Building Structures | Structural Design and Analysis of a Bungalow

SCHOOL OF ARCHITECTURE, BUILDING AND DESIGN

BUILDING STRUCTURES (BLD 60103) PROJECT 1: STRUCTURAL DESIGN AND ANALYSIS OF A BUNGALOW

A GROUP EFFORT BY: KALVIN BONG JIA YING // 0327822 KENNETT LIM ROONG XIANG // 0325031 LEE JIA MIN // 0324126 TAN CHIN WERNG // 0324408 YUEN XUAN HUI // 0324292 TUTOR: MR. MOHD. ADIB RAMLI

TABLE OF CONTENT 1.0 Brief Description

2

2.0 Floor Plans

3

3.0 Design Brief (Quantity Life and Dead Loads Acting on Structure)

6

4.0 Structural Plans

7

5.0 Load Distribution Diagrams

11

6.0 Tributary Area Diagrams

14

7.0 Beam & Column Analysis 7.1 Kalvin Bong Jia Ying

17

7.2 Kennett Lim Roong Xiang

53

7.3 Lee Jia Min

85

7.4 Tan Chin Werng

120

7.5 Yuen Xuan Hui

150

1

1.0 BRIEF DESCRIPTION In this project, we are required to form a group of five, to design a 2-storey bungalow with pitched roof. Our bungalow building layout is a combination of one building outline from category A for ground floor and another from category B for first floor.

Category A (Ground Floor)

Category B (First Floor)

Our bungalow consists of the following component: 1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

1 entrance 1 living room 2 dining rooms 1 dry kitchen 1 wet kitchen 1 storeroom 1 powder room 1 laundry room 1 family area 1 study room 1 maid room 1 guest bedroom 3 bedrooms 3 bathrooms 1 master bedroom with attached bathroom 2

2.0 FLOOR PLANS

GROUND FLOOR PLAN SCALE 1:150

3

FIRST FLOOR PLAN SCALE 1:150

4

ROOF PLAN SCALE 1:150

5

3.0 DESIGN BRIEF (Quantity Life and Dead Loads Acting on Structure) Dimension of Structure Structure Slab Wall Beam Column

Dimension 0.15m (thickness) 0.15 x 3m (thickness x height) 0.2m x 0.3m (width x depth) 0.3m x 0.3m x 3m (width x length x height)

Standard Weight of Material Material Brickwork Reinforced concrete

Standard Weight (kN/m3) 19 24

Structure Self-Weight Structure Concrete slab Brick wall Beam Column Roof

Calculation 0.15m x 24kN/m3 0.15m x 3m x 19kN/m3 0.2m x 0.3m x 24kN/m3 0.3m x 0.3m x 3m x 24kN/m3 -

Self-Weight 3.6kN/m2 8.55kN/m 1.44kN/m 6.48kN/m 1.0kN/m2

6

4.0 STRUCTURAL PLANS

FOUNDATION PLAN SCALE 1:150

7

STRUCTURAL GROUND FLOOR PLAN SCALE 1:150

8

STRUCTURAL FIRST FLOOR PLAN SCALE 1:150

9

STRUCTURAL ROOF PLAN SCALE 1:150

10

5.0 LOAD DISTRIBUTION DIAGRAMS

LOAD DISTRIBUTION GROUND FLOOR PLAN SCALE 1:150

11

LOAD DISTRIBUTION FIRST FLOOR PLAN SCALE 1:150

12

LOAD DISTRIBUTION ROOF PLAN SCALE 1:150

13

6.0 TRIBUTARY AREA DIAGRAMS

TRIBUTARY AREA GROUND FLOOR PLAN SCALE 1:150

14

TRIBUTARY AREA FIRST FLOOR PLAN SCALE 1:150

15

TRIBUTARY AREA ROOF PLAN SCALE 1:150

16

7.0 BEAM AND COLUMN ANALYSIS

KALVIN BONG JIA YING 0327822

17

Overall first floor location of beams

1.

2.

3.

4.

5.

First floor beam C1/1-2b First floor beam C2/2b-3 First floor beam C1/3-4 First floor beam C-D/2b First floor beam C-D/3

18

1. First floor beam C1/1-2b

Calculation & Analysis Dead Load Beam Self-Weight = Beam size x Density of concrete = (0.2 x 0.3) m2 x 24 kN/m3 = 1.44 kN/m

1

2b 4.298m

1.44 kN/m

19

Slab C-C1/1-2b = Slab self-weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x (2.601m ÷ 2) = 3.6 kN/m2 x 1.3m = 4.68 kN/m

4.68 kN/m

5.158 kN/m

Slab C1-D/1-2b = Slab self-weight x ᴸˣ/₂ x ²/₃ = (0.15m x 24 kN/m3) x (4.298m ÷ 2) x ²/₃ = 3.6 kN/m2 x 2.149m x ²/₃ = 5.158 kN/m

8.55 kN/m

Brick Wall Self-Weight = Brick wall size x Density of brickwork = (0.15 x 3) m2 x 19 kN/m3 = 8.55 kN/m Total Dead Load For 1-2b = (1.44 + 4.68 + 5.158 + 8.55) kN/m = 19.828 kN/m

19.828 kN/m

1 Live Load Slab C-C1/1-2b (Bathroom) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m2 x (2.601m ÷ 2) = 1.95 kN/m

2b 4.298m 1.95 kN/m

Slab C1-D/1-2b (Bedroom) = Live load (UBBL) x ᴸˣ/₂ x ²/₃ = 1.5 kN/m2 x (4.298m ÷ 2) x ²/₃ = 2.149 kN/m

2.149 kN/m

Total Live Load For 1-2b = (1.95 + 2.149) kN/m = 4.099 kN/m

4.099 kN/m

20

1

2b 4.298m

Ultimate Load

27.759 kN/m

Ultimate Dead Load = Total dead load x 1.4 = 19.828 kN/m x 1.4 = 27.759 kN/m

6.558 kN/m

Ultimate Live Load = Total live load x 1.6 = 4.099 kN/m x 1.6 = 6.558 kN/m

34.317 kN/m

Total Ultimate Load For 1-2b = (27.759 + 6.558) kN/m = 34.317 kN/m

1

2b 4.298m

Reaction Forces ∑mb = 0 (Ra x 4.298) – (34.317 x 4.298) x (4.298 ÷ 2) = 0 4.298Ra = 316.966 Ra = 73.747 kN ∑Fy = 0 73.747 – (34.317 x 4.298) + Rb = 0 Rb = 73.747 kN

2.149m

2.149m 34.317 kN/m

Ra = 73.747kN

Rb = 73.747kN

21

Shear Force Diagram (V)

Ra = 73.747kN

73.747 – (34.317 x 4.298) = -73.747 kN （+） -73.747 + 73.747 = 0 kN

-73.747 + 73.747 = 0 kN

0 kN

（-） 73.747 – (34.317 x 4.298) = -73.747 kN

Bending Moment Diagram (M) Positive area = 73.747 x 2.149 x 1/2 = 79.24 kNm 79.24 kNm

Negative area = 73.747 x 2.149 x 1/2 = 79.24 kNm

∴ Positive Area = Negative Area (79.24 – 79.24) kNm = 0

0 kN

0 kN

22

2. First floor beam C2/2b-3

Calculation & Analysis Dead Load Beam Self-Weight = Beam size x Density of concrete = (0.2 x 0.3) m2 x 24 kN/m3 = 1.44 kN/m

2b

3 2.758m

1.44 kN/m

23

Slab C2-D/2b-3 = Slab self-weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x (2.503m ÷ 2) = 3.6 kN/m2 x 1.252m = 4.5072 kN/m

4.5072 kN/m

Brick Wall Self-Weight = Brick wall size x Density of brickwork = (0.15 x 3) m2 x 19 kN/m3 = 8.55 kN/m

8.55 kN/m

Total Dead Load For 2b-3 = (1.44 + 4.5072 + 8.55) kN/m = 14.4972 kN/m

Live Load

14.4972 kN/m

2b

3 2.758m

Slab C2-D/2b-3 (Bathroom) = Live load (UBBL) x ᴸˣ/₂ =1.5 kN/m2 x (2.503m ÷ 2) = 1.8773 kN/m

1.8773 kN/m

Total Live Load For 2b-3 = 1.8773 kN/m 2b Ultimate Load

2.758m

Ultimate Dead Load = Total dead load x 1.4 = 14.4972 kN/m x 1.4 = 20.2961 kN/m

20.2961 kN/m

Ultimate Live Load = Total live load x 1.6 = 1.8773 kN/m x 1.6 = 3.0037 kN/m

3.0037 kN/m

3

24

23.2998 kN/m

Total Ultimate Load For 2b-3 = (20.2961 + 3.0037) kN/m = 23.2998 kN/m

3

2b 2.758m

Reaction Forces 1.379m

∑mb = 0 (Ra x 2.758) – (23.2998 x 2.758) x (2.758÷ 2) = 0 2.758Ra = 88.6157 Ra = 32.13 kN

23.2998 kN/m

∑Fy = 0 32.13 – (23.2998 x 2.758) + Rb = 0 Rb = 32.13 kN

Shear Force Diagram (V)

1.379m

Ra = 32.13kN

Rb = 32.13kN

Ra = 32.13kN

32.13 – (23.2998 x 2.758) = -32.13 kN （+） -32.13 + 32.13 = 0 kN

-32.13 + 32.13 = 0 kN

0 kN

（-） 32.13 – (23.2998 x 2.758) = -32.13 kN

Bending Moment Diagram (M) Positive area = 32.13 x 1.379 x 1/2 = 22.15 kNm 22.15 kNm

Negative area = 32.13 x 1.379 x 1/2 = 22.15 kNm

∴ Positive Area = Negative Area (22.15 – 22.15) kNm = 0

0 kN

0 kN

25

3. First floor beam C1/3-4

Calculation & Analysis

3

4

Dead Load

3.945m

Beam Self-Weight = Beam size x Density of concrete = (0.2 x 0.3) m2 x 24 kN/m3 = 1.44 kN/m

1.44 kN/m

26

Slab C-C1/3-4 = Slab self-weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x (2.601m ÷ 2) = 3.6 kN/m2 x 1.3m = 4.68 kN/m

4.68 kN/m

4.734 kN/m

Slab C1-D/3-4 = Slab self-weight x ᴸˣ/₂ x ²/₃ = (0.15m x 24 kN/m3) x (3.945m ÷ 2) x ²/₃ = 3.6 kN/m2 x 1.9725m x ²/₃ = 4.734 kN/m

8.55 kN/m

Brick Wall Self-Weight = Brick wall size x Density of brickwork = (0.15 x 3) m2 x 19 kN/m3 = 8.55 kN/m Total Dead Load For 3-4 = (1.44 + 4.68 + 4.734 + 8.55) kN/m = 19.404 kN/m

19.404 kN/m

3 Live Load

4 3.945m

Slab C-C1/3-4 (Corridor) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m2 x (2.601m ÷ 2) = 1.9508 kN/m

1.9508 kN/m

Slab C1-D/3-4 (Bedroom) = Live load (UBBL) x ᴸˣ/₂ x ²/₃ = 1.5 kN/m2 x (3.945m ÷ 2) x ²/₃ = 1.9725 kN/m

1.9725 kN/m

Total Live Load For 3-4 = (1.9508 + 1.9725) kN/m = 3.9233 kN/m

3.9233 kN/m

27

3

4

3.945m

Ultimate Load Ultimate Dead Load = Total dead load x 1.4 = 19.404 kN/m x 1.4 = 27.166 kN/m

27.166 kN/m

Ultimate Live Load = Total live load x 1.6 = 3.9233 kN/m x 1.6 = 6.2773 kN/m

6.2773 kN/m

Total Ultimate Load For 3-4 = (27.166 + 6.2773) kN/m = 33.4433 kN/m

33.4433 kN/m

3

4 3.945m

Reaction Forces ∑mb = 0 (Ra x 3.945) – (33.4433 x 3.945) x (3.945 ÷ 2) = 0 3.945Ra = 260.239 Ra = 65.967 kN ∑Fy = 0 65.967 – (33.4433 x 3.945) + Rb = 0 Rb = 65.967 kN

1.9725m

1.9725m

33.4433 kN/m

Ra = 65.967kN

Rb = 65.967kN

28

Shear Force Diagram (V)

Ra = 65.967kN

65.967 – (33.4433 x 3.945) = -65.967 kN （+） -65.967 + 65.967 = 0 kN

-65.967 + 65.967 = 0 kN

0 kN

（-） 65.967 – (33.4433 x 3.945) = -65.967 kN

Bending Moment Diagram (M) Positive area = 65.967 x 1.9725 x 1/2 = 65.06 kNm 65.06 kNm

Negative area = 65.967 x 1.9725 x 1/2 = 65.06 kNm

∴ Positive Area = Negative Area (65.06 – 65.06) kNm = 0

0 kN

0 kN

29

4. First floor beam C-D/2b

Calculation & Analysis Dead Load Beam Self-Weight = Beam size x Density of concrete = (0.2 x 0.3) m2 x 24 kN/m3 = 1.44 kN/m

C

C C1 2.601m

7.76m 2.656m

C2

D 2.503m

1.44 kN/m

30

Slab C-C1/1-2b = Slab self-weight x ᴸˣ/₂ x ²/₃ = (0.15m x 24 kN/m3) x (2.601m ÷ 2) x ²/₃ = 3.6 kN/m2 x 1.3m x ²/₃ = 3.12 kN/m

3.12 kN/m

7.7364 kN/m

Slab C1-D/1-2b = Slab self-weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x (4.298m ÷ 2) = 3.6 kN/m2 x 2.149m = 7.7364 kN/m Slab B-C2/2b-3 = Slab self-weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x (2.758m ÷ 2) = 3.6 kN/m2 x 1.379m = 4.9644 kN/m

4.9644 kN/m

4.5054 kN/m

Slab C2-D/2b-3 = Slab self-weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x (2.503m ÷ 2) = 3.6 kN/m2 x 1.2515m = 4.5054 kN/m 8.55 kN/m

Brick Wall Self-Weight = Brick wall size x Density of brickwork = (0.15 x 3) m2 x 19 kN/m3 = 8.55 kN/m Total Dead Load For C-C1 = (1.44 + 3.12 + 4.9644 + 8.55) kN/m = 18.0744 kN/m For C1-C2 = (1.44 + 7.7364 + 4.9644 + 8.55) kN/m = 22.6908 kN/m

22.6908 kN/m 18.0744 kN/m

22.2318 kN/m

For C2-D = (1.44 + 7.7364 + 4.5054 + 8.55) kN/m = 22.2318 kN/m

31

C Live Load Slab C-C1/1-2b (Bathroom) = Live load (UBBL) x ᴸˣ/₂ x ²/₃ = 1.5 kN/m2 x (2.601m ÷ 2) x ²/₃ = 1.5 kN/m2 x 1.3m x ²/₃ = 1.3 kN/m

C1 C2 C 7.76m 2.601m

2.656m

3.2235 kN/m

2.0685 kN/m

Slab C2-D/2b-3 (Bathroom) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m2 x (2.503m ÷ 2) = 1.5 kN/m2 x 1.2515m = 1.8773 kN/m

1.8773 kN/m

Total Live Load For C-C1 = (1.3 + 2.0685) kN/m = 3.3685 kN/m For C1-C2 = (3.2235 + 2.0685) kN/m = 5.292 kN/m

2.503m

1.3 kN/m

Slab C1-D/1-2b (Bedroom) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m2 x (4.298m ÷ 2) = 1.5 kN/m2 x 2.149m = 3.2235 kN/m Slab B-C2/2b-3 (Corridor) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m2 x (2.758m ÷ 2) = 1.5 kN/m2 x 1.379m = 2.0685 kN/m

D

5.292 kN/m 3.3685 kN/m

5.1008 kN/m

For C2-D = (3.2235 + 1.8773) kN/m = 5.1008 kN/m

32

C Ultimate Load Total Dead Load For C-C1 = Total dead load x 1.4 = 18.0744 kN/m x 1.4 = 25.3042 kN/m

C1 C2 C 7.76m

25.3042 kN/m

Total Dead Load For C1-C2 = Total dead load x 1.4 = 22.6908 kN/m x 1.4 = 31.7671 kN/m

31.7671 kN/m

31.1245 kN/m

Total Dead Load For C2-D = Total dead load x 1.4 = 22.2318 kN/m x 1.4 = 31.1245 kN/m Total Live Load For C-C1 = Total live load x 1.6 = 3.3685 kN/m x 1.6 = 5.3896 kN/m Total Live Load For C1-C2 = Total live load x 1.6 = 5.292 kN/m X 1.6 = 8.4672 kN/m Total Live Load For C2-D = Total live load x 1.6 = 5.1008 kN/m x 1.6 = 8.1613 kN/m

2.503m

2.656m

2.601m

D

5.3896 kN/m

8.4672 kN/m

8.1613 kN/m

33

Total Ultimate Load For C-C1 = (25.3042 + 5.3896) kN/m = 30.694 kN/m For C1-C2 = (31.7671 + 8.4672) kN/m = 40.234 kN/m

40.234 kN/m 30.694 kN/m

39.286 kN/m

For C2-D = (31.1245 + 8.1613) kN/m = 39.286 kN/m Point Load For C1/1-2b Rb = 73.747 kN Point load = 73.747 kN

73.747 kN

32.13 kN

40.234 kN/m 30.694 kN/m

39.286 kN/m

Point Load For C2/2b-3 Rb = 32.13 kN Point load = 32.13 kN

C Reaction Forces ∑mb = 0 (Ra x 7.76) – (30.694 x 2.601)(6.4595) – (73.747)(5.159) – (40.234 x 2.656) (3.831) – (32.13)(2.503) – (39.286 x 2.503) (1.2515) = 0 7.76Ra = 1509.026 kN Ra = 194.46 kN ∑Fy = 0 194.46 - (30.694 x 2.601) - 73.747 - (40.234 x 2.656) - 32.13 - (39.286 x 2.503) + Rb = 0 Rb = 196.45 kN

C1 C2 C 7.76m

1.3005m

2.503m

2.656m

2.601m

1.328m 73.747 kN

1.2515m 32.13 kN

40.234 kN/m 30.694 kN/m

Ra = 194.46 kN

D

39.286 kN/m

Rb = 196.45 kN

34

Shear Force Diagram (V) 194.46 – (30.694 x 2.601) = 114.625 kN 114.625 – 73.747 = 40.878 kN 40.878 – (40.234 x 2.656) = -65.984 kN -65.984 – 32.13 = -98.114 kN -98.114 – (39.286 x 2.503) = -196.45 kN -196.45 + 196.45 = 0 kN

Ra = 194.46kN 194.46 – (30.694 x 2.601) = 114.625 kN

（+） 0 kN

114.625 – 73.747 = 40.878 kN -196.45 + 196.45 = 0 kN

X 40.878 – (40.234 x 2.656) = -65.984 kN

（-）

-65.984 – 32.13 = -98.114 kN -98.114 – (39.286 x 2.503) = -196.45 kN

Bending Moment Diagram (M) 40.878 / X (40.234 x 2.656)X = 40.878 x 2.656 106.8615X = 108.572 X = 1.016 Positive area = (194.46 + 114.625) x 2.601 x 1/2 + (40.878 x 1.016 x 1/2) = 401.965 + 20.766 = 422.731 kNm Negative area = [65.984 x (2.656 – 1.016) x 1/2] + (196.45 + 98.114) x 2.503 x 1/2 = 54.107 + 368.647 = 422.754 kNm

∴ Positive Area = Negative Area (422.754 - 422.731) kNm = 0.023 ≈ 0 kNm

422.731

0 kN

0 kN

35

5. First floor beam C-D/3

Calculation & Analysis Dead Load Beam Self-Weight = Beam size x Density of concrete = (0.2 x 0.3) m2 x 24 kN/m3 = 1.44 kN/m

C

C C1 2.601m

7.76m 2.656m

C2

D 2.503m

1.44 kN/m

36

Slab C-C1/3-4 = Slab self-weight x ᴸˣ/₂ x ²/₃ = (0.15m x 24 kN/m3) x (2.601m ÷ 2) x ²/₃ = 3.6 kN/m2 x 1.3m x ²/₃ = 3.12 kN/m

3.12 kN/m

7.101 kN/m

Slab C1-D/3-4 = Slab self-weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x (3.945m ÷ 2) = 3.6 kN/m2 x 1.9725m = 7.101 kN/m Slab B-C2/2b-3 = Slab self-weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x (2.758m ÷ 2) = 3.6 kN/m2 x 1.379m = 4.9644 kN/m

4.9644 kN/m

4.5054 kN/m

Slab C2-D/2b-3 = Slab self-weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x (2.503m ÷ 2) = 3.6 kN/m2 x 1.2515m = 4.5054 kN/m 8.55 kN/m

Brick Wall Self-Weight = Brick wall size x Density of brickwork = (0.15 x 3) m2 x 19 kN/m3 = 8.55 kN/m Total Dead Load For C-C1 = (1.44 + 3.12 + 4.9644 + 8.55) kN/m = 18.0744 kN/m For C1-C2 = (1.44 + 7.101 + 4.9644 + 8.55) kN/m = 22.0554 kN/m

22.0554 kN/m 18.0744 kN/m

21.5964 kN/m

For C2-D = (1.44 + 7.101 + 4.5054 + 8.55) kN/m = 21.5964 kN/m

37

C C1

C Live Load Slab C-C1/3-4 (Corridor) = Live load (UBBL) x ᴸˣ/₂ x ²/₃ = 1.5 kN/m2 x (2.601m ÷ 2) x ²/₃ = 1.5 kN/m2 x 1.3m x ²/₃ = 1.3 kN/m

2.601m

C2 7.76m 2.656m

2.9588 kN/m

2.0685 kN/m

Slab C2-D/2b-3 (Bathroom) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m2 x (2.503m ÷ 2) = 1.5 kN/m2 x 1.2515m = 1.8773 kN/m

1.8773 kN/m

Total Live Load For C-C1 = (1.3 + 2.0685) kN/m = 3.3685 kN/m For C1-C2 = (2.9588 + 2.0685) kN/m = 5.0273 kN/m

2.503m

1.3 kN/m

Slab C1-D/3-4 (Bedroom) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m2 x (3.945m ÷ 2) = 1.5 kN/m2 x 1.9725m = 2.9588 kN/m Slab B-C2/2b-3 (Corridor) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m2 x (2.758m ÷ 2) = 1.5 kN/m2 x 1.379m = 2.0685 kN/m

D

5.0273 kN/m 3.3685 kN/m

4.8361 kN/m

For C2-D = (2.9588 + 1.8773) kN/m = 4.8361 kN/m

38

C C1

C Ultimate Load Total Dead Load For C-C1 = Total dead load x 1.4 = 18.0744 kN/m x 1.4 = 25.3042 kN/m

7.76m

C2

25.3042 kN/m

Total Dead Load For C1-C2 = Total dead load x 1.4 = 22.0554 kN/m x 1.4 = 30.8776 kN/m

30.8776 kN/m

30.235 kN/m

Total Dead Load For C2-D = Total dead load x 1.4 = 21.5964 kN/m x 1.4 = 30.235 kN/m Total Live Load For C-C1 = Total live load x 1.6 = 3.3685 kN/m x 1.6 = 5.3896 kN/m Total Live Load For C1-C2 = Total live load x 1.6 = 5.0273 kN/m X 1.6 = 8.0437 kN/m Total Live Load For C2-D = Total live load x 1.6 = 4.8361 kN/m x 1.6 = 7.7378 kN/m

2.503m

2.656m

2.601m

D

5.3896 kN/m

8.0437 kN/m

7.7378 kN/m

39

Total Ultimate Load For C-C1 = (25.3042 + 5.3896) kN/m = 30.694 kN/m For C1-C2 = (30.8776 + 8.0437) kN/m = 38.921 kN/m

38.921 kN/m 30.694 kN/m

37.973 kN/m

For C2-D = (30.235 + 7.7378) kN/m = 37.973 kN/m Point Load For C1/3-4 Rb = 65.967 kN Point load = 65.967 kN

65.967 kN

32.13 kN

38.921 kN/m 30.694 kN/m

37.973 kN/m

Point Load For C2/2b-3 Rb = 32.13 kN Point load = 32.13 kN

C Reaction Forces ∑mb = 0 (Ra x 7.76) – (30.694 x 2.601)(6.4595) – (65.967)(5.159) – (38.921 x 2.656) (3.831) – (32.13)(2.503) – (37.973 x 2.503) (1.2515) = 0 7.76Ra = 1451.417 kN Ra = 187.04 kN ∑Fy = 0 187.04 - (30.694 x 2.601) – 65.967 - (38.921 x 2.656) - 32.13 - (37.973 x 2.503) + Rb = 0 Rb = 189.31 kN

C1 C2 C 7.76m

1.3005m

2.503m

2.656m

2.601m

1.328m 65.967 kN

1.2515m 32.13 kN

38.921 kN/m 30.694 kN/m

Ra = 187.04 kN

D

37.973 kN/m

Rb = 189.31 kN

40

Shear Force Diagram (V) 187.04 – (30.694 x 2.601) = 107.205 kN 107.205 – 65.967 = 41.238 kN 41.238 – (38.921 x 2.656) = -62.136 kN -62.136 – 32.13 = -94.266 kN -94.266 – (37.973 x 2.503) = -189.31 kN -189.31 + 189.31 = 0 kN

Ra = 187.04kN 187.04 – (30.694 x 2.601) = 107.205 kN

（+） 0 kN

107.205 – 65.967 = 41.238 kN -189.31 + 189.31 = 0 kN

X 41.238 – (38.921 x 2.656) = -62.136 kN

（-）

-62.136 – 32.13 = -94.266 kN -94.266 – (37.973 x 2.503) = -189.31 kN

Bending Moment Diagram (M) 41.238 / X (38.921 x 2.656)X = 41.238 x 2.656 103.374X = 109.528 X = 1.06 Positive area = (187.04 + 107.205) x 2.601 x 1/2 + (41.238 x 1.06 x 1/2) = 382.666 + 21.856 = 404.522 kNm Negative area = [62.136 x (2.656 – 1.06) x 1/2] + (189.31 + 94.266) x 2.503 x 1/2 = 49.585 + 354.895 = 404.48 kNm

∴ Positive Area = Negative Area (404.522 - 404.48) kNm = 0.042≈ 0 kNm

404.522

0 kN

0 kN

41

Overall location of columns

1. Column C3 2. Column D3

42

1. Column C3 At Roof Level,

Dead Load Roof Weight = (3.9975 x 5.9225) m2 x 1.0 kN/m2 = 23.675 kN Roof Beam = [(2.0425 + 3.880) + (1.9725 x 2)] m x 1.44 kN/m = 9.8675 m x 1.44 kN/m = 14.209 kN 43

Total Dead Load = (23.675 + 14.209) kN = 37.884 kN Live Load Roof Weight = (3.9975 x 5.9225) m2 x 0.5 kN/m2 = 11.838 kN At First Floor Level,

44

Dead Load Brick Wall = [(2.0425 + 3.880) + (1.9725 x 2)] m x 8.55 kN/m = 9.8675 m x 8.55 kN/m = 84.367 kN Reinforced Concrete Beam = [(2.0425 + 3.880) + (1.9725 x 2)] m x 1.44 kN/m = 9.8675 m x 1.44 kN/m = 14.209 kN Reinforced Concrete Slab = (3.9975 x 5.9225) m2 x 3.6 kN/m2 = 85.231 kN Total Dead Load = (84.367 + 14.209 + 85.231) kN = 183.807 kN Live Load Reinforced Concrete Slab = (3.9975 x 5.9225) m2 x 1.5 kN/m2 = 35.513 kN

45

At Ground Floor Level,

Dead Load Brick Wall = [(2.0425 + 3.880) + 1.9725 + (2.5505 x 2)] m x 8.55 kN/m = 12.996 m x 8.55 kN/m = 111.116 kN Reinforced Concrete Beam = [(2.0425 + 3.880) + 1.9725 + (2.5505 x 2)] m x 1.44 kN/m = 12.996 m x 1.44 kN/m = 18.714 kN 46

Reinforced Concrete Slab = (3.9975 x 5.9225) m2 x 3.6 kN/m2 = 85.231 kN Total Dead Load = (111.116 + 18.714 + 85.231) kN = 215.061 kN Live Load Reinforced Concrete Slab = (3.9975 x 5.9225) m2 x 1.5 kN/m2 = 35.513 kN Ultimate Load Total Dead Load = (37.884 + 183.807 + 215.061) kN = 436.75 kN Total Live Load = (11.838 + 35.513 + 35.513) kN = 82.864 kN Ultimate Dead Load = 436.75 x 1.4 = 611.45 kN Ultimate Live Load = 82.864 x 1.6 = 132.58 kN Total Ultimate Load = (611.45 + 132.58) kN = 744.03 kN

47

2. Column D3 At Roof Level,

Dead Load Roof Weight = (3.9975 x 3.880) m2 x 1.0 kN/m2 = 15.510 kN Roof Beam = (3.880 + 1.9725 + 2.025 + 2.025) m x 1.44 kN/m = 9.9025 m x 1.44 kN/m = 14.260 kN 48

Total Dead Load = (15.510 + 14.260) kN = 39.77 kN Live Load Roof Weight = (3.9975 x 3.880) m2 x 0.5 kN/m2 = 7.755 kN At First Floor Level,

49

Dead Load Brick Wall = (3.880 + 1.9725 + 2.025 + 2.025) m x 8.55 kN/m = 9.9025 m x 8.55 kN/m = 84.666 kN Reinforced Concrete Beam = (3.880 + 1.9725 + 2.025 + 2.025) m x 1.44 kN/m = 9.9025 m x 1.44 kN/m = 14.260 kN Reinforced Concrete Slab = (3.9975 x 3.880) m2 x 3.6 kN/m2 = 55.830 kN Total Dead Load = (84.666 + 14.260 + 55.830) kN = 154.756 kN Live Load Reinforced Concrete Slab = (3.9975 x 3.880) m2 x 1.5 kN/m2 = 23.265 kN

50

At Ground Floor Level,

Dead Load Brick Wall = (3.880 + 1.9725) m x 8.55 kN/m = 5.8525 m x 8.55 kN/m = 50.039 kN Reinforced Concrete Beam = (3.880 + 1.9725) m x 1.44 kN/m = 5.8525 m x 1.44 kN/m = 8.428 kN 51

Reinforced Concrete Slab = (3.9975 x 3.880) m2 x 3.6 kN/m2 = 55.837 kN Total Dead Load = (50.039 + 8.428 + 55.837) kN = 114.304 kN Live Load Reinforced Concrete Slab = (3.9975 x 3.880) m2 x 1.5 kN/m2 = 23.265 kN Ultimate Load Total Dead Load = (39.77 + 154.756 + 114.304) kN = 308.83 kN Total Live Load = (7.755 + 23.265 + 23.265) kN = 54.29 kN Ultimate Dead Load = 308.83 x 1.4 = 432.36 kN Ultimate Live Load = 54.29 x 1.6 = 86.86 kN Total Ultimate Load = (432.36 + 86.86) kN = 519.22 kN

52

KENNETT LIM ROONG XIANG 0325031

53

Overall ground floor location of beams

1.

2.

3.

4.

Ground floor beam C2/3-4 Ground floor beam C1/2-3 Ground floor beam C-D/2 Ground floor beam C-D/3

54

1. Ground floor beam C2/3-4

Calculation & Analysis Dead Load Beam Self-Weight = Beam size x Density of concrete = (0.2 x 0.3) m2 x 24 kN/m3 = 1.44 kN/m

3

4 3.945m

1.44 kN/m

55

Slab C2-D/3-4 = Slab self-weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x (2.503m ÷ 2) = 3.6 kN/m2 x 1.252m = 4.505 kN/m

4.505 kN/m

4.734 kN/m

Slab C-C2/3-4 = Slab self-weight x ᴸˣ/₂ x 2/3 = (0.15m x 24 kN/m3) x (3.945m÷ 2) x 2/3 = 3.6 kN/m2 x 1.9725m x 2/3 = 4.734 kN/m

8.55 kN/m

Brick Wall Self-Weight = Brick wall size x Density of brickwork = (0.15 x 3) m2 x 19 kN/m3 = 8.55 kN/m Total Dead Load For 3-4 = (1.44 + 4.505 + 4.734 + 8.55) kN/m = 19.229 kN/m

19.229 kN/m

3 Live Load Slab C2-D/3-4 (Bathroom) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m2 x (2.503m ÷ 2) = 1.877 kN/m

4 3.945m 1.877 kN/m

Slab C-C2/3-4 (Family dining + Dry kitchen) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m2 x (3.945m ÷ 2) = 2.959 kN/m

2.959 kN/m

Total Live Load For 3-4 = (1.877 + 2.959) kN/m

4.836 kN/m

56

= 4.836 kN/m Ultimate Load

3

4

3.945m 26.921 kN/m

Ultimate Dead Load = Total dead load x 1.4 = 19.229 kN/m x 1.4 = 26.921 kN/m

7.738 kN/m

Ultimate Live Load = Total live load x 1.6 = 4.836 kN/m x 1.6 = 7.738 kN/m

34.659 kN/m

Total Ultimate Load For 3-4 = (26.921 + 7.738) kN/m = 34.659 kN/m

3

4 3.945m

Reaction Forces ∑mb = 0 (Ra x 3.945) – (34.659 x 3.945) x (3.945 ÷ 2) = 0 3.945Ra = 269.700 Ra = 68.365 kN ∑Fy = 0 68.365 – (34.659 x 3.945) + Rb = 0 Rb = 68.365 kN

1.973m

1.973m 34.659 kN/m

Ra = 68.365 kN

Rb = 68.365 kN

57

Shear Force Diagram (V)

Ra = 68.365 kN

68.365 – (34.659 x 3.945) = -68.365 kN （+） -68.365 + 68.365 = 0 kN

-95.228 + 95.228 = 0 kN

0 kN 1.973m

（-） 95.228– (36.229 x 5.257) = -95.228 kN

Bending Moment Diagram (M) Positive area = 68.365 x 1.973 x 1/2 = 67.442 kNm Negative area = 68.365 x 1.973 x 1/2 = 67.442 kNm

∴ Positive Area = Negative Area (125.177– 125.177) kNm = 0

67.442 kNm

0 kN

0 kN

58

2. Ground floor beam C1/2-3

Calculation & Analysis Dead Load Beam Self-Weight = Beam size x Density of concrete = (0.2 x 0.3) m2 x 24 kN/m3 = 1.44 kN/m

2

3 5.101m

1.44 kN/m

59

Slab C1-D/2-3 = Slab self-weight x ᴸˣ/₂ x 2/3 = (0.15m x 24 kN/m3) x (5.101m ÷ 2) x 2/3 = 3.6 kN/m2 x 2.551m x 2/3 = 6.1224kN/m

6.1224 kN/m

4.682 kN/m

Slab C-C1/2-3 = Slab self-weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x (2.601m÷ 2) = 3.6 kN/m2 x 1.3005m = 4.6818 kN/m Brick Wall Self-Weight = Brick wall size x Density of brickwork = (0.15 x 3) m2 x 19 kN/m3 = 8.55 kN/m

8.55 kN/m

Total Dead Load For 2-3 = (6.1224 + 4.6818 + 8.55 +1.44) kN/m = 20.7942 kN/m

20.7942 kN/m

2 Live Load Slab C1-D/2-3 (Dining room) = Live load (UBBL) x ᴸˣ/₂x 2/3 = 1.5 kN/m2 x (5.101 m ÷ 2) x 2/3 = 2.5505 kN/m

3 5.101m 2.5505 kN/m

Slab C-C1/2-3 (Guest bedroom) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m2 x (2.601m ÷ 2) = 1.9508 kN/m

1.9508 kN/m

Total Live Load For 2-3 = (1.9508 + 2.5505) kN/m

4.5013 kN/m

60

= 4.5013 kN/m Ultimate Load

2

3

5.101m 29.1119 kN/m

Ultimate Dead Load = Total dead load x 1.4 = 20.7942 kN/m x 1.4 = 29.1119 kN/m

7.2021 kN/m

Ultimate Live Load = Total live load x 1.6 = 4.5013 kN/m x 1.6 = 7.2021 kN/m

36.314 kN/m

Total Ultimate Load For 2-3 = (29.1119 + 7.2021) kN/m = 36.314 kN/m

C2

D 5.101m

Reaction Forces ∑mb = 0 (Ra x 5.101) – (36.314 x 5.101) x (5.101 ÷ 2) = 0

2.5505m

2.5505m

36.314 kN/m

5.101Ra = 472.4488 Ra = 92.6189 kN ∑Fy = 0 92.6189 – (36.314 x 5.101) + Rb = 0 Rb = 92.6189 kN

Ra = 92.6189 kN

Rb = 92.6189 kN

61

Shear Force Diagram (V)

Ra = 92.6189 kN

92.6189 – (36.314 x 5.101) = -92.6189 kN （+） -92.6189 + 92.6189 = 0 kN

-92.6189 + 92.6189 = 0 kN

0 kN 2.5505m

（-） 35.155 – (28.090 x 2.503) = -35.155 kN

Bending Moment Diagram (M) Positive area = 92.6189 x 2.5505 x 1/2 = 118.323 kNm Negative area = 92.6189 x 2.5505 x 1/2 = 118.323 kNm

∴ Positive Area = Negative Area (118.323 – 118.323) kNm = 0

118.323 kNm

0 kN

0 kN

62

3. Ground floor beam C-D/2

Calculation & Analysis

C

7.760m

Dead Load Beam Self-Weight = Beam size x Density of concrete = (0.2 x 0.3) m2 x 24 kN/m3 = 1.44 kN/m

D

C1 2.601m

5.159m 1.44 kN/m

63

Slab C-C1/2-3 = Slab self-weight x ᴸˣ/₂ x 2/3 = (0.15m x 24 kN/m3) x (2.601m ÷ 2) x 2/3 = 3.6 kN/m2 x 1.3005m = 3.1212 kN/m

3.1212 kN/m

6.1212 kN/m

Slab C1-D/2 = Slab self-weight x ᴸˣ/₂ x 2/3 = (0.15m x 24 kN/m3) x (5.101m÷ 2) x 2/3 = 3.6 kN/m2 x 2.5505m x 2/3 = 6.1212 kN/m

8.55 kN/m

Brick Wall Self-Weight = Brick wall size x Density of brickwork = (0.15 x 3) m2 x 19 kN/m3 = 8.55 kN/m Total Dead Load For C-C1 = (3.1212 + 8.55 +1.44) kN/m = 13.1112 kN/m

16.1112 kN/m 13.1112 kN/m

For C1-D = (6.1212 + 8.55 +1.44) kN/m = 16.1112 kN/m

Live Load

7.760m 2.601m

Slab C-C1/2 -3 (Dining room) = Live load (UBBL) x ᴸˣ/₂ x 2/3 = 1.5 kN/m2 x (2.601m ÷ 2) x 2/3 = 1.3005 kN/m Slab C-C2/4-4a (Maid room) = Live load (UBBL) x ᴸˣ/₂ x 2/3 = 1.5 kN/m2 x (5.159 ÷ 2) x 2/3 = 2.5795 kN/m

D

C1

C

5.159m 1.3005 kN/m

1.252 kN/m

64

2.5795 kN/m

Total Live Load For C-C1 = 1.3005 kN/m

1.3005 kN/m

For C1-D = 2.5795 kN/m

Ultimate Load

C

C1 7.760m

Ultimate Dead Load For C-C1 = Total dead load x 1.4 = 13.1112 kN/m x 1.4 = 18.3557 kN/m For C1-D = Total dead load x 1.4 =16.1112 kN/m x 1.4 =22.5568 kN/m

18.3557 kN/m

Ultimate Live Load For C-C1 = Total live load x 1.6 = 1.3005 kN/m x 1.6 = 2.0808 kN/m For C1-D = Total Live Load x 1.6 = 2.5795 kN/m x 1.6 = 4.1272 kN/m

2.0808 kN/m

Total Ultimate Load For C-C1 = (18.3557 + 2.0808) kN/m = 20.4365 kN/m For C1-D = (22.5568 + 4.1272) kN/m = 26.684 kN/m For point load Rb= 92.6189 kN

D

22.5568 kN/m

4.1272 kN/m

92.6189 kN 26.684 kN/m 20.4365 kN/m

65

C1 7.760m

C 2.601m

Reaction Forces ∑mb = 0 (Ra x 7.760) – (20.4365 x 2.601) x (7.760 - 2.601 ÷ 2) - (26.684 x 5.159) (5.195 / 2) – (92.6189 x 5.159) = 0 7.760Ra = 1180.644 Ra = 151.58 kN

D

5.159m

92.6189 kN 26.684 kN/m 20.4365 kN/m

∑Fy = 151.5820 – (20.4365 x 2.601) – (26.684 x 5.159) – (92.6189) Ra = 151.58 kN + Rb = 0 Rb = 131.857 kN

Rb = 131.857 kN

66

Shear Force Diagram (V)

Ra = 151.58 kN

Ra = 151.58 kN 151.58 – (20.4365 x 2.601) = 98.425 kN 98.425 - 92.6189 = 5.806 kN

（+） 0 kN

5.806 – (26.684 x 5.159) = -131.857 kN

151.58 – (20.4365 x 2.601) = 98.425 kN

98.425 - 92.6189 = 5.806 kN

2.601m

5.159m

（-）

-131.857 + 131.857 = 0 kN

-131.857 + 131.857 = 0 kN kN

5.805 – (26.684 x 5.159) = -131.857 kN

Bending Moment Diagram (M) 5.806/x (26.684 x 5.159) x = 5.806 x 5.159 x = 0.218 Positive area = (151.58 + 98.425) x 2.601 x 1/2 + (5.806 x 0.218 x 0.5) = 325.764 kNm Negative area = 131.857 x (5.159 – 0.218) x 1/2 = 325.753 kNm

∴ Positive Area = Negative Area (325.764 – 325.753) kNm = 0.011 kNm ≈ 0 kNm

325.764 kNm

0 kN

0 kN

67

4. Ground floor beam C-D/3

Calculation & Analysis Dead Load Beam Self-Weight = Beam size x Density of concrete = (0.2 x 0.3) m2 x 24 kN/m3 = 1.44 kN/m

C C1

C 2.601m

7.76m 2.656m

C2

D 2.503m

1.44 kN/m

68

Slab C-C1/2-3 = Slab self-weight x ᴸˣ/₂ x ²/₃ = (0.15m x 24 kN/m3) x (2.601m ÷ 2) x ²/₃ = 3.6 kN/m2 x 1.3m x ²/₃ = 3.12 kN/m

3.12 kN/m

6.1212 kN/m

Slab C1-D/2-3 = Slab self-weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x (5.101m ÷ 2) x ²/₃ = 3.6 kN/m2 x 2.149m x ²/₃ = 6.1212 kN/m Slab C-C2/3-4 = Slab self-weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x (3.945 ÷ 2) = 3.6 kN/m2 x 1.379m = 7.101 kN/m

7.101 kN/m

3.004 kN/m

Slab C2-D/3-4 = Slab self-weight x ᴸˣ/₂ x ²/₃ = (0.15m x 24 kN/m3) x (2.503m ÷ 2) x ²/₃ = 3.6 kN/m2 x 1.2515m x ²/₃ = 3.0036 kN/m 8.550 kN/m

Brick Wall Self-Weight = Brick wall size x Density of brickwork = (0.15 x 3) m2 x 19 kN/m3 = 8.55 kN/m Total Dead Load For C-C1 = (1.44 + 3.12 + 7.101 + 8.55) kN/m = 20.211 kN/m For C1-C2 = (1.44 + 6.1212 + 7.101 + 8.55) kN/m = 23.212 kN/m

23.212 kN/m 20.211 kN/m

19.115 kN/m

For C2-D = (1.44 + 7.7364 + 4.5054 + 8.55) kN/m = 22.2318 kN/m 69

C Live Load Slab C-C1/2-3 (Dining room) = Live load (UBBL) x ᴸˣ/₂ x ²/₃ = 1.5 kN/m2 x (2.601m ÷ 2) x ²/₃ = 1.5 kN/m2 x 1.3m x ²/₃ = 1.3005 kN/m

C1 C2 C 7.76m

3.8258 kN/m

2.9588 kN/m kN/m

Slab C2-D/3-4 (Bathroom) = Live load (UBBL) x ᴸˣ/₂ x ²/₃ = 1.5 kN/m2 x (2.503m ÷ 2) x ²/₃ = 1.5 kN/m2 x 0.8343m = 1.2515 kN/m

1.2515 kN/m

Total Live Load For C-C1 = (1.3005 + 2.9588) kN/m = 4.2593 kN/m For C1-C2 = (3.8258 + 2.9588) kN/m = 6.7846 kN/m

2.503m

1.3005 kN/m

Slab C1-D/2-3 (Guest bedroom) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m2 x (5.101m ÷ 2) = 1.5 kN/m2 x 2.551m = 3.8258 kN/m Slab C-C2/3-4 (Family kitchen +dry kitchen) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m2 x (3.945 ÷ 2) = 1.5 kN/m2 x 1.379m x ²/₃ = 2.9588 kN/m

2.656m

2.601m

D

6.7846 kN/m 4.2593 kN/m

5.0773 kN/m

For C2-D = (3.8258 + 1.2515) kN/m = 5.0773 kN/m 70

C Ultimate Load Total Dead Load For C-C1 = Total dead load x 1.4 = 20.211 kN/m x 1.4 = 28.2954 kN/m

C1 C2 C 7.76m

28.2954 kN/m

32.4968 kN/m

For C1-C2 = Total dead load x 1.4 = 23.212 kN/m x 1.4 = 32.4968 kN/m

31.1245 kN/m

Total Dead Load For C2-D = Total dead load x 1.4 = 22.2318 kN/m x 1.4 = 31.1245 kN/m Total Live Load For C-C1 = Total live load x 1.6 = 4.2593 kN/m x 1.6 = 6.8149 kN/m Total Live Load For C1-C2 = Total live load x 1.6 = 6.7846 kN/m X 1.6 = 10.8554 kN/m Total Live Load For C2-D = Total live load x 1.6 = 5.0773 kN/m x 1.6 = 8.12368 kN/m

2.503m

2.656m

2.601m

D

6.8149 kN/m

10.8554 kN/m

8.12368 kN/m

71

Total Ultimate Load For C-C1 = (28.2954 + 6.8149) kN/m = 35.1103 kN/m For C1-C2 = (32.4968 + 10.8554) kN/m = 43.3522 kN/m

43.3522 kN/m 35.1103 kN/m

39.2858 kN/m

For C2-D = (31.1245 + 8.1613) kN/m = 39.2858 kN/m Point Load For C2/3-4 Rb = 68.3650 kN Point load = 68.3650 kN

92.6189 kN

68.3650 kN

43.3522 kN/m 35.1103 kN/m

39.2858 kN/m

Point Load For C1/2-3 Rb = 92.6189 kN Point load = 92.6189 kN

C Reaction Forces ∑mb = 0 (Ra x 7.76) – (35.1103 x 2.601) (6.4595) – (92.6189) (5.159) – (43.3522 x 2.656) (3.831) – (68.3650) (2.503) – (39.2858 x 2.503) (1.2515) = 0 7.76Ra = 1803.01kN Ra = 232.35 kN

C1 C2 C 7.76m 2.656m

2.601m

92.6189 kN

2.503m

68.3650 kN

43.3522 kN/m 35.1103 kN/m m

D

39.2858 kN/m

∑Fy = 0 232.35 - (35.1103 x 2.601) – 92.6189 - (43.3522 x 2.656) – 68.3650 - (39.2858 x 2.503) + Rb = 0 Rb = 233.43 kN Ra = 232.35 kN

Rb = 233.43 kN 72

Shear Force Diagram (V)

Ra = 232.35 kN 232.35 – (35.110 x 2.601) = 141.029kN

Ra = 232.35 kN 232.35 – (35.110 x 2.601) = 141.029 kN 141.029 - 92.6189 = 48.410 kN

（+） 0 kN

48.410 – (43.352 x 2.656) = -66.733 kN

2.601m

41.029 - 92.6189 = 48.410 kN x

y

2.656m 48.410 – (43.352 x 2.656) = -66.733 kN

-66.733 – 68.365 = -135.098 kN

2.503m

（-）

-233.43 + 233.43 = 0 kNkN

-66.733 – 68.365 = -135.098 kN

-135.098 – (39.286 x 2.503) = -233.43 kN -135.098 – (39.286 x 2.503) = -233.43 kN

-233.43 + 233.43 = 0 kN

Bending Moment Diagram (M) 48.410/x = 66.733/y and y=2.656 - x (48.41 x 2.65)- 48.41x = 66.733x x = 1.114m and 2.656m -1.114m=y Positive area = (232.35 + 141.03) x 2.601 x 1/2 + (48.41. x 1.114 x 1/2) = 512.54 kNm Negative area = (233.43 + 135.098) x 2.503 x 1/2 + (2.656 – 1.114) x 66.733 x 1/2 = 512.66 kNm

∴ Positive Area = Negative Area (512.54 – 512.66) kNm = 0.12 kNm ≈ 0 kNm

0 kN

512.54 kNm

0 kN

73

Overall location of columns

1. Column B3 2. Column B4

74

1. Column B4 At Roof Level,

Dead Load Roof Weight = (5.120 x 3.998) m2 x 1.0 kN/m2 = 20.467 kN Roof Beam = (3.9975 + 5.12 + 1.9725) m x 1.44 kN/m = 11.09 m x 1.44 kN/m = 15.970 kN 75

Total Dead Load = (20.467 + 15.970) kN = 36.437 kN Live Load Roof Weight = (5.120 x 3.998) m2 x 0.5 kN/m2 = 10.235 kN At First Floor Level,

76

Dead Load Brick Wall = (3.9975 + 5.12 + 1.9725) m x 8.55 kN/m = 11.0675 m x 8.55 kN/m = 94.627 kN Reinforced Concrete Beam = (3.9975 + 5.12 + 1.9725) m x 1.44 kN/m = 11.090 m x 1.44 kN/m = 15.970 kN Reinforced Concrete Slab = (5.120 x 3.998) m2 x 3.6 kN/m2 = 73.691 kN Reinforced concrete column = 0.3 x 0.3 x 3 x 24kN/m3 = 6.48kN Total Dead Load = (94.627 + 15.9372+ 73.691) kN = 184.255 kN Live Load Reinforced Concrete Slab = (5.120 x 3.998) m2 x 1.5 kN/m2 = 30.705 kN

77

At Ground Floor Level,

Dead Load Brick Wall = (3.9975 + 5.12 + 1.9725) m x 8.55 kN/m = 11.090 m x 8.55 kN/m = 94.820 kN Reinforced Concrete Beam = (3.9975 + 5.12 + 1.9725) m x 1.44 kN/m = 11.090 m x 1.44 kN/m = 15.970 kN 78

Reinforced Concrete Slab = (5.120 x 3.998) m2 x 3.6 kN/m2 = 73.691 kN Reinforced concrete column = 0.3 x 0.3 x 3 x 24kN/m3 = 6.48kN Total Dead Load = (94.820 + 15.970 + 73.691 + 6.480kN) = 881.27 kN Live Load Reinforced Concrete Slab = (5.120 x 3.998) m2 x 1.5 kN/m2 = 30.705 kN Ultimate Load Total Dead Load = (36.437 + 184.255 + 881.27) kN = 1101.96 kN Total Live Load = (10.235 + 30.705 + 30.705 kN) = 71.645 kN Ultimate Dead Load =1101.96 x 1.4 = 1542.74 kN Ultimate Live Load = 71.645 x 1.6 = 114.632 kN Total Ultimate Load = (1542.74 + 114.632) kN = 1657.376 kN 79

2. Column B3 At Roof Level,

Dead Load Roof Weight = (5.120 x 1.973) m2 x 1.0 kN/m2 = 10.102 kN Roof Beam = (5.919 + 5.120) m x 1.44 kN/m = 11.039 m x 1.44 kN/m = 15.900 kN 80

Total Dead Load = (10.102 + 15.900) kN = 25.998 kN Live Load Roof Weight = (5.120 x 1.973) m2 x 0.5 kN/m2 = 5.051 kN At First Floor Level,

81

Dead Load Brick Wall = (5.919 + 5.120) m x 8.55 kN/m = 11.039 m x 8.55 kN/m = 94.383 kN Reinforced Concrete Beam = (5.919 + 5.120) m x 1.44 kN/m = 11.039 m x 1.44 kN/m = 15.896 kN Reinforced Concrete Slab = (5.919 + 5.120) m2 x 3.6 kN/m2 = 39.740 kN Reinforced concrete column = 0.3 x 0.3 x 3 x 24kN/m3 = 6.48kN Total Dead Load = (94.383 + 15.896 + 39.740 + 6.48) kN = 156.499 kN Live Load Reinforced Concrete Slab = (5.120 x 1.973) m2 x 1.5 kN/m2 = 15.153kN

82

At Ground Floor Level,

Dead Load Brick Wall = (3.880 + 1.9725) m x 8.55 kN/m = 5.8525 m x 8.55 kN/m = 50.039 kN Reinforced Concrete Beam = (3.880 + 1.9725) m x 1.44 kN/m = 5.8525 m x 1.44 kN/m = 8.428 kN 83

Reinforced Concrete Slab = (5.120 x 1.973) m2 x 3.6 kN/m2 = 36.366 kN Reinforced concrete column = 0.3 x 0.3 x 3 x 24kN/m3 = 6.48kN Total Dead Load = (50.039 + 8.428 + 55.837) kN = 101.313 kN Live Load Reinforced Concrete Slab = (5.120 x 1.973) m2 x 1.5 kN/m2 = 15.153 kN Ultimate Load Total Dead Load = (25.998 + 156.499 + 101.313) kN = 283.81 kN Total Live Load = (5.051 + 15.153 + 15.153) kN = 35.357 kN Ultimate Dead Load = 283.81 x 1.4 = 397.334 kN Ultimate Live Load = 35.357 x 1.6 = 56.571 kN Total Ultimate Load = (432.36 + 86.86) kN = 519.22 kN

84

Beam C/ 4-5 Beam C2/ 4-5 Beam C-D/ 5 Beam C-C2/ 4a Beam C2-D/ 4b

Column C5 Column D4

86

Beam C-C2/ 4a 87

C

Live Load Slab C-C2/ 4-4a (Dry Kitchen) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m x (2.206 ÷ 2) = 1.66 kN/m Slab C-C2/ 4a-5 (Wet Kitchen) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m x (3.773 ÷ 2) = 2.83 kN/m Total Live Load = 4.49 kN/m Ultimate Load Ultimate Dead Load = 20.76 kN/m x 1.4 = 29.06 kN/m Ultimate Live Load = 4.49 kN/m x 1.6 = 7.18 kN/m Total Ultimate Load = 36.24 kN/m

C2

5257

1.66 kN/m

2.83 kN/m

4.49 kN/m

29.06 kN/m

7.18 kN/m

36.24 kN/m

C2

C

∑M=0 (Ra x 5.26) - (36.24 x 5.26)2.63 =0 5.26 Ra = -501.34 Ra = 95.31 kN

5257

36.24 kN/m

∑y=0 95.31 - (36.24 x 5.26) + Rb =0 Rb = 95.31 kN

5257 2628.5

2628.5

190.466kN/m

Positive Area 95.31 x 2.63 x ½ = 125.33 ---(1) Negative Area 95.31 x 2.63 x ½ = 125.33

95.31

(+)

---(2)

-95.31+95.31=0 (-)

∴ Positive Area = Negative Area (125.33 – 125.33) kNm = 0

125.33

89

Beam C/ 4-5 90

Beam C/ 4-5 Dead Load Beam Self Weight = Beam size x Density of concrete = (0.15 x 0.30)m² x 24 kN/m3 = 1.44 kN/m

4a

4

5

5979 3773

2206

1.44 kN/m

4.528 kN/m

Slab C-C2/ 4a-5 = Slab self weight x ᴸˣ/₂ x ²/₃ = 3.6 kN/m x (3.773m ÷ 2) x ²/₃ = 4.528 kN/m

8.55 kN/m

Brick Wall Self Weight = 3.0m x 0.15m x 19 kN/m3 = 8.55 kN/m Total Dead Load C/4-4a= 9.99 kN/m C/4a-5= 14.518 kN/m

9.99 kN/m

14.518 kN/m

91

4a

4

Live Load Slab C-C2/ 4a-5 (Wet Kitchen) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m x (3.773 ÷ 2) x ²/₃ = 1.887kN/m

5

5979 2206

3773

1.887 kN/m

1.887 kN/m

Total Live Load C/4a-5= 1.887 kN/m

92

4a

4

Ultimate Load

5979 3773

2206

● C-C2/ 4a-5 Ultimate Dead Load = 14.518 kN/m x 1.4 = 20.325 kN/m

20.325 kN/m

3.019 kN/m

Ultimate Live Load = 1.887 kN/m x 1.6 = 3.019 kN/m ● C-C2/ 4-4a Ultimate Dead Load = 9.99 kN/m x 1.4 = 13.986 kN/m

5

13.986 kN/m

95.31 kN/m

● Total Ultimate Load C-C2/ 4a-5= 23.334 kN/m C-C2/ 4-4a= 13.986 kN/m 95.31 kN/m

● Point Load (Reaction force from Beam C-C2/ 4a) = 95.31 kN

13.989 kN/m

23.334 kN/m

93

4a

4

∑M=0 (Ra x 5.979) - (13.986 x 2.206)4.876 - (23.334 x 3.773)1.887 - (95.31 x 3.773) =0 5.979 Ra = -676.174 Ra = 113.09 kN

5

5979 3773

2206

95.31 kN/m

13.986 kN/m

1103

1103

∑y=0 113.09 - (13.986 x 2.206) - (23.334 x 3.773) - 95.31 + Rb =0 Rb = 101.112 kN

30.853

23.334 kN/m

1886.5

1886.5

88.039

113.09

Positive Area (82.237+113.09) x 2.206 x ½ = 215.446 = 215.4 Negative Area (101.112+13.073) x 3.773 x ½ = 215.410 = 215.4

113.09-30.853= 82.237

(+) -101.112+101.112= 0

82.237-95.31=-13.073

(-)

-13.073-88.039= -101.112

215.4

94

Beam C2-D/ 4b 95

Beam C2-D/ 4b Dead Load Beam Self Weight = Beam size x Density of concrete = (0.15 x 0.30)m² x 24 kN/m3 = 1.44 kN/m Slab C2-D/ 4-4b = Slab self weight x ᴸˣ/₂ x ²/₃ = 3.6 kN/m x (3.857m ÷ 2) x ²/₃ = 4.63 kN/m Slab C2-D/ 4b-5 = Slab self weight x ᴸˣ/₂ = 3.6 kN/m x (2.122m ÷ 2) = 3.82 kN/m Brick Wall Self Weight = 3.0m x 0.15m x 19 kN/m3 = 8.55 kN/m

C2

D

2503

1.44 kN/m

4.63 kN/m

3.82 kN/m

8.55 kN/m

Total Dead Load = 18.44 kN/m 18.44 kN/m

96

C2

Live Load Slab C2-D/ 4-4b (Maid Room) = Live load (UBBL) x ᴸˣ/₂ x ²/₃ = 1.5 kN/m x (3.857 ÷ 2) x ²/₃ = 1.93 kN/m

D

2503

1.93 kN/m

1.59 kN/m

Slab C-C2/ 4a-5 (Wet Kitchen) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m x (2.122 ÷ 2) = 1.59 kN/m 3.52 kN/m

Total Live Load = 3.52 kN/m Ultimate Load Ultimate Dead Load = 18.44 kN/m x 1.4 = 25.82 kN/m Ultimate Live Load = 3.52 kN/m x 1.6 = 5.63 kN/m Total Ultimate Load = 31.45 kN/m

25.82 kN/m

5.63 kN/m

31.45 kN/m

D

C2

2503

∑M=0 (Ra x 2.5) - (31.45 x 2.5)1.25 =0 2.5 Ra = -98.281 Ra = 39.31 kN

31.45kN/m

∑y=0 39.31 - (31.45 x 2.5) + Rb =0 Rb = 39.31 kN

2503 1251.5

1251.5 78.712kN/m

Positive Area 39.31 x 1.25 x ½ = 24.57

---(1) 95.31

Negative Area 39.31 x 1.25 x ½ = 24.57

(+)

---(2)

-95.31+95.31=0 (-)

∴ Positive Area = Negative Area (24.57 – 24.57) kNm = 0 24.57

98

Beam C2/ 4-5 99

Beam C2/ 4-5 Dead Load Beam Self Weight = Beam size x Density of concrete = (0.15 x 0.30)m² x 24 kN/m3 = 1.44 kN/m Slab C-C2/ 4a-5 = Slab self weight x ᴸˣ/₂ = 3.6 kN/m x (3.773m ÷ 2) x ²/₃ = 4.528 kN/m Slab C2-D/ 4-4b = 3.6 kN/m x (3.857m ÷ 2) = 6.943 kN/m Slab C2-D/ 4b-5 = 3.6 kN/m x (2.122m ÷ 2) x ²/₃ = 2.546 kN/m Brick Wall Self Weight = 3.0m x 0.15m x 19 kN/m3 = 8.55 kN/m ● Total Dead Load C2/ 4-4a = 16.933 kN/m C2/ 4a-4b= 14.518 kN/m C2/ 4b-5 = 17.064 kN/m

4a

4

4b

5

5979 2206

1651

2122

1.44 kN/m

4.528 kN/m

6.943 kN/m

2.546 kN/m

8.55 kN/m

17.064 kN/m 16.933 kN/m 14.518 kN/m

4a

4

4b

5

5979

Live Load

2206

Slab C-C2/ 4a-5 (Wet Kitchen) = Live load (UBBL) x ᴸˣ/₂ x ²/₃ = 1.5 kN/m x (3.773 ÷ 2) x ²/₃ = 1.887 kN/m Slab C2-D/ 4-4b (Maid Room) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m x (3.857 ÷ 2) = 2.893 kN/m

2122

1.887 kN/m

2.893 kN/m

Slab C2-D/ 4b-5 (Laundry) = Live load (UBBL) x ᴸˣ/₂ x ²/₃ = 1.5 kN/m x (2.122 ÷ 2) x ²/₃ = 1.061 kN/m ● Total Live Load C2/ 4-4a = 2.893 kN/m C2/ 4a-4b= 4.78 kN/m C2/ 4b-5 = 2.948 kN/m

1651

1.061 kN/m

2.893 kN/m

4.78 kN/m 2.948 kN/m

101

4a

4

4b

5

Ultimate Load 5979

● C2/ 4-4a Ultimate Dead Load = 16.933 kN/m x 1.4 = 23.706 kN/m Ultimate Live Load = 2.893 kN/m x 1.6 = 4.629 kN/m ● C2/ 4a-4b Ultimate Dead Load = 14.518 kN/m x 1.4 = 20.325 kN/m Ultimate Live Load = 4.78 kN/m x 1.6 = 7.648 kN/m ● C2/ 4b-5 Ultimate Dead Load = 17.064 kN/m x 1.4 = 23.891 kN/m

2206

1651

2122

23.706 kN/m

4.629 kN/m

20.325 kN/m

7.648 kN/m

23.891 kN/m

4.717 kN/m

Ultimate Live Load = 2.948 kN/m x 1.6 = 4.717 kN/m 102

4a

4

4b

5

5979

● Total Ultimate Load C2/ 4-4a = 28.335 kN/m C2/ 4a-4b= 27.973 kN/m C2/ 4b-5 = 28.608 kN/m

● Point Load (Reaction force from Beam C-C2/ 4a) = 95.31 kN

2206

1651

2122

95.31 kN/m

39.31 kN/m

● Point Load (Reaction force from Beam C2-D/ 4b) = 39.31 kN 28.608 kN/m 28.335 kN/m 27.973 kN/m

103

∑M=0 (Ra x 5.979) - (62.507 x 4.876) (95.31 x 3.773) - (46.183 x 2.948) -(39.31 x 2.122) - (60.706 x 1.061)=0 5.979 Ra = -948.361 Ra = 158.615 kN

4a

4

4b

5

5979 2206

1651

95.31 kN/m

2122

39.31 kN/m 28.608 kN/m

28.335 kN/m

27.973 kN/m

∑y=0 158.615 - 62.507 - 95.31 - 46.183 39.31 - 60.706 + Rb =0 Rb = 145.401 kN

825.5 825.5 1103

1103

62.507

46.183

1061 1061

60.706

1651 0.798 (x) 45.385

0.798/x 46.183x = 0.798 x 1.651 x = 0.029 158.615 158.615 - 62.507= 96.108

Positive Area i.0.798 x 0.029 x ½ = 0.012 ii.(158.615 + 96.108) x 2.206 x ½ = 280.959 Total = 280.971 = 280.9 Negative Area i.(145.401 + 84.695) x 2.122 x ½ = 244.132 ii. 45.385 x (1.651-0.029) x ½ = 36.807 Total = 280.939 = 280.9

(+)

96.108 - 95.31= 0.798 -145.401 + 145.401= 0

0.798 - 46.183= -45.385 (-) -45.385 - 39.31= -84.695

-84.695 - 60.706 =145.401

280.9

104

Beam C-D/ 5 105

Beam C-D/ 5 Dead Load Beam Self Weight = Beam size x Density of concrete = (0.15 x 0.30)m² x 24 kN/m3 = 1.44 kN/m Slab C-C2/ 4a-5 = Slab self weight x ᴸˣ/₂ = 3.6 kN/m x (3.773m ÷ 2) = 6.791 kN/m

C2

C

7760 2503

5257

1.44 kN/m

6.791 kN/m

3.82 kN/m

Slab C2-D/ 4b-5 = Slab self weight x ᴸˣ/₂ = 3.6 kN/m x (2.122m ÷ 2) = 3.82 kN/m Brick Wall Self Weight = 3.0m x 0.15m x 19 kN/m3 = 8.55 kN/m Total Dead Load C-C2/5= 16.78 kN/m C2-D/5= 13.81 kN/m

D

8.55 kN/m

16.78 kN/m

13.81 kN/m

106

C2

C

Live Load Slab C-C2/ 4a-5 (Wet Kitchen) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m x (3.773 ÷ 2) = 2.83 kN/m

7760 5257

2503

2.83 kN/m

Slab C2-D/ 4b-5 (Laundry) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m x (2.122 ÷ 2) = 1.59 kN/m Total Live Load C-C2/5= 2.83 kN/m C2-D/5= 1.59 kN/m

D

1.59 kN/m

2.83 kN/m

1.59 kN/m

107

Ultimate Load

C2

C

D

7760

● C-C2/ 5 Ultimate Dead Load = 16.78 kN/m x 1.4 = 23.49 kN/m Ultimate Live Load = 2.83 kN/m x 1.6 = 4.53 kN/m

5257

23.49 kN/m

4.53 kN/m

● C2-D/ 5 Ultimate Dead Load = 13.81 kN/m x 1.4 = 19.33 kN/m

19.33kN/m

Ultimate Live Load = 1.59 kN/m x 1.6 = 2.54 kN/m Total Ultimate Load C-C2/5= 28.02 kN/m C2-D/5= 21.87 kN/m

2503

2.54 kN/m

28.02 kN/m

21.87 kN/m

108

∑M=0 (Ra x 7.76) - (147.3 x 5.132) (145.401x 2.5) - (54.741 x 1.252) =0 7.76Ra = -1188.417 Ra = 153.15 kN

C2

C

D

7760 5257

2503 145.401 kN/m

28.02 kN/m

∑y=0 153.15 - 147.3 - 145.401 - 54.74 + Rb =0 Rb = 194.291 kN

21.87 kN/m

145.401 kN/m 2628.5

2628.5 1251.5 1251.5

54.74

147.3

153.15 153.15-147.3= 5.85

Positive Area I.(153.15+ 5.85) x 1/2 x 5.257 = 417.932 = 418

(+) -194.291+194.291=0 5.85-145.401=-139.551

(-)

-139.551-54.74=-194.291

Negative Area I.(194.291+139.551) x 2.503 x ½ = 417.803 = 418

418

109

Column D4 --- First Floor 110

Column D4 --- Ground Floor 111

Colum D4 Dead Load Roof Level Weight = 3.88 x (2.99+1.973) x 1.0 kN/m = 19.256 kN Beam = 3.88 x (2.99+1.973) x 1.44 kN/m = 27.729 kN Total = 46.985 kN First Floor Wall = (3.88 + 2.99 + 3.88 + 1.973) x 8.55 kN/m = 108.782 kN Slab = 3.88 x (2.99+1.973) x 3.6 kN/m = 69.323 kN Beam = (3.88+2.99+1.973 + 3.88) x 1.44 kN/m = 18.321 kN Columns = 6.48 kN Total = 202.906 kN

112

Ground Level Wall = (2.99+1.973 +3.88 +1.973+2.99+1.328) x 8.55 kN/m = 129.396 kN Slab = 3.88 x (2.99 + 1.973) x 3.6 kN/m = 69.323 kN Beam = (2.99+1.973 +3.88 +1.973+2.99+1.328) x 1.44 kN/m = 21.792 kN Columns = 6.48 kN Total = 226.991 kN Total Dead Load = 476.882 kN

113

Live Load Roof Level Weight = 3.88 x (2.99 + 1.973) x 0.5 kN/m = 9.628 kN First Floor Slab = 3.88 x (2.99 + 1.973) x 1.5 kN = 28.885 kN Ground Floor Slab = 3.88 x (2.99 + 1.973) x 1.5 kN = 28.885kN Total Live Load = 67.398 kN Ultimate Load Dead Load = 476.882 kN x 1.4 = 667.635 kN Live Load = 67.398 kN x 1.6 = 107.837 kN Total Ultimate Load = 775.472 kN

114

Column C5 --- First Floor 115

Column C5 --- Ground Floor 116

Colum C5 Dead Load Roof Level Weight = 3.88 x (2.99+1.01) x 1.0 kN/m = 15.52 kN Beam = (2.99+1.01) x 1.44 kN/m = 5.76 kN Total = 21.28 kN First Floor Wall = (3.88 + 2.99 + 2.99) x 8.55 kN/m = 84.303 kN Slab = 3.88 x (2.99+1.01) x 3.6 kN/m = 55.872 kN Beam = (3.88+2.99+2.99 + 1.01) x 1.44 kN/m = 15.653 kN Columns = 6.48 kN Total = 162.308 kN

117

Ground Level Wall = (2.99+3.88) x 8.55 kN/m = 58.739 kN Slab = (3.88+2.99) x 3.6 kN/m = 24.732 kN Beam = (3.88+2.99) x 1.44 kN/m = 9.893 kN Columns = 6.48 kN Total = 93.364 kN Total Dead Load = 193.481 kN

118

Live Load Roof Weight = 3.88 x (2.99+1.01) x 0.5 kN/m = 7.76 kN First Floor Slab = 3.88 x (2.99+1.01) x 1.5 kN = 23.28 kN Ground Floor Slab = 3.88 x (2.99+1.01) x 1.5 kN = 23.28 kN Total Live Load = 54.32 kN Ultimate Load Dead Load = 193.481 kN x 1.4 = 270.873 kN Live Load = 54.32 kN x 1.6 = 86.912 kN Total Ultimate Load = 357.785 kN

119

TAN CHIN WERNG 0324408

120

Beam C1-D/ 4a Beam C1/ 4a-5 Beam C-D/ 4 Beam C-D/ 5

Column C4 Column D5

121

Beam C1-D/ 4a 122

Beam C1-D/ 4a Dead Load Beam Self Weight = Beam size x Density of concrete = (0.20 x 0.30)m² x 24 kN/m3 = 1.44 kN/m Slab C1-D/ 4-4a = Slab self weight x ᴸˣ/ = 3.6 kN/m x (2.603m ÷ 2) = 4.68 kN/m Slab C1-D/ 4a-5 = Slab self weight x ᴸˣ/ = 3.6 kN/m x (3.376m ÷ 2) = 6.12 kN/m Brick Wall Self Weight = = 8.55 kN/m

C1

D

5159

1,44 kN/m

4.68 kN/m

6.12 kN/m

8.55 kN/m

Total Dead Load = 20.79 kN/m 20.79 kN/m

123

C1

Live Load Slab C1-D/ 4-4a (Bathroom) = Live load (UBBL) x ᴸˣ/ = 1.5 kN/m x (2.6 ÷ 2) = 1.95 kN/m Slab C1-D/ 4a-5 (Bedroom) = Live load (UBBL) x ᴸˣ/ = 1.5 kN/m x (3.4 ÷ 2) = 2.55 kN/m Total Live Load = 4.50 kN/m Ultimate Load Ultimate Dead Load = 20.79 kN/m x 1.4 = 29.11 kN/m Ultimate Live Load = 4.50 kN/m x 1.6 = 7.2 kN/m Total Ultimate Load = 36.31 kN/m

D

5159

1.95 kN/m

2.55 kN/m

4.50 kN/m

29.11 kN/m

7.2 kN/m

36.31 kN/m

124

C1

D

Reaction Forces ∑M=0 (Ra x 5.159) - (36.31 x 5.159)2.58 =0 5.159 Ra = 483.388 Ra = 93.680 kN

5159

36.31 kN/m

∑y=0 93.680 - (36.31 x 5.159) + Rb =0 Rb = 93.680 kN

Bending Moment Diagram (M) Positive Area 93.680 x 2.58 x ½ = 120.847 kNm

5159 2579.5

2579.5

187.323 kN/m

93.680

(+) 93.680+93.680=0

Negative Area 93.680 x 2.58 x ½ = 120.847 kNm ∴ Positive Area = Negative Area (120.847 – 120.847) kNm = 0

(-)

120.847

125

Beam C1/ 4a-5 126

Beam C1/ 4-5 Dead Load Beam Self Weight = Beam size x Density of concrete = (0.2 x 0.30)m² x 24 kN/m3 = 1.44 kN/m Slab C-C1/ 4-5 = Slab self weight x ᴸˣ/ = 3.6 kN/m x (2.603m ÷ 2) = 4.68 kN/m Slab C1-D/ 4-4a = Slab self weight x ᴸˣ/ x = 3.6 kN/m x (2.6m ÷ 2) x = 3.12 kN/m Slab C1-D/ 4a-5 = Slab self weight x ᴸˣ/ x = 3.6 kN/m x (3.4m ÷ 2) x = 4.08 kN/m

4a

4

5

5979 3376

2603

1,44 kN/m

4.68 kN/m

3.12 kN/m

4.08 kN/m

8.55 kN/m

Brick Wall Self Weight = 8.55 kN/m Total Dead Load C1/ 4-4a= 17.79 kN/m C1/ 4a-5= 10.20 kN/m

17.79 kN/m

10.20 kN/m

4a

4

Live Load Slab C-C1/ 4-5 (Bedroom) = Live load (UBBL) x ᴸˣ/ = 1.5 kN/m x (2.6 ÷ 2) = 1.95 kN/m Slab C1-D/ 4-4a (Bathroom) = Live load (UBBL) x ᴸˣ/ x = 1.5 kN/m x (2.6 ÷ 2) x = 1.3 kN/m

5979 3376

2603

1.95 kN/m

1.3 kN/m

Slab C1-D/ 4a-5 (Bedroom) = Live load (UBBL) x ᴸˣ/ x = 1.5 kN/m x (3.4 ÷ 2) x = 1.7 kN/m Total Live Load C1/ 4-4a= 3.25 kN/m C1/ 4a-5= 3.65 kN/m

5

1.7 kN/m

3.25 kN/m

3.65 kN/m

127

4a

4

Ultimate Load ● C1/ 4-4a Ultimate Dead Load = 17.79 kN/m x 1.4 = 24.906 kN/m Ultimate Live Load = 3.25 kN/m x 1.6 = 5.20 kN/m

5979 2603

3376

24.906 kN/m

5.20 kN/m

● C1/ 4a-5 Ultimate Dead Load = 10.20 kN/m x 1.4 = 14.28 kN/m

14.28 kN/m

Ultimate Live Load = 3.65 x 1.6 = 5.84 kN/m ● Total Ultimate Load C1/ 4-4a= 30.11 kN/m C1/ 4a-5= 20.12 kN/m

5

5.84 kN/m

30.11 kN/m

20.12 kN/m

● Point Load (Reaction force from Beam C1-D/ 4a) = 93.680 kN 128

4a

4

Shear Force Diagram (V) ∑M=0 (Ra x 5.979) - (30.11 x 2.603)4.678 (20.12 x 3.376)1.688 - (93.680 x 3.376) =0 5.979 Ra = 797.488 Ra = 133.382 kN

5979

93.680 kN/m 30.11 kN/m

∑y=0 133.382 - (30.11 x 2.603) - (20.12 x 3.376) - 93.680 + Rb =0 Rb = 106.599 kN

Negative Area (106.599+38.704) x 3.376 x ½ = 245.3 kNm = 245 kNm

3376

2603

1301.5

Bending Moment Diagram (M) Positive Area (133.382+54.976) x 2.603 x ½ = 245.1kNm = 245 kNm

5

1301.5

78.406

20.12 kN/m

1688

1688

67.925

133.382

133.382-78.406= 54.976 106.599-106.599=0

54.976-93.680= -38.704

-38.704-67.925= -106.629

245

∴ Positive Area = Negative Area (245 – 245) kNm = 0 129

Beam C-D/ 4 130

Beam C-D/ 4 Dead Load Beam Self Weight = Beam size x Density of concrete = (0.20 x 0.30)m² x 24 kN/m3 = 1.44 kN/m Slab C-C1/ 3-4 = Slab self weight x ᴸˣ/ x = 3.6 kN/m x (2.601m ÷ 2) x = 3.121 kN/m Slab C-C1/ 4-5 = Slab self weight x ᴸˣ/ x = 3.6 kN/m x (2.601m ÷ 2) x = 3.121 kN/m Slab C1-D/ 3-4 = Slab self weight x ᴸˣ/ = 3.6 kN/m x (3.945m ÷ 2) = 7.101 kN/m Slab C1-D/ 4-5 = Slab self weight x ᴸˣ/ = 3.6 kN/m x (2.603m ÷ 2) = 4.685 kN/m

C1

C

D

7760 5159

2601

1,44 kN/m

4.68 kN/m

3.12 kN/m

4.08 kN/m

8.55 kN/m

17.79 kN/m

18.75 kN/m

C1

C

Brick Wall Self Weight = 8.55 kN/m Total Dead Load C-C1/ 4= 16.232 kN/m C1-D/ 4= 21.776 kN/m Live Load

7760 5159

2601

1.95 kN/m

1.3 kN/m

Slab C-C1/ 3-4 & C-C1/ 4-5 (Bedroom) = Live load (UBBL) x ᴸˣ/ x x2 = 1.5 kN/m x (2.6 ÷ 2) x x2 = 2.601 kN/m Slab C1-D/ 3-4 = Live load (UBBL) x ᴸˣ/ = 1.5 kN/m x (3.945 ÷ 2) = 2.959 kN/m

D

1.7 kN/m

3.25 kN/m

3.65 kN/m

Slab C1-D/ 4-4a (Bedroom) = Live load (UBBL) x ᴸˣ/ = 1.5 kN/m x (2.603÷ 2) = 1.95 kN/m Total Live Load C1/ 4-4a= 2.601 kN/m C1/ 4a-5= 4.909 kN/m

132

C1

C

Ultimate Load ● C-C1/ 4 Ultimate Dead Load = 16.232 kN/m x 1.4 = 22.725 kN/m Ultimate Live Load = 2.601 kN/m x 1.6 = 4.162 kN/m

7760 2601

5159

24.906 kN/m

5.20 kN/m

● C1-D/ 4 Ultimate Dead Load = 21.776 kN/m x 1.4 = 30.486 kN/m

1.7 kN/m

Ultimate Live Load = 4.909 kN x 1.6 = 7.854 kN/m ● Total Ultimate Load C-C1/ 4= 26.887 kN/m C1-D/ 4= 38.34 kN/m

D

5.84 kN/m

30.11 kN/m

32.09 kN/m

● Point Load

(Ra from Beam C1/ 4-5 & Rb from C1/ 3-4)

= (133.382 + 65.967) kN = 199.349 kN

133

Shear Force Diagram (V) ∑M=0 (Ra x 7.76) - (26.887 x 2.601)6.46 (38.34 x 5.519)2.58 - (199.349 x 5.159) =0 7.76 Ra = 1990.523 Ra = 256.511kN

D

7760 5159

2601

199.349 kN/m 26.887 kN/m

∑y=0 256.511 - (26.887 x 2.601) - (38.34 x 5.519) - 199.349 + Rb =0 Rb = 210.567 kN Bending Moment Diagram (M) Positive Area (256.511+186.578) x 2.601 x ½ = 576.237 kNm = 576 kNm

C1

C

1301.5

1301.5

69.933

38.34 kN/m

1688

1688

197.796

Rb

Ra

256.511

256.511-69.933= 186.578

186.578- 199.349 = -12.771

Negative Area (210.567+12.771) x 5.159 x ½ = 576.100 kNm = 576 kNm

-12.771- 197.796= -210.567

576

∴ Positive Area = Negative Area (576– 576) kNm = 0 134

Beam C-D/ 5 135

Beam C-D/ 5 Dead Load Beam Self Weight = Beam size x Density of concrete = (0.20 x 0.30)m² x 24 kN/m3 = 1.44 kN/m Slab C-C1/ 4-5 = Slab self weight x ᴸˣ/ = 3.6 kN/m x (2.6m ÷ 2) = 4.68 kN/m Slab C1-D/ 4-4a = Slab self weight x ᴸˣ/ x = 3.6 kN/m x (2.6m ÷ 2) x = 3.12 kN/m

C1

C

7760 5159

2601

1,44 kN/m

4.68 kN/m

3.12 kN/m

4.08 kN/m

Slab C1-D/ 4a-5 = Slab self weight x ᴸˣ/ x = 3.6 kN/m x (3.4m ÷ 2) x = 4.08 kN/m Total Dead Load C-C1/ 5= 8.196 kN/m C1-D / 5= 11.153 kN/m

D

17.79 kN/m

18.75 kN/m

136

C1

C

Live Load Slab C-C1/ 4-5 (Bedroom) = Live load (UBBL) x ᴸˣ/ = 1.5 kN/m x (2.6 ÷ 2) = 1.95 kN/m Slab C1-D/ 4-4a (Bathroom) = Live load (UBBL) x ᴸˣ/ x = 1.5 kN/m x (2.6 ÷ 2) x = 1.3 kN/m

7760 5159

2601

1.95 kN/m

1.3 kN/m

Slab C1-D/ 4a-5 (Bedroom) = Live load (UBBL) x ᴸˣ/ x = 1.5 kN/m x (3.4 ÷ 2) x = 1.7 kN/m Total Live Load C1/ 4-4a= 2.95 kN/m C1/ 4a-5= 4.182 kN/m

D

1.7 kN/m

2.95 kN/m

4.182 kN/m

137

C1

C

Ultimate Load ● C-C1/ 5 Ultimate Dead Load = 8.196 kN/m x 1.4 = 11.474 kN/m Ultimate Live Load = 2.95 kN/m x 1.6 = 4.72 kN/m

7760 2601

5159

11.474 kN/m

4.72 kN/m

● C1-D/ 5 Ultimate Dead Load = 11.153 kN/m x 1.4 = 15.614 kN/m

15.614 kN/m

Ultimate Live Load = 4.182 x 1.6 = 6.691 kN/m ● Total Ultimate Load C1/ 4-4a= 16.194 kN/m C1/ 4a-5= 22.305 kN/m

D

6.691 kN/m

16.194 kN/m

22.305 kN/m

● Point Load (Reaction force B from Beam C1/ 4-5) = 106.599 kN 138

C1

C

Shear Force Diagram (V) ∑M=0 (Ra x 7.76) - (16.194 x 2.601)6.46 (22.305 x 5.159)2.58 - (106.599 x 5.159) =0 7.76 Ra = -1118.927 Ra = 144.191 kN

7760 2601

16.194 kN/m

∑y=0 144.191 - (16.194 x 2.601) - (22.305 x 5.159) - 106.599 + Rb =0 Rb = 119.6 kN

Negative Area (119.6+4.529) x 5.159 x ½ = 320.191 kNm = 320 kNm

5159

106.599 kN/m

1300.5

Bending Moment Diagram (M) Positive Area (144.191+102.07) x 2.601 x ½ = 320.262 kNm = 320 kNm

D

1301.5

42.121

22.305 kN/m

2579.5

2579.5

115.071

144.191

144.191-42.121= 102.07

102.07-106.599= -4.529

-4.529-115.071= -119.6

320

∴ Positive Area = Negative Area (320 – 320) kNm = 0 139

Column C4 --- GroundFloor 140

Column C4 --- First Floor 141

Colum C4 Dead Load Roof Level Slab = (1.973 x 5.923) + (3.88 x 2.99) x 1.0 kN/m = 23.287 kN Beam = (3.88 + 2.043 + 2.99) x 1.44 kN/m = 12.835 kN Total = 35.955 kN First Floor Wall = (2.043+1.973+1.973+1.279+1.279+3.88+2.99+ 2.603) x 8.55 kN/m = 154.071 kN Slab = (1.973 x 2.043) + (3.88 x [ 2.99+1.973 ]) x 3.6 kN/m = 83.834 kN Beam = (2.043+1.973+1.973+1.279+1.279+3.88+2.99+ 2.99) x 1.44 kN/m = 26.506 kN Columns = 6.48 kN Total = 264.411 kN

142

Ground Level Wall = (2.043+1.973+3.88+2.99) x 8.55 kN/m = 93.075 kN Slab = (1.973 x 2.043) + (3.88 x [ 2.99+1.973 ]) x 3.6 kN/m = 83.834 kN Beam = (2.043+1.973+3.88+3.88+2.99) x 1.44 kN/m = 15.676 kN Columns = 6.48 kN Total = 192.585 kN Total Dead Load = 492.951 kN

143

Live Load Roof Level Slab = (1.973 x 5.923) + (3.88 x 2.99) x 0.5 kN/m = 11.644 kN First Floor Slab = (1.973 x 5.923) + (3.88 x 2.99) x 1.5 kN = 34.930 kN Ground Floor Slab = (1.973 x 5.923) + (3.88 x 2.99) x 1.5 kN = 34.930 kN Total Live Load = 81.504 kN Ultimate Load Dead Load = 492.951 kN x 1.4 = 690.131 kN Live Load = 81.504 kN x 1.6 = 130.406 kN Total Ultimate Load = 820.537 kN

144

Column D5 --- First Floor 145

Column D5 --- Ground Floor 146

Colum D5 Dead Load Roof Level Slab = 3.88 x (2.99+1.01) x 1.0 kN/m = 15.52 kN Beam = (2.99+1.01) x 1.44 kN/m = 5.76 kN Total = 21.28 kN First Floor Wall = (2.99 + 1.01) x 8.55 kN/m = 25.82 kN Slab = 3.88 x (2.99+1.01) x 3.6 kN/m = 55.872 kN Beam = (3.88+2.99+1.01) x 1.44 kN/m = 11.347 kN Columns = 6.48 kN Total = 99.519 kN

147

Ground Level Wall = (2.99+2.99+3.88+2.503) x 8.55 kN/m = 105.704 kN Slab = (2.99 x 3.88) x 3.6 kN/m = 41.764 kN Beam = (2.99+2.99+2.503+3.88) x 1.44 kN/m = 17.803 kN Columns = 6.48 kN Total = 171.751 kN Total Dead Load = 292.55 kN

148

Live Load Roof Level Slab = 3.88 x (2.99+1.01) x 0.5 kN/m = 3.841 kN First Floor Slab = 3.88 x (2.99+1.01) x 1.5 kN = 23.28 kN Ground Floor Slab = (2.99 x 3.88) x 1.5 kN = 17.402 kN Total Live Load = 44.523 kN Ultimate Load Dead Load = 292.55 kN x 1.4 = 409.57 kN Live Load = 44.523 kN x 1.6 = 71.237 kN Total Ultimate Load = 480.807 kN

149

YUEN XUAN HUI 0324292

150

Beam B1/ 2-3 Beam B-C/ 2 Beam B-C/ 3 Beam B1/ 3-4 Beam A1 / 3-4

Column A3 Column A4 151

Ground Floor Beam B1/ 2-3

152

Ground Floor Beam B1/ 2-3

2

2a

2b

Dead Load

5101 1051

Beam Self Weight = Beam size x Density of concrete = (0.15 x 0.30)m² x 24 kN/m3 = 1.44 kN/m Slab B-B1/ 2-3 = Slab self weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x 1.783m/2 = 3.6 kN/m x (0.8915m) = 3.2094 kN/m Slab B1-C/ 2-3 = Slab self weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x 2.302m/2 = 3.6 kN/m x (1.151m) = 4.1436kN/m

3

1292

2758

1,44 kN/m

3.2094 kN/m

4.1436 kN/m

Brick Wall Self Weight

= 3.0m x 0.15m x 19 kN/m3 = 8.55 kN/m Total Dead Load = Beam self weight + slab B-B1/2-3 self weight + slab B1-C/2-3 self weight = 1.44kN/m + 3.2094 kN/m + 4.1436 kN/m + 8.55 kN/m = 17.343kN/m

8.55 kN/m

8.793 kN/m

153

2

2a

2b

Live Load

5101 1051

Slab B-B1/ 2-3 (Living Room) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m x (1.783m ÷ 2) = 1.33725kN/m Slab B1-C/ 2-3 (Dining Room) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m x (2.302 ÷ 2) = 1.7265 kN/m Total Live Load =Slab B-B1/ 2-3 (Living Room) + Slab B1-C/ 2-3 (Dining Room) =1.33725kN/m + 1.7265kN/m =3.06375kN/m =3.064kN/m

3

1292

2758

1.33725kN/m

1.7265kN/m

3.064 kN/m

154

2

Ultimate Load Ultimate Dead Load = Total dead load x dead load factor = 17.343kN/m x 1.4 = 24.2802 kN/m = 24.28 kN/m

2a

2b

3

5101 1051

1292

2758

24.28kN/m

4.902kN/m

Ultimate Live Load = Total live load x live load factor = 3.064kN/m x 1.6 = 4.9024kN/m =4.902 kN/m 29.212 kN/m

Ultimate Load = Ultimate dead load + ultimate live load = 24.28 kN/m + 4.902 kN/m = 29.212 kN/m

155

2

Shear Force Diagram (V) ∑M=0 =(Ra x 5.101) - (29.182 x 5.101) x 5.101/2 =5.101 Ra - 148.857 x 2.5505 =5.101 Ra - 379.66 5.101 Ra = 379.66 Ra = 74.429kN =74.43kN

2a

2b

3

5101 1051

1292

2758

29.212 kN/m

2550.5

2550.5 148.86kN/m

∑y=0 Ra-(29.182 x 5.101) + Rb =0 74.429 - 148.857 + Rb = 0 Rb = 74.428kN = 74.43 kN

74.43

(+)

Bending Moment Diagram (M)

-74.73+74.43=0

Positive Area (1)74.43 x 5.101/2 x 1/2 =94.917 Negative Area (2)74.43 x 5.101/2 x 1/2 =94.917

(-)

94.917

(1)=(2)

156

Ground Floor Beam B-C/ 2

157

Ground Floor Beam B-C/ 2 B1

B

C

Dead Load 4085

Beam Self Weight = Beam size x Density of concrete = (0.15 x 0.30)m² x 24 kN/m3 = 1.44 kN/m Slab B-B1/ 2-3 = Slab self weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x 1.783m/2 = 3.6 kN/m x (0.8915m) = 3.2094 kN/m

1783

2302

1,44 kN/m

3.2094 kN/m

Slab B1-C/ 2-3 = Slab self weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x 2.302m/2 = 3.6 kN/m x (1.151m) = 4.1436kN/m Brick Wall Self Weight = 3.0m x 0.15m x 19 kN/m3 = 8.55 kN/m Total Dead Load B-B1/2 = Beam self weight + slab B-B1/2-3 self weight + Brick Wall Self Weight = 1.44kN/m + 3.2094 kN/m + 8.55 kN/m = 13.1994kN/m B1-C/2 = Beam self weight + slab B1-C/2-3 self weight + Brick Wall Self Weight = 1.44kN/m + 4.1436 kN/m + 8.55 kN/m = 14.1336 kN/m

4.1436 kN/m

8.55 kN/m

13.1994 kN/m

14.1336 kN/m

158

B1

B

Live Load

4085 1783

Slab B-B1/ 2-3 (Living Room) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m x (1.783m ÷ 2) = 1.33725kN/m

2302

1.33725 kN/m

Slab B1-C/ 2-3 (Dining Room) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m x (2.302 ÷ 2) = 1.7265 kN/m Total Live Load =Slab B-B1/ 2-3 (Living Room) + Slab B1-C/ 2-3 (Dining Room) =1.33725kN/m + 1.7265kN/m =3.06375kN/m =3.064kN/m

C

1.7265 kN/m

1.33725 kN/m

1.7265 kN/m

Ultimate Load Ultimate Dead Load B-B1/2 = Total dead load x dead load factor = 13.1994kN/m x 1.4 = 18.47916 kN/m = 18.479 kN/m B1-C/2 = Total dead load x dead load factor = 14.1336kN/m x 1.4 = 19.78704kN/m = 19.787kN/m

18.479 kN/m

19.787 kN/m

159

B1

B

C

4085 1783

Ultimate Live Load B-B1/2 = Total live load x live load factor = 1.33725kN/m x 1.6 = 2.1396kN/m = 2.14 kN/m

2302

2.14 kN/m

2.762 kN/m

B1-C/2 = Total live load x live load factor = 1.7265kN/m x 1.6 = 2.7624kN/m = 2.762kN/m Ultimate Load B-B1/2 = Ultimate dead load + ultimate live load = 18.479 kN/m + 2.14 kN/m = 20.619 kN/m

43.899 kN/m

43.899 kN/m 22.549 kN/m

Ultimate Load B1-C/2 = Ultimate dead load + ultimate live load = 19.787 kN/m + 2.762 kN/m = 22.549 kN/m

20.619 kN/m

Point load (Reaction force B from Beam B1/ 2-3) =43.899 kN

160

B1

B

C

Shear Force Diagram (V) ∑M=0 =(Ra x 4.085) - (20.619 x 1.783) x (1.783/2 + 2.302 ) - (22.549 x 2.302) x 2.302/2 - ( 43.899 x 2.302 ) = 4.085Ra - (36.764x 3.1935)(51.908x1.151)-101.0555 = 4.085Ra - 117.406- 59.746-101.0555 4.085Ra= 278.2075 Ra= 68.105kN

4085 1783

2302

43.899 kN/m 22.549 kN/m 20.619 kN/m

891.5 891.5

1151

1151

43.899kN/m

∑y=0 Rb +68.105 - (20.619 x 1.783) - (22.549 kN/m x 2.302) - 43.899 =0 Rb + 68.105 - 36.764 - 51.908 - 43.899 Rb = 64.466kN

36.764kN/m

51.908kN/m

68.105

Bending Moment Diagram (M) Positive Area (1)(31.341 + 68.105) x 1.783 x 1/2 =88.656 =88.7

68.105 -36.764=31.341

(+) -64.466+64.466= 0

31.341-43.899=-12.558

Negative Area (2)(12.558 + 64.466) x 2.303 x ½ =88.69 =88.7

(-)

-12.558-51.908=-64.466

88.7

(1)=(2)

161

Ground Floor Beam B-C/ 3

162

Beam B-C/ 3

B1

B

Dead Load

4085 1783

Beam Self Weight = Beam size x Density of concrete = (0.20 x 0.30)m² x 24 kN/m3 = 1.44 kN/m Slab B-B1/ 3-4 = Slab self weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x 1.783m/2 = 3.6 kN/m x (0.8915m) = 3.2094 kN/m

2302

1,44 kN/m

3.2094 kN/m

Slab B1-C/ 2-3 = Slab self weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x 2.302m/2 = 3.6 kN/m x (1.151m) = 4.1436kN/m Slab B-B1/ 3-4 = Slab self weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x 1.783m/2 = 3.6 kN/m x (0.8915m) = 3.2094 kN/m Slab B1-C/ 3-4 = Slab self weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x 2.302m/2 = 3.6 kN/m x (1.151m) = 4.1436kN/m Brick Wall Self Weight = 3.0m x 0.15m x 19 kN/m3 = 8.55 kN/m

C

4.1436 kN/m

3.2094 kN/m

4.1436 kN/m

8.55kN/m

163

Total Dead Load B-B1/3 = Beam self weight + slab B-B1/2-3 self weight + slab B-B1/ 3-4 self weight + Brick Wall Self Weight = 1.44kN/m + 3.2094 kN/m + 3.2094 kN/m + 8.55 kN/m = 16.4088kN/m

B1

B

C

4085 1783

2302

16.4088 kN/m

18.2772 kN/m

B1-C/3 = Beam self weight + slab B1-C/2-3 self weight + slab B1-C/3-4 self weight + Brick Wall Self Weight = 1.44kN/m + 4.1436 kN/m + 4.1436 kN/m + 8.55 kN/m = 18.2772 kN/m Live Load Slab B-B1/2-3 (Living Room) & Slab B-B1/3-4 (Storeroom) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m x (1.783m ÷ 2) = 1.33725kN/m

1.33425 kN/m

Slab B1-C/2-3 (Dining Room) & Slab B1-C/3-4 ( Powder Room) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m x (2.302 ÷ 2) = 1.7265 kN/m Total live load B-B1/3 =1.33725kN/m B1-c /3=1.7265 kN/m

1.7265 kN/m

1.33725kN/m

1.7265 kN/m

149

164

B1

B

Ultimate Load

4085 1783

● B-B1/3 Ultimate Dead Load = 16.4088kN/m x 1.4 = 22.97232 kN/m = 22.972 kN/m Ultimate Live Load = 1.33725kN/m x 1.6 = 2.1396 kN/m = 2.14 kN/m

2302

22.972 kN/m

2.14 kN/m

● B1-C/3 Ultimate Dead Load = 18.2772 kN/m x 1.4 = 25.58808 kN/m = 25.588 kN/m

25.588 kN/m

Ultimate Live Load = 1.7265 kN/m x 1.6 = 2.7624 kN/m = 2.762 kN/m ● Total Ultimate Load B-B1/3 =22.972 kN/m + 2.14 kN/m =25.112 kN/m

C

2.762 kN/m

25.112 kN/m

28.35 kN/m

B1-C/3 =25.588 kN/m + 2.762 kN/m =28.35kN/m 165

● Point Load =Ra from Beam B1/ 2-3 + Rb from B1/ 3-4

Ground Floor Beam B1/ 3-4

166

Ground Floor Beam B1/ 3-4

3

Dead Load

3945

Beam Self Weight = Beam size x Density of concrete = (0.15 x 0.30)m² x 24 kN/m3 = 1.44 kN/m Slab B-B1/ 3-4 = Slab self weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x 1.783m/2 = 3.6 kN/m x (0.8915m) = 3.2094 kN/m Slab B1-C/ 3-4 = Slab self weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x 2.302m/2 = 3.6 kN/m x (1.151m) = 4.1436kN/m

Brick Wall Self Weight

= 3.0m x 0.15m x 19 kN/m = 8.55 kN/m

4

1,44 kN/m

3.2094 kN/m

4.1436 kN/m

8.55 kN/m

3

Total Dead Load = Beam self weight + Slab B-B1/ 3-4 self weight + Slab B1-C/ 3-4 self weight + Brick Wall Self Weight = 1.44kN/m + 3.2094 kN/m + 4.1436 kN/m + 8.55 kN/m = 17.343kN/m

17.343kN/m

167

3

Live Load Slab B-B1/ 3-4 (Store Room) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m x (1.783m ÷ 2) = 1.33725kN/m Slab B1-C/ 3-4 (Powder Room) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m x (2.302 ÷ 2) = 1.7265 kN/m Total Live Load =Slab B-B1/ 3-4 (Store Room) + Slab B1-C/ 3-4 (powder Room) =1.33725kN/m + 1.7265kN/m =3.06375kN/m =3.064kN/m

4

3945

1.33725kN/m

1.7265kN/m

3.064 kN/m

168

3

Ultimate Load Ultimate Dead Load = Total dead load x dead load factor = 17.343kN/m x 1.4 = 24.2802 kN/m = 24.28 kN/m

4

3945

24.28kN/m

4.902kN/m

Ultimate Live Load = Total live load x live load factor = 3.064kN/m x 1.6 = 4.9024kN/m =4.902 kN/m 29.212 kN/m

Ultimate Load = Ultimate dead load + ultimate live load = 24.28 kN/m + 4.902 kN/m = 29.212 kN/m

169

3

Shear Force Diagram (V) ∑M=0 =(Ra x 3.945) - (29.182 x 3.945) x 3.945/2 =3.945 Ra - 115.123 x 1.9725 =3.945 Ra - 227.08 3.945 Ra = 227.08 Ra = 57.561kN =57.56kN

4

3945

29.212 kN/m

1972.5

1972.5 57.62kN

∑y=0 Ra-(29.182 x 3.945) + Rb =0 57.56 - 115.123 + Rb = 0 Rb = 57.563kN = 57.56 kN

57.56

(+)

Bending Moment Diagram (M)

-57.56+57.56=0

Positive Area (1)57.56 x 3.945/2 x 1/2 =113.5371 Negative Area (2)57.56 x 3.945/2 x 1/2 =113.5371

(-)

94.917

(1)=(2) ● Point Load =Ra from Beam B1/ 2-3 + Rb from B1/ 3-4 =74.43 kN + 57.56 kN

=131.99 kN

170

B1

B

Shear Force Diagram (V) ∑M=0 (Ra x 4.085) - (25.112 x 1.783)x(2.302 +0.8915) - (28.35 x 2.302)x 1.151 - (131.99 x 2.302) =0 4.085 Ra - ( 44.775 x 3.1935) - (65.2617 x 1.151)- 303.841=0 4.085 Ra - 142.989 - 75.116 -303.841 4.085 Ra= 521.946 Ra = 127.771kN

C

4085 1783

2302

131.99 kN/m 25.112kN/m

891.5

891.5

44.775

∑y=0 127.771 - (25.112 x 1.783) - (28.35x 2.302) 131.99 + Rb =0 127.771- 44.775- 65.2617-131.99+ Rb Rb = 114.2557 kN

28.35 kN/m

1151

1151

65.2617

Rb

Ra

127.771

Bending Moment Diagram (M) Positive Area (127.771 + 82.996) x 1.783 x ½ = 187.899 =187.9

127.771-44.775=82.996

-114.2557+114.2557=0 82.996- 131.99 = -48.994

-48.994- 65.2617= -114.2557

Negative Area (48.994+114.2557) x 2.302 x ½ = 187.9 187.9

∴ Positive Area = Negative Area 187.9– 187.9) kNm = 0

171

Ground Floor Beam A1/ 3-4

171

Ground Floor Beam A1/ 3-4 Dead Load Beam Self Weight = Beam size x Density of concrete = (0.15 x 0.30)m² x 24 kN/m3 = 1.44 kN/m Slab A-A1/ 2-3 = Slab self weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x 3.412m/2 = 3.6 kN/m x (1.706m) = 6.1416 kN/m Slab A1-B/ 3-4 = Slab self weight x ᴸˣ/₂ = (0.15m x 24 kN/m3) x 2.743m/2 = 3.6 kN/m x (1.3715m) = 4.9374kN/m

3

4

3945

1,44 kN/m

6.1416 kN/m

4.9374 kN/m

Brick Wall Self Weight

= 3.0m x 0.15m x 19 kN/m3 = 8.55 kN/m Total Dead Load = Beam self weight + slab A-A1/2-3 self weight + slab A1-B/ 3-4 self weight = 1.44kN/m + 6.1416 kN/m + 4.9374 kN/m + 8.55 kN/m = 21.069kN/m

8.55 kN/m

21.069 kN/m

172

3

Live Load Slab A-A1/ 3-4 (Entrance) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m x (3.412m ÷ 2) = 2.559kN/m Slab A1-B/ 3-4 (Stairs) = Live load (UBBL) x ᴸˣ/₂ = 1.5 kN/m x (2.743 ÷ 2) = 2.05725 kN/m =2.057kN/m Total Live Load =Slab A-A1/ 3-4 (Entrance) + Slab A1-B/ 3-4 (Stairs) =2.559kN/m + 2.057kN/m =4.616kN/m

4

3945

2.559kN/m

2.057kN/m

4.616 kN/m

173

3

Ultimate Load Ultimate Dead Load = Total dead load x dead load factor = 21.069kN/m x 1.4 = 29.4966 kN/m Ultimate Live Load = Total live load x live load factor = 4.616kN/m x 1.6 = 7.3856kN/m Ultimate Load = Ultimate dead load + ultimate live load = 29.4966 kN/m + 7.3856 kN/m = 36.8822 kN/m = 36.882 kN/m

4

3945

20.4966kN/m

7.3856kN/m

36.882 kN/m

174

3

Shear Force Diagram (V) ∑M=0 =(Ra x 3.945) - (36.882 x 3.945) x 3.945/2 =3.945 Ra - 145.499 x 1.9725 =3.945 Ra - 286.997 3.945 Ra = 286.997 Ra = 72.75kN

4

3945

36.882 kN/m

1972.5

1972.5 72.75kN/m

∑y=0 Ra-(36.882 x 3.945) + Rb =0 72.75 - 145.499 + Rb = 0 Rb = 72.75kN 72.75

Bending Moment Diagram (M)

Positive Area (1)72.75 x 3.945/2 x 1/2 =71.75

(+) -72.75+72.75=0 (-)

Negative Area (2)72.75 x 3.945/2 x 1/2 =71.75 (1)=(2)

71.75

175

Column A3 --- First Floor 176

Column A3 --- Ground Floor 177

COLUMN A3 First Floor Structure

Live Load Analysis

Slab

1.5 kN/m2x (4.503m x 2.954m) = 19.953 kN

Dead Load Analysis 3.6 kN/m2x (4.503m x 2.954m) = 47.887 kN

Brick Wall

-

8.55 kN/m2x (4.503m + 2.954m) = 63.757 kN

Beam self weight

-

1.44 kN/m2x (4.503m + 2.954m) = 10.738kN

Column self weight

-

6.48kN

Total

19.953 kN

128.862 kN

Ultimate load = 1.6(19.953kN) + 1.4(128.862kN) = 212.33 kN

Ground Floor Structure

Live Load Analysis

Slab

1.5 kN/m2x (4.503m x 2.954m) = 19.953 kN

Dead Load Analysis 3.6 kN/m2x (4.503m x 2.954m) = 47.887 kN

Brick Wall

-

8.55 kN/m2x 4.503m = 38.2755 kN

Beam self weight

-

1.44 kN/m2x (4.503m + 2.954m) = 10.738kN

Column self weight

-

6.48kN

Total

19.953 kN

Ultimate load = 1.6(19.953) + 1.4(103.3805) = 176.66 kN

103.3805 kN 178

COLUMN A3 Roof Level Structure

Live Load Analysis

Roof

0.5kN/m2 x (4.503m x 2.954m) = 6.65 kN

Beam self weight

Total

6.65 kN

Dead Load Analysis 1 kN/m2x (4.503m x 2.954m) = 13.302 kN 1.44 kN/m2x (4.503m + 2.954m) = 10.7381kN 24.0401 kN

Ultimate load = 1.6(6.65kN) + 1.4(24.01kN) = 44.254 kN Total column load for column E2 = 212.33 kN + 176.66 kN+ 44.254 kN = 433.244 kN

179

Column A4 --- First Floor 180

Column A4 --- Ground Floor 181

COLUMN A4 First Floor Structure

Live Load Analysis

Slab

1.5 kN/m2x (1.944m x 2.954m) = 8.615 kN

Dead Load Analysis 3.6 kN/m2x (1.944m x 2.954m) = 20.675 kN

Brick Wall

-

8.55 kN/m2x (1.944m + 2.954m) = 41.8779 kN

Beam self weight

-

1.44 kN/m2x (1.944m + 2.954m) = 7.053kN

Column self weight

-

6.48kN

Total

8.615 kN

76.086 kN

Ultimate load = 1.6(8.615kN) + 1.4(76.086kN) = 120.304 kN

Ground Floor Structure

Live Load Analysis

Slab

1.5 kN/m2x (1.944m x 2.954m) = 8.615 kN

Dead Load Analysis 3.6 kN/m2x (1.944m x 2.954m) = 20.675 kN

Brick Wall

-

8.55 kN/m2x (1.944m + 2.954m) = 41.8779 kN

Beam self weight

-

1.44 kN/m2x (1.944m + 2.954m) = 7.053kN

Column self weight

-

6.48kN

Total

8.615 kN

76.086 kN 182

Ultimate load = 1.6(8.615kN) + 1.4(76.086kN) = 120.304 kN

COLUMN A4 Roof Level Structure

Live Load Analysis

Roof

0.5kN/m2 x (1.944m x 2.954m) = 2.872 kN

Beam self weight

Total

2.872 kN

Dead Load Analysis 1 kN/m2x (1.944m x 2.954m) = 5.743 kN 1.44 kN/m2x (1.944m + 2.954m) = 7.053kN 12.796 kN

Ultimate load = 1.6(2.872kN) + 1.4(12.796kN) = 22.5096 kN Total column load for column E2 = 120.304 kN + 120.304 kN + 22.5096 kN = 263.12 kN

183