Extension of a R.C. bungalow

BUILDING STUCTURE [ARC 2552] PROJECT 2: EXTENSION OF R.C. STRUCTURE

Cempaka Sari Villas & Twin Villas, Laman Cempaka

Name: Cheah Hoong Fei ID: 0311690 Tutor: Miss Norita

3D STRUCTURAL MODEL OF PROPOSAL EXTENSION

ROOF PLAN

EXTENSION PROPOSAL

GROUND FLOOR PLAN

FIRST FLOOR PLAN

EXTENSION PROPOSAL

GROUND FLOOR STRUCTURAL PLAN

FIRST FLOOR STRUCTURAL PLAN

LOAD DISTRIBUTION DIAGRAM

Load distribution on ground floor

Load distribution on first floor

QUANTITY DEAD LOADS ACTING ON

QUANTITY LIVE LOADS ACTING ON

STRCUTURE

STRUCTURE

GROUND FLOOR

GROUND FLOOR

Gym Room

Gym Room

Slab thickness = 150mm

4.0kN/m²

Slab self-weight = 0.15m x 24kN/m² = 3.6kN/m²

Store Room 1.0kN/m²

Store Room Slab thickness = 150mm Slab self-weight = 0.15m x 24kN/m² = 3.6kN/m²

Tea Room 2.0kN/m²

Tea Room Slab thickness = 150mm

FIRST FLOOR

Slab self-weight = 0.15m x 24kN/m²

Study Room

= 3.6kN/m²

2.0kN/m²

Brick Wall Wall Height x Thickness x Density

Corridor

3.6m x 0.15m x 19kN/m²

4.0kN/m²

=10.26kN/m² Living Area 2.0kN/m²

FIRST FLOOR Study Room Slab thickness = 150mm

(According to 4th schedule of UBBL for live

Slab self-weight = 0.15m x 24kN/m²

load according to the function of the space.)

= 3.6kN/m² Corridor Slab thickness = 150mm Slab self-weight = 0.15m x 24kN/m² = 3.6kN/m²

Living Area Slab thickness = 150mm Slab self-weight = 0.15m x 24kN/m² = 3.6kN/m² Brick Wall Wall Height x Thickness x Density 3.3m x 0.15m x 19kN/m² =9.41kN/m²

Beam Self-Weight (Assume that initial beam size 150mm x 300mm) Beam size x concrete density 0.15m x 0.3m x 2.4kN/m² = 1.08kN/m

IDENTIFY ONE WAY OR TWO WAY SLAB Indicating the distribution of load from slab to beam Ly = Longer side of slab Lx = Shorter side of slab When Ly/Lx > 2, it is a one way slab; When Ly/Lx < or = 2, it is a two way slab.

Ground Floor

Ground Floor Plan showing type of slabs

Gym Room 6.50m รท 2.35m = 2.77 > 2 (One way slab) Store Room 6.50m รท 1.50m = 4.33 > 2 (One way slab) Tea Room 3.85m รท 3.35m = 1.15 < 2 (Two way slab)

First Floor

First Floor Plan showing type of slabs

Study Room 6.50m รท 2.35m = 2.77 > 2 (One way slab) Corridor 6.50m รท 1.50m = 4.33 > 2 (One way slab) Living Area 3.85m รท 3.35m = 1.15 < 2 (Two way slab)

BEAM ANALYSIS CALCULATION First Floor Beam, 1/A-B (i)

Carries self-weight – Dead load

(ii)

Slab – Deal load & Live load > A-B / 1-2 (One way)

(iii)

Brick wall – Dead load

Beam self-weight = Beam size x Concrete density = 0.15m x 0.3m x 24 kN/m³ = 1.08 kN/m Brick wall weight = Wall height x Thickness x Density = 3.3m x 0.15m x 19 kN/m³ = 9.41 kN/m

Dead load on slab A-B / 1-2 (One way slab) Load is transferred to beam 1/A-B in UDL form.

Dead load from slab A-B / 1-2 = Dead load on slab x (Lx/2) = 3.6 kN/m² x (2.35m/2) = 4.23 kN/m

Total dead load on slab A-B / 1-2 = 1.08 kN/m + 9.41 kN/m + 4.23 kN/m = 14.72 kN/m

Total dead load diagram

Live load on slab A-B / 1-2 (One way slab) Load is transferred to beam 1/A-B in UDL form.

Live load from slab A-B / 1-2 = Live load on slab x (Lx/2) = 2.0 kN/m² x (2.35m/2) = 2.35 kN/m

Total live load on slab A-B / 1-2 = 2.35 kN/m

Total live load diagram

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

Dead load A-B = 14.72 kN/m x 1.4 = 20.61 kN/m Live load A-B = 2.35 kN/m x 1.6 = 3.76 kN/m Ultimate load A-B = 20.61 kN/m + 3.76 kN/m = 24.37 kN/m

Ultimate load diagram

Reaction Force ΣMA = 0 = RA (6.5) – 24.37(6.5)(6.5/2) = 6.5RA – 514.83 RA = 79.21kN ΣFY = 0 = RA + RB – 24.37(6.5) = 79.21 + RB – 158.41 RB = 79.2kN

Load diagram

Shear force diagram

Bending moment diagram Area of (+) = [79.2 x (6.5/2)] / 2 = 128.7kN Area of (-) = - [79.2 x (6.5/2)] / 2 = - 128.7kN 128.7kN + (- 128.7kN) = 0 Bending moment diagram

BEAM ANALYSIS CALCULATION First Floor Beam, 2/A-B (i)

Carries self-weight – Dead load

(ii)

Slab – Deal load & Live load > A-B / 1-2 (One way) > A-B / 2-3 (One way)

(iii)

Brick wall – Dead load

Beam self-weight = Beam size x Concrete density = 0.15m x 0.3m x 24 kN/m³ = 1.08 kN/m Brick wall weight = Wall height x Thickness x Density = 3.3m x 0.15m x 19 kN/m³ = 9.41 kN/m

Dead load on slab A-B / 1-2 (One way slab) Load is transferred to beam 1/A-B in UDL form.

Dead load from slab A-B / 1-2 = Dead load on slab x (Lx/2) = 3.6 kN/m² x (2.35m/2) = 4.23 kN/m

Dead load from slab A-B / 2-3 = Dead load on slab x (Lx/2) = 3.6 kN/m² x (1.5m/2) = 2.7 kN/m

Total dead load on slab A-B / 1-3 = 1.08 kN/m + 9.41 kN/m + 4.23 kN/m + 2.7 kN/m = 17.42 kN/m

Total dead load diagram

Live load on slab A-B / 1-2 (One way slab) Load is transferred to beam 2/A-B in UDL form.

Live load from slab A-B / 1-2 = Live load on slab x (Lx/2) = 2.0 kN/m² x (2.35m/2) = 2.35 kN/m

Live load from slab A-B / 2-3 = Live load on slab x (Lx/2) = 4.0 kN/m² x (1.5m/2) = 3 kN/m

Total live load on slab A-B / 1-3 = 2.35 kN/m + 3 kN/m = 5.35 kN/m

Total live load diagram

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

Dead load A-B = 17.42 kN/m x 1.4 = 24.39 kN/m Live load A-B = 5.35 kN/m x 1.6 = 8.56 kN/m Ultimate load A-B = 24.39 kN/m + 8.56 kN/m = 32.95 kN/m

Ultimate load diagram

Reaction Force ΣMA = 0 = RA (6.5) – 32.95(6.5)(6.5/2) = 6.5RA – 696.09 RA = 107.09kN ΣFY = 0 = RA + RB – 32.95(6.5) = 107.09 + RB – 214.18 RB = 107.09kN

Load diagram

Shear force diagram

Bending moment diagram Area of (+) = [107.09 x (6.5/2)] / 2 = 174.02kN Area of (-) = - [107.09 x (6.5/2)] / 2 = - 174.02kN 174.02kN + (- 174.02kN) = 0

Bending moment diagram

BEAM ANALYSIS CALCULATION First Floor Beam, 3/A-B (i)

Carries self-weight – Dead load

(ii)

Slab – Deal load & Live load > A-B / 2-3 (One way)

(iii)

Brick wall – Dead load

Beam self-weight = Beam size x Concrete density = 0.15m x 0.3m x 24 kN/m³ = 1.08 kN/m Brick wall weight = Wall height x Thickness x Density = 3.3m x 0.15m x 19 kN/m³ = 9.41 kN/m

Dead load on slab A-B / 2-3 (One way slab) Load is transferred to beam 3/A-B in UDL form.

Dead load from slab A-B / 2-3 = Dead load on slab x (Lx/2) = 3.6 kN/m² x (1.5m/2) = 2.7 kN/m

Total dead load on slab A-B / 1-3 = 1.08 kN/m + 9.41 kN/m + 2.7 kN/m = 13.19 kN/m

Total dead load diagram

Live load on slab A-B / 2-3 (One way slab) Load is transferred to beam 3/A-B in UDL form.

Live load from slab A-B / 2-3 = Live load on slab x (Lx/2) = 4.0 kN/m² x (1.5m/2) = 3 kN/m

Total live load on slab A-B / 1-3 = 3 kN/m

Total live load diagram

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

Dead load A-B = 13.19 kN/m x 1.4 = 18.47 kN/m Live load A-B = 3 kN/m x 1.6 = 4.8 kN/m Ultimate load A-B = 18.47 kN/m + 4.8 kN/m = 23.27 kN/m

Ultimate load diagram

Reaction Force ΣMA = 0 = RA (6.5) – 23.27(6.5)(6.5/2) = 6.5RA – 491.60 RA = 75.63kN ΣFY = 0 = RA + RB – 32.95(6.5) = 75.63 + RB – 151.26 RB = 75.63kN

Load diagram

Shear force diagram

Bending moment diagram Area of (+) = [75.63 x (6.5/2)] / 2 = 122.90kN Area of (-) = - [75.63 x (6.5/2)] / 2 = - 122.90kN 122.90kN + (- 122.90kN) = 0 Bending moment diagram

BEAM ANALYSIS CALCULATION Ground Floor Beam, 2/ A-B (i)

Carries self-weight – Dead load

(ii)

Slab – Deal load & Live load > A-B / 1-2 (One way) > A-B / 2-3 ( One way)

(iii)

Brick wall – Dead load

Beam self-weight = Beam size x Concrete density = 0.15m x 0.3m x 24 kN/m³ = 1.08 kN/m Brick wall weight = Wall height x Thickness x Density = 3.6m x 0.15m x 19 kN/m³ = 10.26 kN/m

Dead load on slab A-B / 2 (One way slab) Load is transferred to beam 2/A-B in UDL form.

Dead load from slab A-B / 1-2 = Dead load on slab x (Lx/2) = 3.6 kN/m² x (2.35m/2) = 4.23 kN/m

Dead load from slab A-B / 2-3 = Dead load on slab x (Lx/2) = 3.6 kN/m² x (1.5m/2) = 2.7 kN/m

Total dead load on slab A-B / 1-3 = 1.08 kN/m + 10.26 kN/m + 4.23 kN/m + 2.7 kN/m = 18.27 kN/m

Total dead load diagram

Live load on slab A-B / 2 (One way slab) Load is transferred to beam 2/A-B in UDL form.

Live load from slab A-B / 1-2 = Live load on slab x (Lx/2) = 4.0 kN/m² x (2.35m/2) = 4.7 kN/m

Live load from slab A-B / 2-3 = Live load on slab x (Lx/2) = 1.0 kN/m² x (1.5m/2) = 0.75 kN/m

Total live load on slab A-B / 1-3 = 4.7 kN/m + 0.75 kN/m = 5.45 kN/m

Total live load diagram

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

Dead load A-B = 18.27 kN/m x 1.4 = 25.58 kN/m Live load A-B = 5.45 kN/m x 1.6 = 8.72 kN/m Ultimate load A-B = 25.58 kN/m + 8.72 kN/m = 34.3 kN/m

Ultimate load diagram

Reaction Force ΣMA = 0 = RA (6.5) – 34.3(6.5)(6.5/2) = 6.5RA – 724.59 RA = 111.48kN ΣFY = 0 = RA + RB – 34.3(6.5) = 111.48 + RB – 222.95 RB = 111.48kN

Load diagram

Shear force diagram

Bending moment diagram Area of (+) = [111.48 x (6.5/2)] / 2 = 181.16kN Area of (-) = - [111.48 x (6.5/2)] / 2 = - 181.16kN 181.16kN + (- 181.16kN) = 0 Bending moment diagram

BEAM ANALYSIS CALCULATION Ground Floor Beam B/1-3 (i)

Carries self-weight – Dead load

(ii)

Slab – Deal load & Live load > B-C / 1-3 (Two way)

(iii)

Brick wall – Dead load

Beam self-weight = Beam size x Concrete density = 0.15m x 0.3m x 24 kN/m³ = 1.08 kN/m Brick wall weight = Wall height x Thickness x Density = 3.6m x 0.15m x 19 kN/m³ = 10.26 kN/m

Dead Load on slab B-C/1-3 (two way slab) Load is transferred to beam B/1-3 in a trapezoidal form. Convert the trapezoidal load into UDL. Dead Load on slab B-C/1-3 = Dead Load on slab x (L/2) = 3.6kN/m² x (3.85m/2) = 6.93kN/m

Total dead load on slab A-B / 1-2 = 1.08 kN/m + 10.26 kN/m + 6.93kN/m = 18.27 kN/m

Total dead load on slab A-B / 2-3 = 1.08 kN/m + 6.93kN/m = 8.01 kN/m

Total dead load diagram

Live Load on slab B-C/1-3 (one way slab) Load is transferred to beam B/1-3 in a trapezoidal form. Convert the trapezoidal load into UDL. Live Load on slab B-C/1-3 = Live Load on slab x (L/2) = 2.0kN/m² x (3.58m/2) = 3.58kN/m Total Live Load on slab B-C/1-3 = 3.58kN/m

Total live load diagram

Ultimate Load Apply factor 1.4 & 1.6 to dead load and live load respectively.

Dead load 1-2 = 18.27kN/m x 1.4 = 25.58kN/m Dead load 2-3 = 8.01kN/m x 1.4 = 11.21kN/m Live Load 1-3 = 3.58kN/m x 1.6 = 5.73kN/m Point Load 2 = 111.48kN Ultimate Load 1-2 = 25.58kN/m + 5.73kN/m = 31.31kN/m Ultimate Load 2-3 = 11.21kN/m + 5.73kN/m = 16.94kN/m Ultimate Load 2 = 111.48 kN

Ultimate load diagram

Reaction Force ΣMA = 0 = RA (3.85) – 31.31(2.35) [(2.35/2) + 1.5] – 111.48(1.5) – 16.94(1.5) (1.5/2) = 3.85RA – 196.82 – 167.22 – 19.08 3.85RA = - 383.12 RA = 99.51kN/m ΣFY = 0 = RA + RB – 31.31(2.35) – 111.48 – 16.94(1.5) = 99.51 + RB – 73.58 – 111.48- 25.41 99.51 + RB = 210.47 RB = 110.96kN/m

Load diagram

Shear force diagram

Bending Moment Diagram Area of (+) = (99.51 + 25.93)/2 x 2.35 = 147.39kN Area of (-) = - (85.55 + 110.96)/2 x 1.5 = - 147.38kN 147.39kN + (- 147.38) = 0.01

Bending moment diagram

BEAM ANALYSIS CALCULATION Ground Floor Beam, 3/B-C (i)

Carries self-weight – Dead load

(ii)

Slab – Deal load & Live load > B-C / 1-3 (Two way)

(iii)

Brick wall – Dead load

Beam self-weight = Beam size x Concrete density = 0.15m x 0.3m x 24 kN/m³ = 1.08 kN/m Brick wall weight = Wall height x Thickness x Density = 3.6m x 0.15m x 19 kN/m³ = 10.26 kN/m

Dead load on slab B-C / 1-3 (Two way slab) Load is transferred to beam 1/B-C in a triangular form.

Dead load from slab B-C / 1-3 = Dead load on slab x (Lx/2) = 3.6 kN/m² x (3.85m/2) = 6.93 kN/m Convert triangular load to UDL by applying a factor of 2/3.

Dead load on slab B-C / 1-3 = 6.93 kN/m x 2/3 = 4.62 kN/m

Total dead load on slab A-B / 1-3 = 1.08 kN/m + 10.26 kN/m + 4.62 kN/m = 15.96 kN/m

Total dead load diagram

Live load on slab B-C / 1-3 (Two way slab) Load is transferred to beam 3/A-B in a triangular form.

Live load from slab B-C / 1-3 = Live load on slab x (Lx/2) = 2.0 kN/m² x (3.85m/2) = 3.86 kN/m

Convert triangular load to UDL by applying a factor of 2/3.

Live Load on slab B-C/1-3 = 3.86kN/m x 2/3 = 2.57kN/m

Total Live Load on slab B-C/1-3 = 2.57kN/m

Total live load diagram

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

Dead load B-C = 15.96 kN/m x 1.4 = 22.34 kN/m Live load B-C = 2.57 kN/m x 1.6 = 4.11 kN/m Ultimate load B-C = 22.34 kN/m + 4.11 kN/m = 26.45 kN/m

Ultimate load diagram

Reaction Force ΣMA = 0 = RA (3.35) – 26.45(3.35)(3.35/2) = 3.35 RA – 148.42 RA = 44.3 kN ΣFY = 0 = RA + RB – 26.45(3.35) = 44.3+ RB – 88.61 RB = 44.3 kN

Load diagram

Shear force diagram

Bending moment diagram Area of (+) = [44.3 x (3.35/2)] / 2 = 148.41kN Area of (-) = - [44.3 x (3.35/2)] / 2 = - 148.41kN 148.41kN + (- 148.41kN) = 0 Bending moment diagram

LOAD DISTRIBUTION DIAGRAM Indicating the distribution load from slab to column by using tributary area method.

Ground Floor Plan showing distribution load from slab to column

First Floor Plan showing distribution from slab to column

COLUMN ANALYSIS CALCULATION (TRIBUTARY AREA METHOD) To identify how much load would be transferred from slab to column First Floor Column 2C A/1

Area 3.25m x 1.93m = 6.27m²

Load 6.27m² x 2.0kN/m = 12.54kN (for Study Room)

2C A/3

3.25m x 1.93m = 6.27m²

6.27m² x 4.0kN/m = 25.08kN (for Corridor)

2C B/1

3.25m x 1.93m = 6.27m²

6.27m² x 2.0kN/m = 12.54kN (for Study Room)

1.68m x 1.93m = 3.24m²

3.24m² x 2.0kN/m = 6.48kN (for Living Area) Total: 12.54kN + 6.48kN = 19.02kN (for Study Room and Living Area)

2C B/3

3.25m x 1.93m = 6.27m²

6.27m² x 4.0kN/m = 25.08kN (for Corridor)

1.68m x 1.93m = 3.24m²

3.24m² x 2.0kN/m = 6.48kN (for Living Area) Total: 25.08kN +6.48kN = 31.56kN (for Corridor and Living Area)

2C C/1

1.68m x 1.93m = 3.24m²

3.24m² x 2.0kN/m = 6.48kN (for Living Area)

2C C/3

1.68m x 1.93m = 3.24m²

3.24m² x 2.0kN/m = 6.48kN (for Living Area)

Ground Floor Column 1C A/1

Area 3.25m x 1.93m = 6.27m²

Load 6.27m² x 4.0kN/m = 25.08kN (for Gym Room) 25.08kN + 12.54kN = 37.62kN

1C A/3

3.25m x 1.93m = 6.27m²

6.27m² x 1.0kN/m = 6.27kN (for Store Room) 6.27kN + 25.08kN = 31.35kN

1C B/1

3.25m x 1.93m = 6.27m²

6.27m² x 4.0kN/m = 25.08kN (for Gym Room)

1.68m x 1.93m = 3.24m²

3.24m² x 2.0kN/m = 6.48kN (for Tea Room) Total: 25.08kN + 6.48kN = 31.56kN (for Gym Room and Tea Room) 31.56kN + 19.02kN = 50.58kN

1C B/3

3.25m x 1.93m = 6.27m²

6.27m² x 1.0kN/m = 6.27kN (for Store Room)

1.68m x 1.93m = 3.24m²

3.24m² x 2.0kN/m = 6.48kN (for Tea Room) Total: 6.27kN +6.48kN = 12.75kN (for Store Room and Tea Room) 12.75kN + 31.56kN = 44.31kN

1C C/1

1.68m x 1.93m = 3.24m²

3.24m² x 2.0kN/m = 6.48kN (for Tea Room) 6.48kN + 6.48kN = 12.96kN

1C C/3

1.68m x 1.93m = 3.24m²

3.24m² x 2.0kN/m = 6.48kN (for Tea Room) 6.48kN + 6.48kN = 12.96kN

PLANS INDICATING LOAD DISTRIBUTION FROM SLAB TO COLUMN First floor plan

Ground floor plan

COLUMN ANALYSIS CALCULATION (TRIBUTARY AREA METHOD) To identify how much load would be transferred from slab to column Column A/3 Dead Load (i) Roof Flat roof slab Slab thickness = 200mm Slab self-weight = 0.2m x 24 kN/m³ = 4.8 kN/mᵌ Area = 3.25m x 1.93m = 6.27m² Dead Load of Flat Roof Slab = 4.8 kN/m² x 6.27m² = 30.1kN Beam self-weight = 0.15m x 0.3m x 24 kN/m³ x (6.27m²) = 6.77kN Total Dead Load of Roof = 30.1kN + 6.77kN = 36.87kN (ii) First floor Slab (Corridor) = 3.6 kN/m² x (3.25m x 1.93m) = 22.57kN Beam self-weight = 1.08 kN/m x (3.25m + 1.93m) = 5.59kN Brick wall = 9.41 kN/m x (3.25m + 1.93m) = 48.74kN Total Dead Load of First Floor = 22.57kN + 5.59kN + 48.74kN = 76.9kN

(iii) Ground Floor Slab (Store room) = 3.6 kN/m² x (3.25m x 1.93m) = 22.57kN Beam self-weight = 1.08 kN/m² x (3.25m + 1.93m) = 5.59kN Brick wall = 10.26 kN/m² x (3.25m + 1.93m) = 53.15kN Total Dead Load of Ground Floor = 22.57kN + 5.59kN + 53.15kN = 81.31kN TOTAL DEAD LOAD FROM ROOF TO FOUNDATION = 36.87kN + 76.9kN + 81.31kN = 195.08kN

Live Load (i) Roof Live load of flat roof slab = 0.5 kN/m² x 6.27m² = 13.14kN (ii) First Floor Slab (Corridor) = 4.0 kN/m² x (3.25m x 1.93m) = 4.0 kN/m² x 6.27m² = 25.08kN (iii) Ground Floor Slab (Store room) = 1.0 kN/m² x (3.25m x 1.93m) = 1.0 kN/m² x 6.27m² = 6.27kN

TOTAL LIVE LOAD FROM ROOF TO FOUNDATION = 13.14kN + 25.08kN + 6.27kN = 44.49kN Ultimate Load Dead load = 195.08kN x 1.4 = 273.11kN Live load = 44.49kN x 1.6 = 71.18kN 273.11kN + 71.18kN = 308.29kN Assumption fcu = 30 N/mm² (concrete strength) fy = 250 N/mm² (yield strength of steel) Ac = 150 x 150 = 22500 mm² (cross section of concrete column) Asc = 22500 mm² x 2% = 450 mm² (steel content in a column) N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (22500) + 0.8 (450) (250) = 360 000N = 360kN Conclusion N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (150 x 130) + 0.8 (150 x 130 x 2%) (250) = 234 000N + 78 000N = 312 000N = 321kN *The suitable size of column A/3 is 150mm x 100mm, which can sustain ultimate load of 308.28kN.

Column B/3 Dead Load (i) Roof Flat roof slab Slab thickness = 200mm Slab self-weight = 0.2m x 24 kN/mᵌ = 4.8 kN/mᵌ Area = (3.25m + 1.68m) x 1.93m = 9.51m² Dead Load of Flat Roof Slab = 4.8 kN/m² x 9.51m² = 45.65kN Beam self-weight = 0.15m x 0.3m x 24 kN/mᵌ x (9.51m²) = 10.27kN Total Dead Load of Roof = 45.65kN + 10.27kN = 55.92kN (ii) First floor Slab (Corridor) = 3.6 kN/m² x (3.25m x 1.93m) = 22.57kN Slab (Living area) = 3.6 kN/m² x (1.68m x 1.93m) = 11.67kN Beam self-weight = 1.08 kN/m x (4.93m + 1.93m) = 7.41kN Brick wall = 9.41 kN/m x (4.93m + 1.93m) = 64.55kN

Total Dead Load of First Floor = 22.57kN + 11.67kN + 7.41kN + 64.55kN = 106.2kN

(iii) Ground Floor Slab (Store room) = 3.6 kN/m² x (3.25m x 1.93m) = 22.57kN Slab (Tea room) = 3.6 kN/m² x (1.68m x 1.93m) = 11.67kN Beam self-weight = 1.08 kN/m² x (4.93m + 1.93m) = 7.41kN Brick wall = 10.26 kN/m² x (4.93m + 1.93m) = 70.38kN Total Dead Load of Ground Floor = 22.57kN + 11.67kN + 7.41kN + 70.38kN = 112.03kN TOTAL DEAD LOAD FROM ROOF TO FOUNDATION = 55.92kN + 106.2kN + 112.03kN = 274.15kN

Live Load (i) Roof Live load of flat roof slab = 0.5 kN/m² x 9.51m² = 4.76kN (ii) First Floor Slab (Corridor) = 4.0 kN/m² x (4.93m x 1.93m) = 4.0 kN/m² x 9.51m² = 38.04kN

Slab (Living area) = 2.0 kN/m² x (4.93m x 1.93m) = 2.0 kN/m² x 9.51m² = 19.02kN (iii) Ground Floor Slab (Store room) = 1.0 kN/m² x (4.93m x 1.93m) = 1.0 kN/m² x 9.51m² = 9.51kN Slab (Tea room) = 2.0 kN/m² x (4.93m x 1.93m) = 2.0 kN/m² x 9.51m² = 19.02kN

TOTAL LIVE LOAD FROM ROOF TO FOUNDATION = 4.76kN + 38.04kN + 19.02kN + 9.51kN + 19.02kN = 90.35kN Ultimate Load Dead load = 274.15kN x 1.4 = 383.81kN Live load = 90.35kN x 1.6 = 144.56kN 383.31kN + 144.56kN = 528.37kN Assumption fcu = 30 N/mm² (concrete strength) fy = 250 N/mm² (yield strength of steel) Ac = 150 x 150 = 22500 mm² (cross section of concrete column) Asc = 22500 mm² x 2% = 450 mm² (steel content in a column) N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (22500) + 0.8 (450) (250) = 360 000N = 360kN

Conclusion N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (150 x 225) + 0.8 (150 x 225 x 2%) (250) = 405 000N + 135 000N = 540 000N = 540kN *The suitable size of column A/3 is 150mm x 225mm, which can sustain ultimate load of 528.37kN.

Column C/3 Dead Load (i) Roof Flat roof slab Slab thickness = 200mm Slab self-weight = 0.2m x 24 kN/mᵌ = 4.8 kN/mᵌ Area = 1.68m x 1.93m = 3.24m² Dead Load of Flat Roof Slab = 4.8 kN/m² x 3.24m² = 15.55kN Beam self-weight = 0.15m x 0.3m x 24 kN/mᵌ x (3.24m²) = 3.5kN Total Dead Load of Roof = 15.55kN + 3.5kN = 19.05kN (ii) First floor Slab (Living area) = 3.6 kN/m² x (1.68m x 1.93m) = 11.66kN Beam self-weight = 1.08 kN/m x (1.68m + 1.93m) = 3.9kN Brick wall = 9.41 kN/m x (1.68m + 1.93m) = 33.97kN Total Dead Load of First Floor = 11.66kN + 3.9kN + 33.97kN = 49.53kN

(iii) Ground Floor Slab (Tea room) = 3.6 kN/m² x (1.68m x 1.93m) = 11.66kN Beam self-weight = 1.08 kN/m² x (1.68m + 1.93m) = 3.9kN Brick wall = 10.26 kN/m² x (1.68m + 1.93m) = 37.04kN Total Dead Load of Ground Floor = 11.66kN + 3.9kN + 37.04kN = 52.6kN TOTAL DEAD LOAD FROM ROOF TO FOUNDATION = 19.05kN + 49.53kN + 52.6kN = 121.18kN

Live Load (i) Roof Live load of flat roof slab = 0.5 kN/m² x (4.93m x 1.93m) = 4.76kN (ii) First Floor Slab (Living area) = 2.0 kN/m² x (4.93m x 1.93m) = 2.0 kN/m² x 9.51m² = 19.02kN (iii) Ground Floor Slab (Store room) = 2.0 kN/m² x (4.93m x 1.93m) = 2.0 kN/m² x 9.51m² = 19.02kN

TOTAL LIVE LOAD FROM ROOF TO FOUNDATION = 4.76kN + 19.02kN + 19.02kN = 42.8kN Ultimate Load Dead load = 121.18kN x 1.4 = 169.65kN Live load = 42.8kN x 1.6 = 68.48kN 169.65kN + 68.48kN = 238.13kN Assumption fcu = 30 N/mm² (concrete strength) fy = 250 N/mm² (yield strength of steel) Ac = 150 x 150 = 22500 mm² (cross section of concrete column) Asc = 22500 mm² x 2% = 450 mm² (steel content in a column) N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (22500) + 0.8 (450) (250) = 360 000N = 360kN Conclusion N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (150 x 100) + 0.8 (150 x 100 x 2%) (250) = 180 000N + 60 000N = 240 000N = 240kN *The suitable size of column A/3 is 150mm x 100mm, which can sustain ultimate load of 238.13kN.

Column

Ultimate Load

Suitable Column Size

A/1

359.11kN

150mm x 150mm

A/3

308.25kN

150mm x 100mm

B/1

472.35kN

175mm x 175mm

B/3

528.37kN

150mm x 225mm

C/1

214.77kN

120mm x 120mm

C/3

238.13kN

150mm x 100mm

Roof layout plan indicating load transfer from slab to column

References Adib, M. R. (2014). Lecture Slides: Beams Part 2. Retrieved 19 June 2014 from https://times.taylors.edu.my/pluginfile.php/1712919/mod_resource/content/1/Beams.pdf Ann, S. P. (2014). Part 1: Frame It Up. Retrieved 19 June from http://www.powtoon.com/p/euyoG1UdTcD Ann, S. P. (2014). Part 2: Quantify Loads. Retrieved 19 June from http://www.powtoon.com/p/dyVdvydgVOY/ Ann, S. P. (2014). Part 3: Distributing Load from Slab to Beam.

Retrieved 19 June from http://www.powtoon.com/p/eQ0DDLd4PWg/ Ann, S. P. (2014). Part 3: Distributing Load from Slab to Beam. Retrieved 19 June from http://www.powtoon.com/p/eQ0DDLd4PWg/ Ann, S. P. (2014). Lecture Slides: Load Path. Retrieved 19 June from https://times.taylors.edu.my/pluginfile.php/1748482/mod_resource/content/1/L6%20-%2 0LOAD%20PATHS%20LECTURE%20-%20BUILDING%20STRUCTURES.pdf Ann, S. P. (2014). Lecture Slides: Reaction Force. Retrieved 19 June from https://times.taylors.edu.my/pluginfile.php/1712916/mod_resource/content/1/Reaction%2 0Force.pdf MDC Legal Advisers. (2006). Uniform Building By-Laws. Malaysia : MDC Publishers.

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