIMATE LOAD


= 260.13 + 91.2

= 351.33 Kn


188

structure report final

Engineering