Building Structure report by Kayla Neoh

TAYLORS UNIVERSITY SCHOOL OF ARCHTITECTURE BUILDING STRUCTURE PROJECT 2 STRUCTURAL ANALYSIS OF A BUNGALOW Tutor: Ms. Norita Student name and ID: 1.Wong Carol 0317742 2.Neoh Jia Wen 0318228 3.Tang Ju Yi 0317335

Brief description In this project, in a group of three, we are required to design a double storey bungalow according to the plans provided. After that, we are required to produce structural plan drawings to ease us in analyzing and identifying the beams and columns of the bungalow. Each of our group member will select a minimum of 6 beams and 3 columns from ground floor to first floor. We will calculate and identify the slab system and load distribution for beams and columns.

Slab system Ly/Lx > 2 (One way slab system) Ly/Lx < 2 (Two way slab system) Beam calculation Beam self-weight = beam size x density of reinforced concrete Slab dead load =thickness x density of reinforced concrete x Lx/2 x 2/3 (Triangular) Slab live load = live load (UBBL) x Lx/2 x 2/3 (Triangular) Brick wall dead load = wall height x thickness x density of bricks Column calculation Beam self-weight = beam size x density of reinforced concrete x length Slab dead load =thickness x density of reinforced concrete x Tributary area Slab live load = live load (UBBL) x Tributary area Brick wall self-weight = thickness x wall height pf bricks x length Column self-weight = width x length x height x density of reinforced concrete

FIRST FLOOR PLAN SCALE 1:100

GROUND FLOOR PLAN SCALE 1:100

FOUNDATION PLAN SCALE 1:100

FIRST FLOOR STRUCTURAL PLAN SCALE 1:100

GROUND FLOOR STRUCTURAL PLAN SCALE 1:100

ROOF STRUCTURAL PLAN SCALE 1:100

Structural plan

Design Brief Summarize weight of material Height of the floors= 3m Brick wall 150mm thick Dead Load= 3m x 0.15m x 19kN/m3 = 8.55kN/m Beam size (primary ) 150mm x 350m Dead Load= 0.35m x 0.15m x 24kN/m3= 1.26 kN/m Beam size (secondary ) 150mm x 300m Dead Load= 0.3m x 0.15m x 24kN/m3= 1.08 kN/m Slab thickness is 150mm Dead Load= 0.15m x 24kN/m3= 3.6kN/m2 Column size= 300 x 400mm Dead Load=0.3m x 0.4m x 3m x 24 kN/m3= 8.64 kN

Quantity Live Loads Acting on Different Space Bedrooms

= 1.5 kN/m2

Living Rooms

= 1.5 kN/m2

Dining room

= 1.5 kN/m2

Laundry

= 3.0 kN/m2

Piano area

= 2.0 kN/m2

Toilet

= 1.5 kN/m2

Kitchen

= 1.5 kN/m2

Study room

= 1.5 kN/m2

Storage

= 1.5 kN/m2

Balcony

= 1.5 kN/m2

Stairs

= 1.5 kN/m2

TANG JU YI

NEOH JIA WEN

WONG CAROL

TANG JU YI

NEOH JIA WEN

WONG CAROL

WONG CAROL 0317742

• BEAM 3/G-H (Ground Floor) • BEAM G/1-4 (Ground Floor) • BEAM E/6-8 (First Floor) • BEAM 6/D-F (First Floor) • BEAM 8/F-G (First Floor) • BEAM G/6-8 (First Floor)

Beam 3/G-H (Ground Floor) Secondary beam to Beam G/1-4

PIANO AREA

LIVING AREA

Beam 3/G-H carriesDead load from beam self weight: Gridline G-H Dead load from slab: Gridline G-H/1-3 , G-H/3-6 Live load from slab: Gridline G-H/1-3 , G-H/3-6

Dead Load -Beam Self Weight (150mm x 300mm) = 0.15m x 0.3m x 24 kN/m = 1.08 kN/m -Dead load on slab G-H/ 1-3 = [3.6 kN/m3 x (4/2)] 2/3 =[7.2 kN/m3] = 4.8 kN/m -Dead load on slab G-H/ 3-6 = [3.6 kN/m3 x (4/2)] 2/3 =[7.2 kN/m] 2/3 =4.8 kN/m Total dead load =1.26 + 4.8 + 4.8 = 10.68 kN/m

G 4M 1.08KN/m

4.8KN/m

Beam Self Weight

Slab G-H/1-3

Slab G-H/3-6

10.68KN/m Total Dead load

Live Load Living Area -Live load on slab G-H/ 1-3 = [1.5 kN/m2 x ( 4/2)] 2/3 =[3 kN/m ] 2/3 = 2kN/m

G 4M 2kN/M

Living Area -Live load on slab G-H/3-6 =[1.5 kN/m2 x (4/2)] 2/3 =[3 kN/m] 2/3 2 kN/m

G-H/1-3

2kN/M

Slab G-H/3-6

4kN/M

Total Live Load

Total live load 2+2 =4 kN/m Ultimate Load = 10.68 +4 =14.68 kN/m

G 4M 14.68kN/M

Ultimate Load

58.72kN

Load diagram

Total load =14.68 kN/m x 4m =58.72kN Reaction force (symmetrical beam) =58.72/2 =29.36 kN 29.36 kN from secondary beam will react as point load at G/3 from beam G/1-4 (refer to pg 18)

Ra=29.36kN

Rb=29.36kN

29.36kN/M

Shear Force diagram

(+) (-)

-29.36kN/M 29.36kN

Shear Force Diagram 29.36 kN- 58.72 kN =-29.36 kN Bending Moment Diagram Positive area 29.36 x 2 x ½ = 29.36

Bending moment diagram 0kN

0kN

Negative area 29.36 x 2 x ½ = 29.36

Beam G/1-4 (Ground Floor) Primary beam

PIANO AREA

LIVING AREA

Beam G/1-4 carriesDead load from beam self weight: Gridline 1-4 Dead load from slab: Gridline F-G/1-4, G-H/1-3 , G-H/3-6 Live load from slab: Gridline F-G/1-4, G-H/1-3 , G-H/3-6 Point Load at point G/3 from beam G/1-4 (refer to pg 16) 1 Dead Load -Beam self weight (beam size is 150mmx 350mm) = 0.15m x 0.35m x 24 kN/m3 = 1.26 kN/m

3 4.785m

4 1.36m

1.26kN/m

Beam Self Weight

6.93kN/m

Slab F-G/1-4

-Dead load on slab F-G/ 1-4 = 3.6 kN/m2 x (3.85/2) =6.93 kN/m -Dead load on slab G-H/1-3 =3.6 kN/m2 x (4000/2) =7.2 kN/m

7.2kN/m

-Dead load on slab G-H/3-6 =3.6 kN/m2 x (4000/2) =7.2 kN/m Total dead load 1-3 =1.26+ 6.93 +7.2 =15.39

Total dead load 3-4 =1.26+ 6.93+ 7.2 =15.39

Slab G-H/1-3

7.2kN/m

15.39kN/m

Slab G-H/3-6

Total Dead Load 18

Live load -Live load on slab F-G/1-4 Living Area =1.5 kN/m2 x (3.85/2) =2.89 kN/m

3 4.785m

4 1.36m

2.89kN/m

-Live load on slab G-H/1-3 Living Area =1.5 kN/m2 x (4/2) =3 kN/m

Slab F-G/1-4

3kN/m Slab G-H/1-3

-Live load on slab G-H/3-6 Living Area =1.5 kN/m2 x (4/2) =3 kN/m

3kN/m Slab G-H/3-6

Total live load For - =2.89+3 =5.89 For - =2.89+3 =5.89

5.89kN/m

1 Ultimate Load Ultimate dead load at 1-3 =15.39kN/m x 1.4 =21.55 kN/m

5.89kN/m

Total Live Load

4.785m

1.36m

30.97kN/m

Ultimate load

Ultimate dead load at 3-4 =15.39kN/m x 1.4 =21.55 kN/m Ultimate live load at 1-3 =5.89kN/m x 1.6 =9.42 kN/m Ultimate live load at 3-4 =5.89kN/m x 1.6 =9.42 kN/m Ultimate dead load at 1-3 =21.55+ 9.42 =30.97 kN/m Ultimate dead load at 3-4 Total Load 3-4 =21.55+ 9.42 30.97 kN/m x 1.36 =30.97 kN/m =42.12 kN/m Total Load 1-3 30.97 kN/m x 4.78 =148.04 kN/m

Reaction Force ΣM= 0 =Ra (6.15) – 148.04 (3.75) 29.72(1.36) – 42.12 (0.68) =6.15 Ra- 555.15- 40.42- 28.64 6.15 Ra =624.21 Ra =101.5kN ΣFy=0 =101.5- 148.04- 29.72- 42.12+ Rb Rb= 148.04+29.72+42.12-101.5 =118.38kN Shear Force Diagram (101.5- 148.04)kN= -46.54kN (-46.54- 29.36)kN= -75.9 kN (-75.9- 42.12)kN= -118.02kN

4.785m

1.36m

Reaction force from 5/A-D (pg 16) 29.72kN 148.04kN

42.12kN

Ra=101.5kN

Rb=118.38kN

101.5kN

Shear Force diagram (+) 0kN -46.54kN -75.9kN

166.97kN

Positive area .

(-)

-118.02kN

Bending Moment Diagram

Load diagram

. .

Bending moment diagram 0kN

x= 1.50 4.785

148.04 46.34

0.5 x 3.29 x 101.5= 166.97 Negative area 0.5 x 1.5 x (-46.54) = -34.91 -[ 0.5 x (75.9 + 118.02) x 1.36] = -131.86 34.9 + 131.86 = 166.77

Beam E/6-8 (First Floor) Secondary beam to Beam6/D-F

LIVING AREA

Beam E/6-8 carriesDead load from beam self weight: Gridline 6=8 Dead load from slab: Gridline D-E/6-8, E-F/6-8 Live load from slab: Gridline D-E/6-8, E-F/6-8 Dead Load -Beam self weight (beam size is 150mmx 300mm) = 0.15m x 0.30m x 24 kN/m3 = 1.08 kN/m -Dead load on slab D-E/ 6-8 = [3.6 kN/m2 x (2.75/2)] 2/3 =(4.95 kN/m2)2/3 =3.3 kN/m -Dead load on slab E-F/6-8 =[3.6 kN/m2 x (2.14m/2)] 2/3 =[3.85 kN/m2] 2/3 = 2.568 kN/m Total dead load =1.26+3.3+2.568 =7.13 kN/m

8 4M 1.08kN/m

3.3kN/m

2.568kN/m

Beam Self Weight

Slab D-E/6-8

Slab E-F/6-8

6.95kN/m Total Dead load

Live Load -Live load on slab D-E/6-8 Living Area =[ 1.5 kN/m2 x (2.75/2)]2/3 = 2.06 kN/m] 2/3 = 1.38 kN/m

8 4M 1.38kN/m

-Live load on slab E-F/ 6-8 Living Area = [1.5 kN/m2 x (2.14/2)] 2/3 =(1.61 kN/m)2/3 =1.07 kN/m

Slab D-E/6-8

1.07kN/m

Slab E-F/ 6-8

2.45kN/m

Total Live Load

Total live load =1.38 + 1.07 =2.45 kN/m Ultimate Load = 9.4 kN/m x 4m =37.6 kN

Reaction force (symmetrical beam) = 37.6 / 2 = 18.8 kN 18.8 kN from the secondary beam will react as point load at beam 6/D-F (refer to pg 23)

8 4M 9.4kN/m

Ultimate Load

9.4kN/m

Load diagram

Ra=18.8kN

Rb=18.8kN

18.8kN/M

Shear Force diagram

Shear Force Diagram 18.8 kN- 37.6 kN =-18.8 kN

0kN -18.8kN/M

Bending Moment Diagram Positive area 18.8 x 2 x ½ = 18.8

18.8kN

Bending moment diagram

Negative area 18.8 x 2 x ½ = 18.8 0kN

Beam 6/D-F (First Floor) Primary beam

LIVING AREA

Beam 6/ D-F carriesDead load from beam self weight: Gridline 6/D-F Dead load from slab: Gridline D-F/5-6, D-E/6-8, E-F/6-8 Live load from slab: Gridline D-F/5-6, D-E/6-8, E-F/6-8 Point Load at point E/6 from beam E/6-8 F Dead Load -Beam self weight (beam size is 150mmx 350mm) = 0.15m x 0.35m x 24 kN/m3 = 1.26 kN/m

E 2.14m

D 2.75m

1.26kN/m

Beam Self Weight

5.89kN/m

Slab D-F/5-6

-Dead load from slab D-F/5-6 = 3.6 kN/m2 x (3.27/2) = 5.89 kN/m 4.95kN/m

-Dead load from slab D-E/6-8 = 3.6 kN/m2 x (2.75/2) = 4.95 kN/m -Dead load from slab E-F/6-8 = 3.6 kN/m2 x (2.14/2) = 3.85 kN/m Total dead load F-E= 1.26+ 5.89+ 3.85= 11 E-D= 1.26+ 5.89+ 4.95= 12.1

3.85kN/m

Slab D-E/6-8

Slab E-F/6-8

12.1kN/m 11kN/m

Total Dead Load 23

Live Load -Live load on slab D-F/5-6 Living Area =1.5 kN/m2 x (3.27/2) = 2.45 kN/m

E 2.14m

2.75m

2.45kN/m

-Live load on slab D-E/ 6-8 Living Area = 1.5 kN/m2 x (2.75/2) = 2.1 kN/m

Slab D-E/6-8

1.61kN/m Slab E-F/6-8

Total live load F-E =2.45 + 1.61 = 4.06 kN/m E-D =2.45 + 2.75 = 5.2 kN/m

5.2kN/m

4.06kN/m

Total Live Load

E 2.14m

Ultimate dead load at E-D = 21.1kN/m x 1.4 = 16.94 kN/m

Slab D-F/5-6

2.1kN/m

-Live load on slab E-F/ 6-8 Living Area = 1.5 kN/m2 x (2.14/2) = 1.61 kN/m

Ultimate dead load at F-E =11kN/m x 1.4 =15.4 kN/m

21.9kN/m

D 2.75m 25.26kN/m Ultimate load

Ultimate live load at F-E =4.06kN/m x 1.6 = 6.50 kN/m Ultimate live load at E-D =5.2kN/m x 1.6 = 8.32 kN/m Total ultimate load at F-E = 15.4 + 6.5 = 21.9 kN/m Total ultimate load at E-D = 16.94 + 8.32 = 25.26 kN/m Total Load F-E = 21.9 kN/m x 2.14 =46.9 kN/m Total Load E-D = 25.26 kN/m x 2.75 = 69.47 kN/m

Reaction Force ΣM= 0 =Ra (4.89) – 46.9 (3.82) -18.8(2.75) – 69.47 (1.38) =4.89 Ra- 179.16- 51.7- 95.87 4.89 Ra =326.73 Ra =66.82kN ΣFy=0 =66.82- 46.9- 18.8- 69.47+ Rb Rb= 46.9+18.8+69.47-66.82 =68.35kN Shear Force Diagram (66.82 - 46.9)kN= -19.92kN (19.92 - 18.8)kN= -1.12 kN (1.12 - 69.47)kN= -68.35kN

2.14m

2.75m

Reaction force from 5/A-D (pg 16) 18.8kN 46.9kN

69.47kN

Ra=66.82kN

Rb=68.35kN

66.82kN (+)

Load diagram

1.12kN

Shear Force diagram

19.92kN (-)

0kN -68.35kN

Bending Moment Diagram 1.12

92.85kN

69.47

2.75 Positive area

Bending moment diagram 0kN

0.5 x 2.14 x (66.82+19.92) =92.82 0.5 x 1.12 x 0.044 =0.025 92.82 + 0.025 =92.85

. .

x = 0.044 Negative area 0.5 x 68.35 x 2.706 =92.5 25

Beam 8/F-G (First Floor) Primary beam

MASTER BEDROOM

BALCONY

Beam 8/ F-G carriesDead load from beam self weight: Gridline F-G Dead load from brick weight: Gridline F-G Dead load from slab: Gridline F-G /6-8, F-G/ 8-9 Live load from slab: Gridline F-G /6-8, F-G/ 8-9

Dead Load -Beam self weight (beam size is 150mmx 350mm) = 0.15m x 0.35m x 24 kN/m3 = 1.26 kN/m

3.85M

1.26kN/m

Beam Self Weight

-Dead load from brick wall weight = 19 kN/m2 x 3m x 0.15m = 8.55 kN/m

8.55kN/m

Brick Wall Weight

-Dead load from slab F-G/6-8 = [3.6 kN/m2 x (3.85m/2)] 2/3 = 4.62 kN/m

4.62kN/m

-Dead load from slab F-G/8-9 = [3.6 kN/m2 x (3.85/2)] 2/3 = 4.62 kN/m

4.62kN/m

Total dead load 1.26 kN/m2 + 8.55 kN/m2 + 4.62 kN/m2 + 4.62 kN/m2 =19.05 kN/m2

Slab F-G/8-9

19.05kN/m Total Dead load 26

Live Load -Live load on slab F-G/6-8 Master Bedroom =[1.5 kN/m2 x (3.85/2)] 2/3 = 1.925 kN/m

F 3.85M 1.925kN/m

-Live load on slab F-G/ 8-9 Balcony = [1.5 kN/m2 x (3.85/2)] 2/3 = 1.925 kN/m

Slab F-G/6-8

1.925kN/m

Total live load =1.925 + 1.925 = 3.85 kN/m

Slab F-G/ 8-9

3.85kN/m

Total Live Load

Ultimate load =19.05 +3.85 = 22.9 kN/m Total Load = 22.9 kN/m x 3.85 = 88.165 kN/m

Reaction Force (symmetrical force) 88.165 kN/m /2 =44.08kN Shear Force Diagram 44.08kN- 88.165 kN =-44.08 kN

8 4M 22.9kN/m

Ultimate Load

88.165kN/m

Load diagram

Ra=44.08kN

Rb=44.08kN

44.08kN/M

Shear Force diagram

Bending Moment Diagram Positive area 44.08 x 1.925 x ½ = 42.427 Negative area 44.08 x 1.925x ½ = 42.427

0kN 44.08kN/M 42.427kN

Bending moment diagram 0kN

Beam G/6-8 (First Floor) Primary beam

MASTER BEDROOM

BALCONY

Beam G/6-8 carriesDead load from beam self weight: Gridline 6-8 Dead load from brick weight: Gridline 6-8 Dead load from slab: Gridline F-G /6-8, G-H/ 6-8 Live load from slab: Gridline F-G /6-8, G-H/ 6-8

Dead Load -Beam self weight (beam size is 150mmx 350mm) = 0.15m x 0.35m x 24 kN/m3 = 1.26 kN/m2

8 4M 1.26kN/m

Beam Self Weight

-Dead load from brick wall weight = 19 kN/m2 x 3m x 0.15m = 8.55 kN/m2

8.55kN/m

Brick Wall Weight

-Dead load from slab F-G/6-8 = [3.6 kN/m2 x (3.85m/2)] 2/3 = 4.62 kN/m2

4.62kN/m

-Dead load from slab G-H/6-8 = [3.6 kN/m2 x (4/2)] 2/3 = 4.8 kN/m2

4.8kN/m

Total dead load 1.26 kN/m2 + 8.55 kN/m2 + 4.62 kN/m2 + 4.8 kN/m2 =19.23 kN/m2

Slab F-G/6-8

Slab G-H/6-8

19.23kN/m Total Dead load 28

Live Load -Live load on slab F-G/6-8 Balcony =[1.5 kN/m2 x (3.85/2)] 2/3 = 1.925 kN/m

8 4M 1.925kN/m

-Live load on slab G-H/ 6-8 Balcony = [1.5 kN/m2 x (4/2)] 2/3 = 2 kN/m

Slab F-G/6-8

2kN/m

Total live load =1.925 + 2 = 3.93 kN/m

Slab F-G/ 8-9

3.93kN/m

Total Live Load

Ultimate load =19.05 +3.93 = 23.15 kN/m Total Load = 23.15 kN/m x 4 = 92.62 kN/m

8 4M

Reaction Force (symmetrical force) 92.62 kN/m /2 =46.31 kN

23.15kN/m

Ultimate Load

92.62kN/m

Load diagram

Ra=46.31kN

Shear Force Diagram 46.31 kN- 92.62 kN =-46.31 kN Bending Moment Diagram Positive area 46.31 x 2 x ½ = 46.31

Rb=46.31kN

46.31kN/M

Shear Force diagram 0kN 46.31kN/M 46.31kN

Negative area 46.31 x 2 x ½ = 46.31

Bending moment diagram 0kN

NEOH JIA WEN 0318228

• BEAM B/3-5 (Ground Floor) • BEAM A-D/3 (Ground Floor) • BEAM 5/A-D (Ground Floor) • BEAM 3-6/A (Ground Floor) • BEAM 7-8/C (Ground Floor) • BEAM 7/A-D (Ground Floor)

Beam B/3-5 Secondary beam to Beam 3/A-D and 5/A-D

BATHROOM BEDROOM 02

BEDROOM 03 BATHROOM

Beam B/3-5 carriesDead load from beam self weight: Gridline 3-5 Dead load from brick wall weight: Gridline 3-5 only Dead load from slab: Gridline A-B/3-5 , B-D/3-5 Live load from slab: Gridline A-D/1-3 , A-B/3-5 Dead Load -Beam Self Weight (150mm x 300mm) = 0.15m x 0.3m x 24 kN/m = 1.08 kN/m -Brick Wall Weight (wall height is 3000mm) = 0.15m x 0.3m x 19 kN/m = 8.55 kN/m

5 2.79m 1.08kN/m

Beam Self Weight

8.55kN/m Brick Wall Weight

-Dead load on slab A-B/ 3-5 = 3.6 kN/m2 x (2.48/2) = 4.464 kN/m

4.464kN/m

-Dead load on slab B-D/ 3-5 = 3.6 kN/m2 x (2.63/2) =4.734 kN/m

4.734kN/m

Total dead load 3-5 =1.08 + 8.55 + 4.464 + 4.734 = 18.828 kN/m

18.828kN/m

Slab A-B/3-5

Slab B-D/3-5

Total Dead load

Live Load

5 2.79m

Study Room -Live load on slab A-D/ 1-3 = [1.5 kN/m2 x ( 2.48/2)] = 1.86kN/m

1.86kN/m

Toilet -Live load on slab B-D/3-5 =[1.5 kN/m2 x (2.63/2)] = 1.9725 kN/m

1.9725kN/m

Total live load 3-5 =1.86+1.9725 = 3.8325 kN/m

3.8325kN/m

Ultimate Load at 3-5 = 26.3592 + 6.123 = 32.49 kN/m

A-D/1-3

B-D/3-5

Total Live Load

5 2.79m 32.49kN/m

Ultimate Load

90.65kN

Load diagram

Total load = 32.49 kN/m x 2.79m = 90.65kN Reaction force (symmetrical beam) = 90.65/2 = 45.325 kN 45.325 kN from secondary beam will react as point load at 3/B (refer to pg33) and 5/B (refer to pg36)

Ra=45.325kN

Rb=45.325kN

45.325kN

Shear Force diagram

(+) (-)

45.325kN

Shear Force Diagram 45.325kN â&#x20AC;&#x201C; 90.65kN = -45.325kN -45.325kN + 45.325kN = 0

31.614kN

Bending Moment Diagram Positive Area 45.325 x (2.79/2) x 0.5 = 31.614 Negative Area 45.325 x (2.79/2) x 0.5 = 31.614

Bending moment diagram 0kN

0kN

Beam A-D/3 Primary beam

BATHROOM BEDROOM 03

BEDROOM 02 BATHROOM

Beam A-D/3 carriesDead load from beam self weight: Gridline A-D Dead load from brick wall weight: Gridline A-D only Dead load from slab: Gridline A-D/1-3, A-B/3-5 , B-D/3-5 Live load from slab: Gridline A-D/1-3, A-B/3-5 , B-D/3-5 Point Load at point B/3 from beam B/3-5 (refer to pg 31) Dead Load -Beam self weight (beam size is 150mmx 350mm) = 0.15m x 0.35m x 24 kN/m3 = 1.26 kN/m -Brick Wall Weight (wall height is 3000mm) = 0.15m x 0.3m x 19 kN/m = 8.55 kN/m -Dead load on slab A-D/ 1-3 = 3.6 kN/m2 x (4.785/2) = 8.613 kN/m -Dead load on slab A-B/3-5 =3.6 kN/m2 x (2.48/2) x (2/3) =2.976 kN/m

2.48m

2.63m

1.26kN/m

8.55kN/m

8.613kN/m

Brick Wall Weight

Slab A-D/1-3

2.976kN/m Slab A-B/3-5

-Dead load on slab B-D/3-5 =3.6 kN/m2 x (2.63/2) x (2/3) =3.156 kN/m

3.156kN/m Slab B-D/3-5

Total dead load A-B =1.26 + 8.55 + 8.613 + 2.976 = 21.399kN/m Total dead load B-D = 1.26 + 8.55 + 8.613 + 3.156 = 21.579kN/m

Beam Self Weight

21.399kN/m

21.579kN/m Total Dead Load 33

Live load -Live load on slab A-D/1-3 Bedroom 2 =1.5 kN/m2 x (4.785/2) =3.589 kN/m

B 2.48m

2.63m

3.589kN/m

-Live load on slab A-B/3-5 Bathroom =1.5 kN/m2 x (2.48/2) x (2/3) =1.24 kN/m

Slab A-B/3-5

1.315kN/m Slab B-D/3-5

Total live load For A-B =3.589 kN/m + 1.24 kN/m =4.829 kN/m

Ultimate Load Ultimate dead load at A-B =21.399 kN/m x 1.4 =29.9586 kN/m

Slab A-D/1-3

1.24kN/m

-Live load on slab B-D/3-5 Bathroom =1.5 kN/m2 x (2.63/2) X (2/3) =1.315 kN/m

For B-D =3.589 + 1.315 = 4.904 kN/m

4.904kN/m

4.829kN/m

Total Live Load

2.48m 37.69kN/m

2.63m 38.057kN/m

Ultimate load

Ultimate dead load at B-D =21.579 kN/m x 1.4 =30.2106 kN/m Ultimate live load at A-B =4.829 kN/m x 1.6 =7.7264 kN/m Ultimate live load at B-D =4.904 kN/m x 1.6 =7.846 kN/m Ultimate dead load at A-B =29.9586 + 7.7264 =37.69 kN/m

Ultimate dead load at B-D =30.2106 + 7.8464 =38.057 kN/m

Total Load AB =37.69 kN/m x 2.48 =93.4712 kN/m

Total Load BD =38.057 kN/m x 2.63 =100.09 kN/m 34

Reaction Force ΣM= 0 0 = Ra (5.11) – 93.471 (3.87) – 45.325 (2.63) – 100.09 (1.315) 0 = 5.11 Ra- 361.734 – 119.205 – 131.618 5.11 Ra = 612.557 Ra = 119.874kN ΣFy=0 0 = 119.874 + Rb - 93.471 -45.325 – 100.09 Rb = 119.012 kN

3 2.48m

4 2.63m

Reaction force from B/3-5 (pg 31) 45.325kN 93.471kN

100.09kN

Ra=119.874kN

Load diagram

Rb=119.012kN

119.874kN

Shear Force Diagram (119.874 – 93.471)kN= 26.403kN (26.403 – 45.325)kN = -18.922 kN (-18.922 – 100.09)kN= -119.012kN

26.403kN (+)

Shear Force diagram 0kN

(-) -18.922kN -119.012kN

Bending Moment Diagram

119.874

179.271kN A B Bending moment diagram 0kN

2.48

Positive area A = 93.471 x 2.48 x (1/2) = 115.904 B = 26.403 x 2.4 = 63.367 A + B = 179.271 2.6 C

18.922 D

100.09

Negative area C = 18.922 x 2.6 = -49.197 D = 100.09 x 2.6 x (1/2) = -130.117 C+D = 179.314

Beam 5/A-D Secondary beam to beam 3-6/A

TOILET LAUNDRY ROOM

BEDROOM 01

STUDY ROOM TOILET

Beam 5/A-D carriesDead load from beam self weight: Gridline A-D Dead load from brick wall weight: Gridline A-D Dead load from slab: Gridline 3-5/A-B, 3-5/B-D, 5-7/A-D Live load from slab: Gridline 3-5/A-B , 3-5/B-D, 5-7/A-D Point load at Point 5/B from Beam B/3-5 (refer to pg 31) Dead Load -Beam Self Weight (150mm x 300mm) = 0.15m x 0.3m x 24 kN/m = 1.08 kN/m -Beam Wall Weight (wall height is 3000mm) = 0.15m x 0.3m x 19 kN/m = 8.55 kN/m -Dead load on slab 3-5/ A-B = 3.6 kN/m2 x (2.48/2) x (2/3) = 2.976 kN/m

2.48m

2.63m

1.08kN/m

8.55kN/m

2.976kN/m

-Dead load on slab 3-5/ B-D = 3.6 kN/m2 x (2.63/2) x (2/3) = 3.156 kN/m

Beam Self Weight

Brick Wall Weight

Slab 3-5/A-B

3.156kN/m Slab 3-5/B-D

-Dead load on slab 5-7/ A-D = 3.6 kN/m2 x (3.81/2) x (2/3) = 6.912 kN/m

6.912kN/m Slab 5-7/A-D

Total dead load A-B = 1.08+8.55+2.976+6.912 = 19.518 kN/m Total dead load B-D = 1.08+8.55+3.156+6.912 = 19.698 kN/m

19.518kN/m

19.698kN/m Total Dead Load 36

Live Load

B 2.48m

-Live load on slab 3-5/ A-B Toilet = 1.5 kN/m2 x (2.48/2) x 2/3 = 1.24 kN/m

2.63m

1.24kN/m

-Live load on slab 3-5/B-D Toilet =1.5 kN/m2 x (2.63/2) x 2/3 = 1.315 kN/m

Slab 3-5/B-D

2.858kN/m Slab5-6/A-D

Total live load For A-B = 1.24 + 2.858 = 4.718 kN/m

4.173kN/m

4.718kN/m

Total Live Load

B 2.48m

Ultimate Load Ultimate Dead Load For A-B 19.518kN/m x 1.4 = 27.325 kN/m For B-D 19.698 kN/m x 1.4 = 27.577 kN/m

Slab 3-5/A-B

1.315kN/m

-Live load on slab 5-7/A-D Bedroom 01 =1.5 kN/m2 x (3.81/2) = 2.858 kN/m

For B-D = 1.315 + 2.858 = 4.173kN/m

34.874kN/m

D 2.63m

34.254kN/m

Ultimate load

Ultimate Live Load For A-B 4.718 kN/m x 1.6 = 7.549 kN/m For B-D 4.173 kN/m x 1.6 = 6.677 kN/m Total Ultimate Load For A-B 27.325 kN/m + 7.549 kN/m =34.874 kN/m For B-D 27.577kN/m + 6.677 kN/m =34.254 kN/m 37

Total Load For A-B 34.874 kN/m x 2.48 = 86.488kN

B 2.48m

D 2.63m

Reaction force from B/3-5 (pg 31) 45.325kN

For B-D 34.254 kN/m x 2.63 = 90.088kN

86.488kN

Reaction force ΣM= 0 Ra=112.012kN 0 = (Ra x 5.11) – (86.488 x 3.87) – (45.325 x 2.63) – (90.088 x 1.315) 5.11 Ra = 572.379 112.012kN Ra = 112.012 kN

90.088kN

Rb=109.889kN

25.524kN

(+)

ΣFy=0 0 = 112.012 + RD – 86.488 – 45.325 – 90.088 RD = 109.889 kN

Load diagram

Shear Force diagram 0kN

(-) -19.801kN -109.899kN

112.012 kN from secondary beam will react as point load at 5/A (refer to pg39) 170.545kN

Shear Force Diagram (112.012 – 86.488) kN = 25.524 kN (25.524 – 45.325) kN = -19.801 kN (-19.801 – 90.088) kN = -109.889 kN (-109.889 + 109.889) kN = 0

Bending moment diagram 0kN

Bending Moment Diagram

2.63 119.874

19.801

90.098

C D

109.899

2.48

Positive Area A = 86.488 x 2.48 x (1/2) = 107.245

Negative Area C = 2.63 x 19.801 = 52.077

B = 25.524 x 2.48 = 63.3

D = 90.098 x 2063 x (1/2) = 118.479

A+B = 63.3 + 107.245 = 170.545

C+D = 52.077 + 118.479 = 170.556 38

Beam 3-6/A Primary beam

TOILET BEDROOM 01

STUDY ROOM

LAUNDRY ROOM

TOILET

Beam 3-6/A carriesDead load from beam self weight: Gridline 3-6 Dead load from brick wall weight: Gridline 3-6 Dead load from slab: Gridline 3-5/A-B, 5-6/A-B Live load from slab: Gridline 3-5/A-B, 5-6/A-B Point Load at point 5/A from beam 5/A-D (refer to pg 36) Dead Load -Beam self weight (beam size is 150mmx 350mm) = 0.15m x 0.35m x 24 kN/m3 = 1.26 kN/m -Beam Wall Weight (wall height is 3000mm) = 0.15m x 0.3m x 19 kN/m = 8.55 kN/m -Dead load on slab 3-5/ A-B = 3.6 kN/m2 x (2.48/2) = 4.464 kN/m -Dead load on slab 5-6/A-D =3.6 kN/m2 x (3.81/2) x (2/3) =4.57 kN/m

B 2.79m

D 3.275m

1.26N/m

8.55kN/m

4.464kN/m

Beam Self Weight

Brick Wall Weight

Slab 3-5/A-B

3.92kN/m Slab 5-6/A-D

Using Ratio, . = .

X = 3.92 kN/m

Total Dead Load For 3-5 1.26 + 8.55 + 4.464 = 4.464kN/m

5 2.79m

6 3.275m 13.73kN/m

4.464kN/m

Total Dead Load

For 5-6 1.26 + 8.55 + 3.92 = 13.73 kN/m Live Load Live Load on Slab 3-5/ A-B Toilet 1.5kN/m x (2.48/2) =1.86kN/m

5 2.79m

3.275m

1.86kN/m

Slab 3-5/A-B

Live Load on Slab 5-6/ A-D Bedroom 01 1.5kN/m x (3.81/2) x (2/3) = 1.905 kN/m Using Ratio, .

1.638kN/m Slab 5-6/A-D

. .

1.638kN/m

1.86kN/m

X = 1.638 kN/m

Total Live Load

Total Live Load For 3-5 = 1.86 kN/m For 5-6 = 1.638 kN/m Ultimate Dead Load For 3-5 14.274kN/m x 1.4 =19.984 kN/m For 5-6 13.73kN/m x 1.4 =19.222 kN/m

5 2.79m

22.96kN/m

6 3.275m

21.843kN/m

Ultimate load

Ultimate Live Load For A-B 1.86 kN/m x 1.6 = 2.976 kN/m For B-D =1.638 kN/m x 1.6 =2.621 kN/m Total Ultimate Load at 3-5 =19.984kN/m + 2.976 kN/m = 22.96 kN/m Total Ultimate Load at 5-6 = 19.222kN/m + 2.621 kN/m = 21.843 kN/m

Total Load At 3-5 22.96 kN/m x 2.79m = 64.058 kN At 5-6 21.843 kN/m x 3.275m = 71.536 kN Reaction Force ΣM= 0 0 = (R3 x 6.065) – (64.058 x 4.67) – (112. 012 x 3.275) – (71.536 x 1.638) 6.065 R3 = 703.166 R3 = 129.129 kN ΣFy=0 0 = 129.129+ R6 – 64.058 – 112.012 – 71.536 R6 = 118.477 kN

5 2.79m

6 3.275m

Reaction force from 5/A-D (pg 36) 112.012kN 64.058kN

71.536kN

R3 =129.129kN

Load diagram

R6 =118.477kN

129.129kN Shear Force diagram

65.071kN (+)

0kN (-)

Shear Force diagram (129.129 – 64.058) kN = 65.071 kN (65.071 – 112.012) kN = -46.941 kN (-46.941 – 71.536) kN = -118.477 kN

-46.941kN -118.477kN

270.909kN

Bending moment diagram 0kN

Bending Moment Diagram 3.275 129.129

46.941

71.536

C D

118.477

2.79

A = 64.058 x 2.79 x (1/2) = 89.361

C = 46.941 x 3.275 = 153.732

B = 65.071 x 2.79 = 181.548

D = 71.536 x 3.275 x (1/2) = 117.14

A+B = 89.361 + 181.548 = 270.909

C+D = 153.732 + 117.14 = 270.87

Beam 7-8/C Secondary beam to beam 7/A-D

LAUNDRY ROOM

TOILET STUDY ROOM

BEDROOM 01 TOILET

Beam 7-8/C carriesDead load from beam self weight: Gridline 7-8 Dead load from brick wall weight : Gridline 7-8 Dead load from slab: Gridline 7-8/A-C, 7-8/C-D Live load from slab: Gridline 7-8/A-C, 7-8/C-D Dead Load -Beam Self Weight (150mm x 300mm) = 0.15m x 0.3m x 24 kN/m = 1.08 kN/m -Brick Wall Weight (wall height is 3000mm) = 0.15m x 0.3m x 19 kN/m = 8.55 kN/m -Dead load on slab 7-8/A-C = 3.6 kN/m2 x (3.305/2) = 5.949 kN/m

8 3.465m 1.08kN/m

8.55kN/m

5.949kN/m

Beam Self Weight

Brick Wall Weight

Slab 7-8/A-C

3.249kN/m Slab 7-8/C-D

-Dead load on slab 7-8/C-D = 3.6 kN/m2 x (1.805/2) =3.249 kN/m Total dead load 1.08 + 8.55 + 5.949 + 3.249 = 18.828 kN/m

18.828kN/m Total Dead Load

Live Load Live Load on Slab 7-8/A-C Laundry room 3kN/m x (3.305/2) =4.958kN/m

8 3.465m 4.958kN/m

Live Load on Slab 7-8/C-D Kitchen 1.5kN/m x (1.805/2) = 1.354 kN/m

7-8/A-C

1.354kN/m

Total Live Load 4.958kN/m+1.354kN/m = 6.312kN/m

7-8/C-D

6.312kN/m

Ultimate Load Ultimate dead load at 7-8 18.828 x 1.4 =26.359 kN/m

Total Live Load

8 3.465m

Ultimate live load at 7-8 6.312 x 1.6 = 10.099kN/m Total ultimate load at 7-8 26.359 + 10.099 = 36.458 kN/m Total Load 36.458 kN/m x 3.465m =126.33 kN/m

36.458kN/m

Ultimate Load

126.33kN

Load diagram

Ra=63.165kN

Rb=63.165kN

63.165kN

Reaction force (symmetrical beam) R7/C = R8//B= 126.33 kN x (1/2) = 63.165 kN

(+)

63.165 kN from secondary beam will react as point load at 7/C (refer to pg44)

(-)

Shear Force diagram 0kN

-63.165kN

54.717kN

Shear Force Diagram 63.165 kN â&#x20AC;&#x201C; 126.33 kN = -63.165 kN Bending Moment Diagram Positive area = 63.165 x (3.465/2) x (1/2) = 0kN 54.717 Negative area = 63.165 x (3.465/2) x (1/2) = 54.717

Bending moment diagram 0kN

Beam 7/A-D Primary beam

TOILET STUDY ROOM

LAUNDRY ROOM

BEDROOM 01 TOILET

Beam 7/A-D carriesDead load from beam self weight: Gridline A-D Dead load from brick wall weight: Gridline A-D Dead load from slab: Gridline 7-8/A-C, 7-8/-C-D, 5-7/A-D Live load from slab: Gridline 7-8/A-C, 7-8/-C-D, 5-7/A-D Point Load at point 7-C from beam 7-8/C (refer to pg42) Dead Load -Beam self weight (beam size is 150mmx 300mm) = 0.15m x 0.30m x 24 kN/m3 = 1.08 kN/m -Brick Wall Weight (wall height is 3000mm) = 0.15m x 0.3m x 19 kN/m = 8.55 kN/m -Dead load on slab 7-8/A-C = 3.6 kN/m2 x (3.305/2) x (2/3) = 3.966 kN/m

C 3.305m

D 1.805m

1.08N/m

8.55kN/m

3.966kN/m

-Dead load on slab 7-8/ C-D = 3.6 kN/m2 x (1.805/2) x (2/3) = 2.166 kN/m

2.166kN/m

-Dead load on slab 5-7/A-D =3.6 kN/m2 x (3.81/2) x (2/3) =4.572 kN/m

4.572kN/m

Beam Self Weight

Brick Wall Weight

Slab 7-8/A-C

Slab7-8/C-D

Slab 5-7/A-D 44

Total Dead Load For A-C 1.08 + 8.55 + 3.966 + 5.895 = 19.491 kN/m

C 3.305m

D 1.805m 17.691kN/m

19.491kN/m

Total Dead Load

For C-D 1.08 + 8.55 + 2.166 + 5.895 = 17.691 kN/m Live load -Live load on slab 7-8/A-C Laundry room = 3 kN/m2 x (3.305/2) = 4.958 kN/m

C 3.305m

D 1.805m

4.958kN/m

Slab 7-8/A-C

-Live load on slab 7-8/C-D Kitchen =1.5 kN/m2 x (1.805/2) =1.354 kN/m

1.354kN/m Slab 7-8/C-D

-Live load on slab 5-7/A-D Bed room 03 =1.5 kN/m2 x (3.81/2) x (2/3) =1.905 kN/m

1.905kN/m Slab 5-7/A-D

Total live load For A-C 4.958 + 1.905 = 6.863 kN/m

6.863kN/m

3.259kN/m Total Live Load

For C-D 1.354 + 1.905 = 3.259 kN/m Ultimate Load Ultimate dead load at A-C = 19.491kN/m x 1.4 = 27.287 kN/m Ultimate dead load at C-D = 17.691 kN/m x 1.4 = 24.767 kN/m

C 3.305m

38.268kN/m

D 1.805m

29.981kN/m

Ultimate load

Ultimate live load at A-C = 6.863 kN/m x 1.6 = 10.981 kN/m Ultimate live load at C-D = 3.259 kN/m x 1.6 = 5.214 kN/m Total ultimate load at A-C 27.287 + 10.981 = 38.268 kN/m

Total ultimate load at B-D 24.767 + 5.214= 29.981 kN/m

Total Load For A-C 38.268 kN/m x 3.305m = 126.48 kN For B-D 29.981 kN/m x 1.805m = 54.116 kN

B 3.305m

D 1.805m

Reaction force from 7-8/C (pg 42) 63.165kN 126.48kN

54.116kN

Reaction Force Ra=117.465kN ΣM= 0 0 = (Ra x 5.11) – (126.48 x 3.458) – 117.465kN (63.165 x 1.805) – (54.116 x 0.903) 5.11Ra = 600.247 kN Ra = 117.465

Rb=126.296kN

Shear Force diagram

(+)

ΣFy=0 0 = 117.465 + RD – 126.48 – 63.165 – 54.116 RD = 126.296 kN Shear Force Diagram (117.465-126.48) kN = -9.015 kN (-9.015 – 63.165) kN= -72.18 kN (-72.18-54.116) kN= -126.296 kN Bending Moment Diagram

Load diagram

-9.015

0kN (-)

-72.18kN -126.296kN

179.193kN

Bending moment diagram 0kN

9.015 117.465

3.305 Positive area Using Ratio, . = . . x= 0.254 117.465 x (3.305-0.254) x (1/2) = 179.193 Negative area [(1/2) x (126.296 + 72.18) x (1.805)] + 126.296 [(1/2) x 9.0115 x 0.254)] = 180.269

TANG JUYI 0317735

• BEAM C/6-8 (FIRST Floor) • BEAM 6/A-D (Ground Floor) • BEAM 4/FG (Ground Floor) • BEAM G/3-6 (Ground Floor) • BEAM E/1-3 (First Floor) • BEAM 3/DF (First Floor)

Beam C/ 6-8 Secondary beam to Beam 6/AD

BEDROOM 03 STORAGE

Beam C/6-8 carriesDead load from beam self weight: Gridline 6-8 Dead load from brick wall weight = Gridline 6-8 Dead load from slab: Gridline AC/6-8, CD/6-8 Live load from slab: Gridline AC/6-8, CD/6-8 Dead Load -Beam Self Weight (150mm x 300mm) = 0.15m x 0.3m x 24 kN/m = 1.08 kN/m -Brick Wall Weight (wall height is 3000mm) = 0.15m x 0.3m x 19 kN/m = 8.55 kN/m

8 4m 1.08kN/m

Beam Self Weight

8.55kN/m Brick Wall Weight

-Dead load on slab AC/6-8 = 3.6 kN/m2 x (3.3/27) = 5.94 kN/m

5.94kN/m

-Dead load on slab CD/6-8 = 3.6 kN/m2 x (1.8/2) = 3.24 kN/m

3.24kN/m

Total dead load 1.08 + 8.55 + 5.94 + 3.24 =18.81 kN/m

18.81kN/m

Slab A-B/3-5

Slab B-D/3-5

Total Dead load

Live Load -Live load on slab AC/6-8 Storage = [1.5 kN/m2 x ( 3.3/2)] = 2.48kN/m

8 4m 2.48kN/m

-Live load on slab CD/6-8 Storage = [1.5 kN/m2 x (1.8/2)] = 1.35 kN/m

1.35kN/m

Total live load 2.48 + 1.35 = 3.83 kN/m

C-D/6-8

3.83kN/m

Ultimate Load Ultimate dead load at 6-8 18.81 x 1.4 = 26.33 kN/m

Total Live Load

8 4m

Ultimate live load at 6-8 3.83 x 1.6 = 6.13 kN/m Ultimate Load 26.33 + 6.13 = 32.46 kN/m Total load = 32.46 kN/m x 4m = 129.84kN

A-C/6-8

32.46kN/m

Ultimate Load

129.84kN

Load diagram

Ra=64.92kN

Rb=64.92kN

64.92kN

Reaction force (symmetrical beam) = 129.84 kN/2 = 64.92 kN

Shear Force diagram

(+) (-)

-64.92kN

64.92 kN from secondary beam will react as point load at 6/AD (REFER TO PG50)

64.92kN

Shear Force Diagram 64.92kN â&#x20AC;&#x201C; 129.84kN = -64.92kN -64.92kN + 64.92kN = 0 Bending Moment Diagram Positive Area 64.92 x (4/2) x 0.5 = 64.92 Negative Area 64.92 x (4/2) x 0.5 = 64.92

Bending moment diagram 0kN

0kN

Beam 6/AD Primary beam

BEDROOM

STORAGE

Beam 6/AD carriesDead load from beam self weight: Gridline A-D Dead load from brick wall weight: Gridline C-D only Dead load from slab: Gridline AD/5-6, AC/6-8 Live load from slab: Gridline AD/5-6, AC/6-8 Point Load at point C/6 from beam C/6-8 (refer to pg48) Dead Load -Beam self weight (beam size is 150mmx 350mm) = 0.15m x 0.35m x 24 kN/m3 = 1.26 kN/m

C 1.26N/m

-Brick Wall Weight (wall height is 3000mm) = 0.15m x 0.3m x 19 kN/m = 8.55 kN/m -Dead load on slab AD/5-6 = 3.6 kN/m2 x (3.7/2) = 6.66 kN/m -Dead load on slab AC/6-8 = 3.6 kN/m2 x (3.3/2) = 3.96 kN/m Total dead load For AC 1.26 + 6.66 + 3.96 = 11.88 kN/m For CD 1.26 + 8.55 + 6.66 = 16.47kN/m

D 3.305m

1.805m

8.55kN/m

6.66kN/m

Beam Self Weight

Brick Wall Weight

Slab A-D/5-6

3.96kN/m Slab A-C/6-8

11.88kN/m

16.47kN/m Total Dead Load

Live load -Live load on slab A-D/5-6 Bedroom = 1.5 kN/m2 x (3..7/2) = 2.78 kN/m

C 1.805m

D 3.305m

2.78kN/m

-Live load on slab A-C/6-8 Storage = 1.5 kN/m2 x (3.3/2) = 1.65 kN/m

Slab A-D/5-6

1.65kN/m Slab A-C/6-8

Total live load For AC 2.78 + 1.65 = 4.43 kN/m

4.43kN/m

2.78kN/m Total Live Load

For CD 2.78kN/m Ultimate load Ultimate dead load at AC 11.88 kN/m x 1.4 = 16.63 kN/m Ultimate dead load at CD 19.71 kN/m x 1.4 = 27.59 kN/m

C 1.805m

23.72kN/m

D 3.305m

34.2kN/m

Ultimate load

Ultimate live load at AC 4.43 kN/m x 1.6 = 7.09 kN/m Ultimate live load at CD 4.13 kN/m x 1.6 = 6.61 kN/m Total ultimate load at AC 16.63 + 7.09 = 23.72 kN/m Total ultimate laod at CD 27.59 + 6.61 = 34.2 kN/m Total load For AD 23.72 kN/m x 1.8m = 42.7 kN For CD 34.2 kN/m x 3.3 = 112.86 kN

Reaction Force ΣM= 0 0 = (Ra x 5.1) – (42.7 x 4.2) – (64.92 x3.3) – (112.86 x 1.65) 5.1Ra = 579.8 kN Ra = 113.69 kN/m

5 3.3m

1.8m

Reaction force from C/6-8 (pg 48) 64.92kN 23.72kN

ΣFy=0 0 = 113.69 + RB – 42.7 – 112.86 – 64.92 = 106.79 kN

Shear Force Diagram (113.69 – 42.7) kN = 70.99 kN (70.99 – 64.92) kN= 6.07 kN (6.07 – 112.86) kN= -106.79 kN Bending Moment Diagram Positive area [(1/2) x (113.69 + 70.99) x (1.805)] + [(1/2) x 6.07 x 0.18)] = 166.76 Negative area 1/2 x (-106.79) x (3.030 –.1.8) = -166.59

34.2kN

Ra =113.69kN

Load diagram

Rb =106.79kN

113.69kN Shear Force diagram

70.99kN (+)

6.07kN (-)

0kN

-106.79kN

166.76kN

Bending moment diagram 0kN

Using Ratio, .

. .

x= 0.18

Beam 4/FG Secondary beam to beam G/3-6

Beam 4/FG carriesDead load from beam self weight: Gridline F-G Dead load from brick wall weight: Gridline F-G Dead load from slab: Gridline FG/2-4, FG/4-6 Live load from slab: Gridline FG/2-4, FG/4-6 Dead Load -Beam Self Weight (150mm x 300mm) = 0.15m x 0.3m x 24 kN/m = 1.08 kN/m -Brick Wall Weight (wall height is 3000mm) = 0.15m x 0.3m x 19 kN/m = 8.55 kN/m

G 3.85m 1.08kN/m

Beam Self Weight

8.55kN/m Brick Wall Weight

-Dead load on slab FG/ 2-4 = [3.6 kN/m3 x (3.5/2)] = 6.3 kN/m

6.3kN/m

-Dead load on slab FG/4-6 = [3.6 kN/m3 x (3.9/2)] 2/3 = 4.68 kN/m

4.68kN/m

Total dead load = 1.08 + 8.55 + 6.3 + 4.68 = 20.61 kN/m

20.61kN/m

Slab F-G/2-4

Slab F-G/4-6

Total Dead load

Live Load -Live load on slab F-G/2-4 = [1.5 kN/m2 x ( 3.5/2)] = 2.63 kN/m

G 3.85m 2.63kN/m

-Live load on slab FG/4-6 = [1.5 kN/m2 x (3.9/2)] 2/3 = 1.95 kN/m

1.95kN/m

Total live load 2.63 + 1.95 =4.58 kN/m

4.58kN/m

Ultimate Load Ultimate dead load at F-G 20.61 kN/m x 1.4 =28.85 kN/m

E-F/1-3

F-G/4-6

Total Live Load

G 3.85m 36.18kN/m

Ultimate Load

141.1kN

Load diagram

Ultimate live load at F-G 4.58kN/m x 1.6 =7.33kN/m Ultimate load 28.85 + 7.33 = 36.18 kN/m Total load =36.18 kN/m x 3.9m = 141.1 kN

Ra=70.55kN

Rb=70.55kN

70.55.kN

Reaction force (symmetrical beam) = 141.1/2 = 70.55 kN

Shear Force diagram

(+) (-)

-70.55.kN

70.6 kN from secondary beam will react as point load at G/3-6 (refer to pg55) Shear Force Diagram 70.55 â&#x20AC;&#x201C; 141.1 = -70.55 -70.55 + 70.55 = 0 Bending Moment Diagram Positive area 70.55 x (3.9/2) x (1/2) = 68.79 kN/m Negative area 70.55 x (3.9/2) x (1/2) = 68.79 kN/m

60.46kN Bending moment diagram

0kN

Beam G/3-6 Primary beam

Beam G/3-6 carriesDead load from beam self weight: Gridline 3-6 Dead load from brick wall weight: Gridline 3-6 Dead load from slab: Gridline F-G/3-4, F-G/4-6 Live load from slab: Gridline F-G/3-4, F-G/4-6 Point Load at point G/4 from beam FG/4 (refer to pg53) Dead Load -Beam self weight (beam size is 150mmx 350mm) = 0.15m x 0.35m x 24 kN/m3 = 1.26 kN/m -Brick Wall Weight (wall height is 3000mm) = 0.15m x 0.3m x 19 kN/m = 8.55 kN/m -Dead load on slab F-G/ 3-4 (dead load on slab FG/2-4) = (3.46/2) x (2/3) = 4.15 kN/m

6 4.705m

1.36m 1.26N/m

8.55kN/m

1.63kN/m

Beam Self Weight

Brick Wall Weight

Slab F-G/3-4

Using Ratio, . = . . x= 1.63 kN/m

Dead load on slab FG/4-6 = [3.6KN/m2 x (3.9/2)] = 7.02 kN/m

3 1.36m

4.705m Slab F-G/4-6

16.83kN/m 11.44kN/m

For 4-6 1.26 + 8.55 + 7.02 =16.83 kN/m

Total Dead Load

4 1.36m

6 4.705m

0.69kN/m

(Live load on slab FG/2-4) (dead load on slab FG/2-4) 1.5 x (3.46/2) x(2/3) = 1.73 kN/m

Slab F-G/3-4

2.93kN/m Slab F-G/4-6

Using Ratio, . = . . x= 0.69 kN/m Live load on slab FG/4-6 =1.5 kN/m2 x (3.9/2) = 2.93kN/m

7.02kN/m

Total dead load For 3-4 1.26 + 8.55 + 1.63 =11.44 kN/m

Live load -Live load on slab FG/3-4 0.69 kN/m

2.93kN/m 0.69kN/m Total Live Load

Total live load For 3-4 0.69 kN/m For 4-6 2.93kN/m Ultimate load Ultimate dead load at 3-4 11.44 kN/m x 1.4 =16.02 kN/m Ultimate dead load at 4-6 16.83 kN/m x 1.4 = 23.56 kN/m Ultimate live load at 3-4 = 0.69 x 1.6 = 1.1 kN/m Ultimate live load at 3-4 = -2.93 kN/m x 1.6 =4.69 kN/m

Total ultimate load at 3-4 16.02 + 1.1 = 17.12 kN/m

1.36m

Total ultimate load at 4-6 4-6 = 23.56 + 4.69 =28.25kN/m

4.705m Ultimate load

28.25kN/m

17.12kN/m

Total load For 3-4 17.12 x 1.36 =23..2 kN For 4-6 = 28.25x 4.7 = 132.78 kN Reaction Force ΣM= 0 =Ra (6.06) – 23.28 (5.38) – 70.6(4.78) – =4.9 Ra- 98.49 – 141.51 – 47.743 4.9 Ra = 287.73 Ra =126.9kN

3 1.36m

6 4.705m

Reaction force from 4/F-G (pg 53) 70.6kN

ΣFy=0 = 58.72 + Rb - 25.58 – 50.54 – 34.10 Rb= = 99.76 kN/m Shear Force Diagram (1269-23.28)kN= 103.62kN (103.62 – 70.6)kN= 33.02 kN (33.02–- 132.78) = -99.76kN

17.12kN

28.25kN

Ra =126.9kN

Load diagram

Rb =99.76kN

126.9kN Shear Force diagram

103.62kN (+)

33.02kN

Bending Moment Diagram Positive area [0.5 / 156.75 + 33.14) x (2.1) + [0.5 x 1.17 x 19.31) = 176.06

(-)

0kN

-99.76kN

176.06kN

Negative area 0.5 x (-99.76) (4.7-1.17) =0.5 x (-352.15 ) = - 176.08

Bending moment diagram 0kN 57

Beam E/1-3 Secondary beam to beam 3/DF

STAIRCASE LIVING AREA

Beam E/1-3 carriesDead load from beam self weight: Gridline 1-3 Dead load from brick wall weight: Gridline 1-3 Dead load from slab: Gridline EF/1-3 Live load from slab: Gridline DF/ 3-5 Dead Load -Beam Self Weight (150mm x 300mm) = 0.15m x 0.3m x 24 kN/m = 1.08 kN/m -Brick Wall Weight (wall height is 3000mm) = 0.15m x 0.3m x 19 kN/m = 8.55 kN/m

3 4.785m 1.08kN/m

Beam Self Weight

8.55kN/m Brick Wall Weight

-Dead load on slab EF/1-3 = [3.6 kN/m3 x (2.1/2)] = 3.78 kN/m

3.78kN/m

Total dead Load = 1.08 + 8.55 + 3.78 = 13.41 kN/m

13.41kN/m

Slab E-F/1-3

Total Dead load

Live Load -Live load on slab EF/1-3 = [1.5 kN/m2 x (2.1/2)] = 1.43kN/m

3 4.785m 1.43kN/m

E-F/1-3

Total live load 1.43 kN/m 1.43kN/m

Total Live Load

Ultimate Load Ultimate dead load at 1-3 13.41 kN/m x 1.4 = 18.77 kN/m Ultimate live load at 1-3 1.43 kN/m x 1.6 = 2.29 kN/m

3 4.785m

Ultimate Load 18.77+2.29 = 21.06kN/m

21.06kN/m

Ultimate Load

101.09kN

Load diagram

Total load 21.06 kN/m x 4.8m =101.09kN Reaction force (symmetrical beam) =101.09/2 = 50.545 kN 50.54kN from secondary beam will react as point load at 3/DF (refer to pg60)

Ra=50.545kN

Rb=50.545kN

50.545kN

Shear Force diagram

(+) (-)

Shear Force Diagram 50.545 â&#x20AC;&#x201C; 101.09 = -50.545 -50.545 + 50.545 = 0 Bending Moment Diagram Positive area 50545 x (4.785/2) x (1/2) =60.46 Negative area 50.545 x (4.785/2) x (1/2) = 60.46

-50.545.kN

60.46kN Bending moment diagram

0kN

Beam 3/DF Primary beam

STAIRCASE LIVING AREA

Beam 3/DF carriesDead load from beam self weight: Gridline D-F Dead load from slab: Gridline DF/3-5 Live load from slab: Gridline DF/3-5 Point Load at point E/3 from beam E/1-3 (refer to pg 58) Dead Load -Beam self weight (beam size is 150mmx 350mm) = 0.15m x 0.35m x 24 kN/m3 = 1.26 kN/m

2.790m

1.26N/m

Beam Self Weight

5.04kN/m

Total dead load =1.26 + 5.04 = 6.3 kN/m

Total live load 2.1kN/m

4.785m

-Dead load on slab DF/3-5 = 3.6 kN/m2 x (2.8/2) = 5.04 kN/m

Live load -Live load on slab DF/3-5 Living area =[1.5 kN/m2 x (2.8/2)] =2.1 kN/m

5.04kN/m

1.26kN/m

Slab D-F/3-5

Total Dead Load

E 2.140m

F 2.75m

2.1kN/m

Slab D-F/3-5

2.1kN/m Total Live Load 60

Ultimate Load Ultimate dead load at D-F = 6.3 kN/m x 1.4 = 8.82 kN/m

214m

2.75m

12.18kN/m

Ultimate live load at D-F = 2.1kN/m x 1.6 = 3.36 kN/m

Ultimate load

Total ultimate load at D-F 8.82 + 3.36 = 12.18 kN/m Total Load For D-E 12.18 kN/m x 2.1 = 25.58 kN/m For D-F 12.18 x 2.8 = 34.1 kN/m Reaction Force ΣM= 0 =Ra (4.9) – 25.58 (3.85) -50.54 (2.8) – 34.1 (1.4) =4.9 Ra- 98.49 – 141.51 – 47.743 4.9 Ra = 287.73 Ra =58.72 kN ΣFy=0 = 58.72 + Rb - 25.58 – 50.54 – 34.10 Rb= = 51.5kN Shear Force Diagram (58.72 – 25.58)kN= 33.14kN (33.14)kN= -17.4 kN (-17.4 – 34.1)kN= -51.5kN Bending Moment Diagram Positive area 0.5 x (58.72 + 33.14) x (2.1) = 0.5 x 91.86 x 2.1 = 96.45

6 3.3m

1.8m

Reaction force from E/1-3 (pg 58) 50.54kN 12.18kN

12.18kN

Ra =58.72kN

Load diagram

Rb =51.5kN

58.72kN Shear Force diagram

33.14kN (+) -17.4kN

(-)

0kN

-51.5kN 96.45kN

Negative area 0.5 x (-17.14 – 5105) x (2.8) = 0.5 x (-68.9) x 2.8 = 96.46

Bending 61 moment diagram 0kN

Quantity Live Loads Acting on Different Space Bedrooms

= 1.5 kN/m2

Living Rooms

= 1.5 kN/m2

Dining room

= 1.5 kN/m2

Laundry

= 3.0 kN/m2

Piano area

= 2.0 kN/m2

Toilet

= 1.5 kN/m2

Kitchen

= 1.5 kN/m2

Study room

= 1.5 kN/m2

Storage

= 1.5 kN/m2

Balcony

= 1.5 kN/m2

Stairs

= 1.5 kN/m2

TANG JU YI

NEOH JIA WEN

WONG CAROL

TANG JU YI

NEOH JIA WEN

WONG CAROL

TANG JU YI

NEOH JIA WEN

WONG CAROL

TRIBUTARY AREA FIRST FLOOR PLAN SCALE 1:100

TANG JU YI

NEOH JIA WEN

WONG CAROL

WONG CAROL 0317742

• COLUMN G/4 (Ground Floor- First Floor) • COLUMN F/8 (First Floor- Roof) • COLUMN G/8 (First Floor- Roof)

N = 0.4fcuAc + 0.8 fyAsc Ac = 300 x 400 = 120,000 Asc = 2 % x 120,000 = 2,400 N = 0.4fcuAc + 0.8 fyAsc = 0.4(30)(120000) + 0.8(460)(2400) = 1440,000 + 883,200 = 2323200 N = 2323.2kN Thus, this column can sustain any ULTIMATE load below 26323kN

Column G/4 (Ground floor- First floor)

Piano Area

Living Area GROUND FLOOR Ground floor Dead Load -Slabs (5.83m2+ 4.5m2+ 6.06m2+ 4.78m2) x 3.6 kN/m2 =76.212 kN

Live Load -Living Area 5.83 x 1.5 kN/m2= 8.75 kN 4.78 x 1.5 kN/m2= 7.17 kN 6.06 x 1.5 kN/m2= 9.09 kN

-Beams [(1.9m+ 2.4m+ 1.36m+ 2.4m) x 1.26 kN/m + (2 x 1.08 kN/m)} = 10.16 +2.16 =12.32kN

-Piano Area 4.5 x 2 kN/m2= 9 kN

-Column = 8.64 kN/m Total Dead Load = 76.212 kN+ 12.32kN+ 8.64 kN/m = 97.17 kN

Total Live Load = 8.75 kN+ 7.17 kN+ 9.09 kN+ 9 kN = 34.01 kN

Total Dead Load x 1.4 factor = 136.04 kN

Total Live Load x 1.6 factor = 54.42 kN

Ultimate Load acting on column G/4= 190.46 kN 69

Column F/8 (First floor- Roof)

ROOF STRUCTURAL PLAN

LIVING AREA

FIRST FLOOR STRUCTURAL PLAN

MASTER BEDROOM

BALCONY

PIANO AREA

GROUND FLOOR STRUCTURAL PLAN

CAR PORCH 70

Roof Dead Load -Slabs (4.28m2+ 7.84m2) x 3.6 kN/m2 =43.63 kN -Beams (2.14m+ 1.93m+ 2m+ 2m) x 1.26kN/m = 10.17 kN Total = 43.63 kN+ 10.17 kN = 53.8 kN First floor Dead Load -Walls (2.14m+ 1.93m+ 2m) x 8.55 kN/m = 51.9 kN -Slabs (4.28m2+ 7.84m2) x 3.6 kN/m2 =43.63 kN

Live Load -Living Area 4.28 x 1.5 kN/m2= 6.42 kN -Bed Room 3.86 x 1.5 kN/m2= 5.8 kN -Balcony 3.86 x 1.5 kN/m2= 5.8 kN

-Beams (2.14m+ 1.93m+ 2m+ 2m) x 1.26kN/m = 10.17 kN -Column = 8.64 kN/m Total = 51.9 kN+ 43.63 kN+ 10.17 kN+ 8.64 kN/m = 105.7 kN

Total Live Load = 6.42 kN+ 5.8 kN+ 5.8 kN = 18.02 kN

Ground floor Dead Load

Live Load

-Walls 4.14m x 8.55 kN/m =35.40kN

-kitchen 4.28m2 x 1.5 kN/m2= 6.42 kN

-Slabs 4.28m2 x 3.6 kN/m2 =15.408 kN -Beams 4.14m x 1.26kN/m = 5.216 kN -Column = 8.64 kN Total = 35.40kN+ 15.408 kN+ 5.216 kN+ 8.64 kN = 64.66 kN

Total = 18.02 kN+ 6.42 kN =16.837 kN

Total dead load = 53.8 kN+ 105.7 kN+ 64.66 kN =224.16 kN

Total live load = 16.837 kN+ 6.42 kN =23.26 kN

Total dead load x 1.4 factor =313.82kN

Total live load x 1.6 factor =37.21 kN

Ultimate Load acting on column F/8= 351.312 kN

Column G/8 (First floor- Roof)

ROOF STRUCTURAL PLAN

FIRST FLOOR STRUCTURAL PLAN

FIRST FLOOR STRUCTURAL PLAN 73

Roof Dead Load -Slabs (3.86m2+ 3.86m2 + 4m2 + 4m2) x 3.6 kN/m2 =56.6 kN -Beams (1.93m+ 2m+ 2m+ 2m) x 1.26kN/m = 10 kN Total = 56.6 kN+ 10 kN = 66.6 kN First floor Dead Load -Walls (2m+ 1.93m) x 8.55 kN/m = 33.6 kN

Live Load

-Slabs (3.86m2+ 3.86m2 + 4m2 + 4m2) x 3.6 kN/m2 =56.6 kN

-Balcony 3.86 x 1.5 kN/m2= 5.8 kN 4 x 1.5 kN/m2= 6 kN 4 x 1.5 kN/m2= 6 kN

-Bed Room 3.86 x 1.5 kN/m2= 5.8 kN

-Beams (1.93m+ 2m+ 2m+ 2m) x 1.26kN/m = 10 kN -Column = 8.64 kN/m Total = 33.6 kN+ 56.6 kN+ 10 kN+ 8.64 kN/m = 108.84 kN Total dead load = 108.84 kN+ 66.6 kN

Total Live Load = 5.8 kN+ 5.8 kN+ 6 kN+ 6 kN = 23.58 kN

Total dead load x 1.4 factor =245.62 kN

Total Live Load x 1.6 factor = 37.728 kN

Ultimate Load acting on column G/8= 283.35 kN 74

NEOH JIA WEN 0318228

• COLUMN A/3 (Ground Floor- Roof) • COLUMN A/6 (Ground Floor- Roof) • COLUMN D/3 (Ground Floor- Roof)

Column A/3 (Ground floor- Roof)

ROOF STRUCTURAL PLAN

FIRST FLOOR STRUCTURAL PLAN

GROUND FLOOR STRUCTURAL PLAN

Roof Dead Load -Slabs =9.677m2x 3.6 kN/m2 =34.837 kN -Beams (2.39m+ 1.40m+ 2.55m) x 1.26kN/m = 7.992 kN Total = 34.837 kN+ 7.992 kN = 49.172 kN First Floor Dead Load -Walls 6.343mx 8.55 kN/m =54.233 kN -Slabs 9.677m2 x 3.6 kN/m2 =34.837 kN -Beams 6.343m x 1.26kN/m = 7.992 kN -Column = 8.64 kN Total = 54.233 kN+ 34.837 kN+ 7.992 kN+ 8.64 kN = 105.702 kN

Live Load -Study Room 6.113m2 x 1.5 kN/m2= 9.17 kN -Toilet 3.4596m2x 1.5 kN/m2= 51.894 kN -Bedroom 02 6.113m2 x 1.5 kN/m2= 9.1695 kN -Bedroom 3.564m2 x 1.5 kN/m2= 5.3415kN Total = 9.17 kN+ 51.894 kN+ 9.1695 kN+ 5.3415kN =75.575 kN

Ground floor Dead Load

Live Load

-Walls 6.343mx 8.55 kN/m =54.233 kN

-Study Room 6.113m2 x 1.5 kN/m2= 9.17 kN

-Slabs 9.677m2 x 3.6 kN/m2 =34.837 kN -Beams 6.343m x 1.26kN/m = 7.992 kN

-Toilet 3.4596m2x 1.5 kN/m2= 51.894 kN -Bedroom 02 6.113m2 x 1.5 kN/m2= 9.1695 kN -Bedroom 3.564m2 x 1.5 kN/m2= 5.3415kN

-Column = 8.64 kN Total = 54.233 kN+ 34.837 kN+ 7.992 kN+ 8.64 kN = 105.702 kN

Total = 9.17 kN+ 51.894 kN+ 9.1695 kN+ 5.3415kN =75.575 kN

Total dead load = 49.172 kN+ 105.702 kN+ 105.702 kN =260.576 kN

Total live load = 75.575 kN+75.575 kN =151.15 kN

Total dead load x 1.4 factor =364.806 kN

Total live load x 1.6 factor =241.84 kN

Ultimate Load acting on column A/3= 606.646 kN 79

Column A/6 (Ground floor- Roof)

ROOF STRUCTURAL PLAN

FIRST FLOOR STRUCTURAL PLAN

GROUND FLOOR STRUCTURAL PLAN

STORAGE

Roof Dead Load -Slabs =7.044m2x 3.6 kN/m2 =25.3584 kN -Beams (1.905m+ 1.728m+ 2.195m) x 1.26kN/m = 7.35 kN Total = 25.3584 kN+ 7.35 kN = 32.708kN First Floor Dead Load

Live Load

-Walls (1.905m+ 1.728m) x 8.55 kN/m =31.101 kN

-Bedroom 01 4.181m2 x 1.5 kN/m2= 6.271 kN

-Slabs 7.044m2 x 3.6 kN/m2 =25.358 kN

-Bedroom 03 7.044m2 x 1.5 kN/m2= 10.566 kN

-Beams 5.833m x 1.26kN/m = 7.35 kN -Column = 8.64 kN Total = 31.101 kN+ 25.358 kN+ 7.35 kN+ 8.64 kN = 72.449 kN

Total = 6.271 kN+ 10.566 kN =16.837 kN

Ground floor Dead Load

Live Load

-Walls 5.833m x 8.55 kN/m =49.872 kN

-Bedroom 01 4.181m2 x 1.5 kN/m2= 6.271 kN

-Slabs 4.181m2 x 3.6 kN/m2 =15.052 kN

-Bedroom 03 7.044m2 x 1.5 kN/m2= 10.566 kN

-Beams (2m + 1.638m) x 1.26kN/m = 4.583 kN -Column = 8.64 kN Total = 49.872 kN+ 15.052 kN+ 4.583 kN+ 8.64 kN = 78.147 kN

Total = 6.271 kN+ 10.566 kN =16.837 kN

Total dead load = 32.708 kN+ 72.449 kN+ 78.147 kN =183.304 kN

Total live load = 16.837 kN+ 16.837 kN =33.674 kN

Total dead load x 1.4 factor =256.626 kN

Total live load x 1.6 factor =53.88 kN

Ultimate Load acting on column A/6= 310.504kN 82

Column D/3 (Ground floor- Roof)

ROOF STRUCTURAL PLAN

FIRST FLOOR STRUCTURAL PLAN

GROUND FLOOR STRUCTURAL PLAN 83

Roof Dead Load -Slabs =22.937m2x 3.6 kN/m2 =82.573 kN -Beams (2.3925m+ 1.395m+ 2.445m+ 2.555) x 1.26kN/m = 11.072 kN Total = 82.573 kN+ 11.072 kN = 93.645kN First Floor Dead Load -Walls (2.4m+ 1.4m+2.55) x 8.55 kN/m =54.228kN -Slabs 22.937m2 x 3.6 kN/m2 =82.573 kN -Beams 8.788m x 1.26kN/m = 11.037 kN -Column = 8.64 kN Total = 54.228 kN+ 82.573 kN+ 11.037 kN+ 8.64 kN = 156.503 kN

Live Load -Bedroom 6.113m2 x 1.5 kN/m2= 9.17 kN -Stairs 5.85m2 x 1.5 kN/m2= 8.775 kN -Bathroom 3.56m2 x 1.5 kN/m2= 5.34 kN -Living Area 7.414m2 x 1.5 kN/m2= 11.121 kN Total = 9.17 kN+ 8.775 kN+ 5.34 kN+ 11.121 kN =34.406 kN

Ground floor Dead Load

Live Load

-Walls (2.4m+ 1.4m+2.55) x 8.55 kN/m =54.228kN

-Study room 6.113m2 x 1.5 kN/m2= 9.17 kN

-Slabs 22.937m2 x 3.6 kN/m2 =82.573 kN -Beams 8.788m x 1.26kN/m = 11.037 kN

-Stairs 5.85m2 x 1.5 kN/m2= 8.775 kN -Toilet 3.56m2 x 1.5 kN/m2= 5.34 kN -Living Area 7.414m2 x 1.5 kN/m2= 11.121 kN

-Column = 8.64 kN Total = 54.228 kN+ 82.573 kN+ 11.037 kN+ 8.64 kN = 156.503 kN

Total = 9.17 kN+ 8.775 kN+ 5.34 kN+ 11.121 kN =34.406 kN

Total dead load = 93.645kN+ 156.503 kN+ 156.503 kN =406.651 kN

Total live load = 34.406 kN+ 34.406 kN =68.812 kN

Total dead load x 1.4 factor =569.31 kN

Total live load x 1.6 factor =109.78 kN

Ultimate Load acting on column D/3= 679.091kN 85

TANG JUYI 0317735

• COLUMN F/4 (Ground Floor- First Floor) • COLUMN F/6 (Ground Floor- Roof) • COLUMN D/1 (Ground Floor- Roof)

Column F/4 (Ground floor- First floor)

GROUND FLOOR STRUCTURAL PLAN Ground floor Dead Load -Slabs (7.42m2+ 5.92m2+ 4.53m2) x 3.6 kN/m2 =64.33 kN -Beams [(1.93m + 3.07m+ 2.35m)] x 1.26 kN/m = 7.35 x 1.26 kN/m = 9.26 kN

Live Load -Living Area 5.92 x 1.5 kN/m2= 8.88 kN -Piano Area 4.53 x 2 kN/m2= 9.06 kN -Dining Area 7.42 x 1.5 kN/m2= 11.13 kN

-Column = 8.64 kN/m -Walls = 2.35m x 8.55 kN/m =20.09 kN Total Dead Load = 64.33 kN+ 9.26kN+ 8.64 kN/m+ 20.09 kN = 102.32 kN Total Dead Load x 1.4 factor = 143.248 kN

Total Live Load = 8.88 kN+ 9.06 kN+ 11.13 kN = 29.07 kN Total Live Load x 1.6 factor = 46.51 kN

Ultimate Load acting on column F/4= 189.76 kN 88

Column F/6 (First floor- Roof)

ROOF STRUCTURAL PLAN

FIRST FLOOR STRUCTURAL PLAN

Dining area

GROUND FLOOR STRUCTURAL PLAN

Kitchen

Living area Car porch

Roof Dead Load -Slabs (4m2+ 2.14m2 + 4.54m2 + 3.86m2) x 3.6 kN/m2 = 52.34 kN -Beams (2.352m+ 2.445m+ 2m+ 1.925m) x 1.26kN/m = 10.99 kN Total = 52.34 kN+ 10.99 kN = 63.33 kN First floor Dead Load -Walls (2.352m+ 2m) x 8.55 kN/m = 37.21 kN -Slabs (4m2+ 2.14m2 + 4.54m2 + 3.86m2) x 3.6 kN/m2 = 52.34kN

Live Load -Living Area (4.0 + 2.14) x 1.5 kN/m2= 9.21 kN -Bed Room (4.54 + 3.86) x 1.5 kN/m2= 12.6 kN

-Beams (4.352m+ 2.445m+ 1.925m) x 1.26kN/m = 10.99 kN -Column = 8.64 kN/m Total = 37.21 kN+ 52.34 kN+ 10.99 kN+ 8.64 kN/m = 109.18 kN

Total = 9.21kN+ 12.6 kN = 21.81 kN

Ground floor Dead Load -Walls (2.35m+ 2m + 1.925) x 8.55 kN/m = 53.65 kN -Slabs (4m2+ 2.14m2 + 4.54m2 + 3.86m2) x 3.6 kN/m2 = 52.34kN -Beams (6.275m+ 2.445m) x 1.26kN/m = 10.99 kN

Live Load -Dining Area 4.0 x 1.5 kN/m2= 6.0 kN -Kitchen 2.14 x 1.5 kN/m2= 3.21 kN -Piano Area 4.54 x 1.5 kN/m2= 6.81 kN -Car Park 3.86 x 1.5kN/m2 = 57.9kN

-Column = 8.64 kN/m Total = 53.65 kN+ 52.34 kN+ 10.99 kN+ 8.64 kN/m = 125.62 kN Total dead load = 63.3 kN+ 109.18 kN + 125.62kN = 298.1kN Total dead load x 1.4 factor = 417.34 kN

Total = 6.0 kN+ 3.21 kN+ 6.81 kN+ 57.9 kN/m = 73.92 kN

Total live load = 21.81 kN+ 73.92 kN = 95.73kN Total live load x 1.6 factor =153.17kN

Ultimate Load acting on column F/6= 570.51 kN 91

Column D/1 (Ground floor- Roof)

ROOF STRUCTURAL PLAN

FIRST FLOOR STRUCTURAL PLAN

GROUND FLOOR STRUCTURAL PLAN 92

Roof Dead Load -Slabs (6.11m2+ 5.85m2) x 3.6 kN/m2 = 43.06 kN -Beams (7.393m+ 1.261m) x 1.26kN/m = 9.32 kN Total = 43.06 kN+ 9.32 kN = 52.38 kN

First floor Dead Load -Walls (2.445m+ 2.555m + 2.392m) x 8.55 kN/m = 63.21kN

Live Load -Bed Room 6.11 x 1.5 kN/m2= 5.8 kN

-Slabs (6.11m2) x 3.6 kN/m2 =22 kN -Beams (2.75 + 2.555m+ 2.392m) x 1.26kN/m = 9.7 kN -Column = 8.64 kN/m Total = 63.21 kN+22kN + 9.7 kN+ 8.64 kN/m = 103.55 kN

Total = 5.8 kN

Ground Floor Live Load

Dead Load -Walls (2.445m+ 2.555m + 2.392m) x 8.55 kN/m = 63.21 kN

-Study Room 6.11 x 1.5 kN/m2= 9.165kN -Stairs 5.85 x 1.5kN/m2 = 8.775kN

-Slabs (6.11m2+ 5.85m2) x 3.6 kN/m2 = 43.06kN -Beams (2.445m+ 2.555m+ 2.392m) x 1.26kN/m = 9.32 kN Column = 8.64 kN/m Total = 65.81 kN+ 43.06 kN + 9.32 + 8.64 = 124.77 kN

Total dead load = 52.3 kN+ 103.55 kN+ 124.77 kN = 280.62 Total dead load x 1.4 factor =392.868 kN

Total live load = 5.8 kN+ 9.165 kN+ 8.775 kN = 23.74kN/m Total Live Load x 1.6 factor = 14.737

Ultimate load acting on column D/1= 407.61 kN 94