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

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

PART 2 LOUIS DE ROZARIO

PART 1 ROY YIEK

PART 3TRISTAN YU

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

ROY YIEK CHIN HIENG 0317726

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

• 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

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

= 4.05Kn/m

4.05Kn/m

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

= 4.05Kn/m

4.05Kn/m

3m 2.6m

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

7.11Kn/m

33.6Kn/m

=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

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

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

41.94Kn/m25.08Kn/m

3m 2.6m

33.47Kn

= (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

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

= Re + 122.79 – 224.5

= Re – 101.71Kn

Re = 101.71Kn

41.94Kn/m25.08Kn/m

3m 2.6m

33.47Kn

Ra= 122.79Kn Re= 101.71Kn

122.79 Kn

- 36.5 Kn

0 Kn -3.03 Kn

-101.71 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

122.79

180Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

122.79 x (3 - 0.072) / 2

= 179.76Kn/m

=180Kn/m

SECONDARY BEAM (FIRST FLOOR C/3-4)

FIRST FLOOR BEAM &

COLUMN LAYOUT

FIRST FLOOR PLAN

• 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

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

29.75Kn/m

Ra = POINT LOAD AT C/4

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

= 33.47Kn

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

FIRST FLOOR BEAM &

COLUMN LAYOUT

FIRST FLOOR PLAN

• 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

=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

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

2.59m 1.11m

26.63Kn/m

20.74Kn/m

Point load from A/229.26Kn

= (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

= 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

26.63Kn/m20.74Kn/m

2.59m 1.11m

29.26Kn

R1= 57.19Kn R3= 64.06Kn

57.19 Kn

-41.06Kn

0 Kn -11.80 Kn

--64.06\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

61Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

(57.19 x (2.59 – 0.44) / 2

= 61.48Kn/m

=61 Kn/m

SECONDARY BEAM (FIRST FLOOR 2/A-B)

FIRST FLOOR BEAM &

COLUMN LAYOUT

FIRST FLOOR PLAN

• 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

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

= 2Kn/m

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

27.87Kn/m

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

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

FIRST FLOOR BEAM &

COLUMN LAYOUT

FIRST FLOOR PLAN

• 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

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

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

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

= (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

= 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

36.3Kn/m14.45Kn/m

72.45 Kn

-50.83Kn

0 Kn-21.56 Kn

-66.87Kn

(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

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

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

FIRST FLOOR BEAM &

COLUMN LAYOUT

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

FIRST FLOOR PLAN

• 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

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

= (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

= 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

35.65Kn/m

19.69Kn/m

65.4 Kn

-29.52 Kn

-51.55Kn

(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

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.

FIRST FLOOR BEAM &

COLUMN LAYOUT

FIRST FLOOR PLAN

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)

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

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

4.05Kn/m

B C D E

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

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

= 2Kn/m

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

=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)

=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

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

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

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

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

66.87Kn 33.47Kn 51.55Kn

A B C D E

0.9m 1.7m 0.9m

31.36Kn/m

33.82Kn/m

32.92Kn/m 28.69

66.87Kn 33.47Kn 51.55Kn

= (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

= 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

A B C D E

0.9m 1.7m 0.9m

31.36Kn/m

33.82Kn/m

32.92Kn/m 28.69

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

89.41Kn

22.54Kn

-41.36 Kn

-97.33 Kn

-148.88 Kn

155.27 Kn

0 Kn -7.89 Kn

-174.7Kn

89.41Kn

22.54Kn

-41.36 Kn

-97.33 Kn

-148.88 Kn

A B C D E

0.9m 1.7m 0.9m

hArea of :

(155.27-89.41) x 2.1 / 2

=69.15

bArea of :

89.41 x 2.1

= 187.76

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

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

FIRST FLOOR BEAM &

COLUMN LAYOUT

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

FIRST FLOOR PLAN

• 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

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

= 4.5Kn/m

2.7Kn/m

4.5Kn/m

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

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

2.25m3 4

37.87Kn/m

R3= 42.6Kn

R4 = 42.46

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

LOAD DIAGRAM

42.6Kn

-42.6Kn

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

23.96Kn/m

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

1. COLUMN E/3

1. COLUMN E/3ROY YIEK CHIN HIENG 0317726

ROOF BEAM & COLUMN LAYOUT

FIRST FLOOR BEAM & COLUMN LAYOUT

GROUND FLOOR BEAM & COLUMN LAYOUT

FIRST FLOOR PLAN

GROUND FLOOR PLAN

Dead Load acting on column E/3.

Dead Load

1. COLUMN E/3

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

=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

2.6m 1.7m0.2m

1.9m 2.15m 0.45m

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

1.7m1.3m

TOTAL DEAD LOAD

= (63.34 + 155.26 + 93.76)

=312.36Kn

ULTIMATE DEAD LOAD

= 312.36Kn x 1.4

= 437.30 Kn

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.

2.6m 1.7m0.2m

1.9m 2.15m 0.45m

2.6m 1.7m0.2m

1.9m 2.15m 0.45m

BEDROOM BEDROOM

BEDROOM CORRIDOR

TOILET

1.7m1.3m

5m BEDROOM

CORRIDORTOILET

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

2. COLUMN E/4

2. COLUMN A/1ROY YIEK CHIN HIENG 0317726

ROOF PLAN

FIRST FLOOR PLAN

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

0.25m2.1m

2. COLUMN A/1

Live Load acting on column A/1.

Live LoadRoof Level

1st Floor

Grd Floor

0.25m2.1m

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

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

3. COLUMN A/3

3. COLUMN A/3ROY YIEK CHIN HIENG 0317726

ROOF PLAN

FIRST FLOOR PLAN

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

ULTIMATE DEAD LOAD = 199.33Kn x 1.4

= 279.06 Kn

TOTAL DEAD LOAD = 44.05 + 148.8 + 6.48

= 199.33Kn

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

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

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

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

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

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

= 3.6Kn/m

3.6Kn/m

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

= 3.6Kn/m

3.6Kn/m

3m 2.6m

6.3Kn/m

31.84Kn/m

=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

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

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

39.25Kn/m22.19Kn/m

Point load from C/828.4Kn/m

39.25Kn/m22.19Kn/m

3m 2.6m

28.4Kn

= (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

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

= Re + 112.8 – 203.84

= Re – 91.04Kn

Re = 91.04Kn

39.25Kn/m22.19Kn/m

3m 2.6m

28.4Kn

Ra= 112.80Kn Re= 91.04Kn

112.8 Kn

- 33.35 Kn

0 Kn -4.95 Kn

-91.04 Kn

= 162Kn/m

X/3 = 4.95/(4.95+112.8)

X = 0.13

162Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

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

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

= 2.4Kn/m

2.4Kn/m

=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

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

28.4Kn/m

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

= 28.4Kn

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

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

= 6.3Kn/m

6.3Kn/m

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

= 3.6Kn/m

3.6Kn/m

3.5m 2m

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

4.5Kn/m

33.1Kn/m

=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

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

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

45.31Kn/m39.72Kn/m

43.31Kn/m39.72Kn/m

3.5m 2m

91.04Kn

= (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

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

= Re + 155.68 – 329.07

= Re – 173.39Kn

Re = 173.39Kn

45.31Kn/m39.72Kn/m

3.5m 2m

91.04Kn

Ra= 155.68Kn Re= 173.39Kn

155.68 Kn

- 93.95 Kn

0 Kn -2.91 Kn

-173.39 Kn

= 267Kn/m

X/3 = 2.91/(2.91+155.68)

X = 0.06

155.68

267Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

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

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

= 4.68Kn/m

4.68Kn/m

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

= 4.68Kn/m

4.68Kn/m

3m 2.6m

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

7.11Kn/m

34.48Kn/m

=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

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

ULTIMATE LOAD

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

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

43.38Kn/m47.54Kn/m

3m 2.6m

45.54Kn

= (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

= 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

43.38Kn/m47.54Kn/m

3m 2.6m

45.54Kn

Ra= 145.12Kn Re= 154.16Kn

145.12Kn

- 30.56Kn

14.98Kn

-154.16 Kn

= 240.15Kn/m

240.15Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

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

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

= 4.68Kn/m

4.68Kn/m

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

= 4.68Kn/m

4.68Kn/m

3m 2.6m

6.3Kn/m

33.35Kn/m

=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

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

ULTIMATE LOAD

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

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

41.72Kn/m45.88Kn/m

3m 2.6m

45.54Kn

= (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

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

= Re + 140.47 – 289.99

= Re – 149.52Kn

Re = 149.52Kn

41.72Kn/m45.88Kn/m

3m 2.6m

45.54Kn

Ra= 140.47Kn Re= 149.52Kn

140.47 Kn

- 30.23 Kn

15.31Kn

-149.52 Kn

= 236Kn/m

236Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

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

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

= 3.12Kn/m

3.12Kn/m

=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

35.03Kn/m

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

= 45.54Kn

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

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

= 3.6Kn/m

3.6Kn/m

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

= 3.6Kn/m

3.6Kn/m

3m 2.6m

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

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

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

3m 2.6m

ULTIMATE LOAD

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

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

26.22Kn/m25.42Kn/m

3m 2.6m

28.4Kn

= (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

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

= Re + 86.12 – 173.15

= Re – 87.03Kn

Re = 87.03Kn

26.22Kn/m25.42Kn/m

3m 2.6m

28.4Kn

Ra= 86.12Kn Re= 87.03Kn

86.12 Kn

- 20.94 Kn

0 Kn 7.46Kn

-87.03 Kn

= 140.36Kn/m

140.36Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

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

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

= 2.4Kn/m

2.4Kn/m

=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

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

28.4Kn/m

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

= 28.4Kn

28.4Kn/m

Ra= 28.4Kn Re= 28.4Kn

28.4 Kn

-28.4 Kn

= 28.4Kn/m

28.4Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

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

1. COLUMN E/6

1. COLUMN E/6LOUIS DE ROZARIO 0327136

FIRST FLOOR PLAN

GROUND FLOOR PLAN

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

2.6m 1.25m

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

2.6m 1.25m

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

Load acting on column E/6. Live Load

2.6m 1.25m

1. COLUMN E/6

Roof LevelSlab live load :

= 15.59m2 x 0.5Kn/m2

=7.8 Kn

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

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

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

2. COLUMN E/9

2. COLUMN E/9LOUIS DE ROZARIO 0327136

FIRST FLOOR PLAN

GROUND FLOOR PLAN

2. COLUMN E/9

1.25m2.6m

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

2. COLUMN E/9

1.25m2.6m

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

Load acting on column E/9. Live Load

2. COLUMN E/9

1.25m2.6m

= 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

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

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

3. COLUMN G/9

3. COLUMN G/9LOUIS DE ROZARIO 0327136

FIRST FLOOR PLAN

GROUND FLOOR PLAN

Load acting on column G/9. Dead Load

3. COLUMN G/9

1.25m2.6m

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

1.25m2.6m

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

Load acting on column G/9. Dead Load

3. COLUMN G/9

1.25m2.6m

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

Load acting on column G/9. Live Load

3. COLUMN G/9

1.25m2.6m

= 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

1.25m2.6m

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

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

GROUND FLOOR PLAN

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

GROUND FLOOR PLAN

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

GROUND FLOOR SLAB LOAD DISTRIBUTION DIAGRAM

• 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

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

= 3.12Kn/m

3.12Kn/m

=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

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

24.41Kn/m26.41Kn/m

2.6m 3.4m

44.99Kn

= (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

= 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

44.99Kn

Ra = 100.65Kn Rb = 97.60Kn

100.65Kn

-97.6 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

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

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

GROUND FLOOR PLAN

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

• 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

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

= 4.68Kn/m

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

=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

= 7.2Kn/m + 17.12Kn/m

= 24.32Kn/m

24.32Kn/m

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

-44.99 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)

GROUND FLOOR PLAN

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

- 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

=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

2.25m 3.7m

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

1.2Kn/m3.12Kn/m

22.96Kn/m 27.65Kn/m

43.8 Kn

22.96Kn/m27.65Kn/m

2.25m 3.7m

43.8Kn

= (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

= 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

43.8Kn

Ra = 100.94Kn Rb = 96.83Kn

100.94 Kn

5.48 Kn

-96.83 Kn

a = (2.25 x 51.66) / 2

= 58.12Kn/m

169.5Kn/m

LOAD DIAGRAM

SHEAR FORCE DIAGRAM

BENDING MOMENT

DIAGRAM

49.28 Kna

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 + 5.48=

=x 0.2

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

GROUND FLOOR PLAN

• 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

=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

= 28.01Kn/m + 5.68Kn/m

= 24.32Kn/m

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

33.69Kn/m

2.6mC E

R1 = 43.8Kn R3= 43.8Kn

43.8 Kn

-43.8 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)

GROUND FLOOR PLAN

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

• 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

• POINT LOAD AT POINT G/3

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

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

ULTIMATE DEAD LOAD

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

23.69Kn/m

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)

1.7Kn/m

2.72Kn/m

29.26Kn/m

100.07Kn/m

29.26Kn/m

2.56m 0.84m

100.07Kn

= (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

= 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

100.07Kn

Ra = 74.46Kn Rb = 125.1Kn

74.46 Kn

0 Kn -0.45 Kn

-125.1 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

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 + 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

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

=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

ULTIMATE LOAD

= 24.28Kn/m + 8Kn/m

= 32.28Kn/m

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

32.28Kn/m

6.2mC E

Rc = 100.07Kn Re= 100.07Kn

100.07 Kn

-100.07Kn

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

1. COLUMN H/1

FIRST FLOOR PLAN

GROUND FLOOR PLAN

1.85m1

1.85m 1

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

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

Grd Floor

TOTAL DEAD LOAD

= (30.73 + 82.81 + 94.1)

=207.64Kn

ULTIMATE DEAD LOAD

= 207.64Kn x 1.4

= 290.7 Kn

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

Live Load acting on column H/1. Live Load

2.15m 0.99m

Roof Level

= 5.8m2 x 0.5Kn/m2

=2.9 Kn

1st Floor

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

Bedroom

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

=5.97 Kn

*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

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

1. COLUMN H/3

FIRST FLOOR PLAN

GROUND FLOOR PLAN

24.95m

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

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

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

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

= 7.49m2 x 0.5Kn/m2

=3.75 Kn

3.75Kn

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

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. 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

1. COLUMN G/5

FIRST FLOOR PLAN

GROUND FLOOR PLAN

2.25m1.25m

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

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

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

= (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

= (2.25 x 1.3) x 1.5 kN/m2

= 4.39 Kn

26.39Kn

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

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