B. Structure Final Calculation

Project 2 Extension of a R. C. Bungalow Building Structures (ARC 2522/2523)

Individual Extension Proposal Report Ong Wei Hoow (0304468) Mr Adib (Tutor)

Extension Proposal

Architectural Plans 1:150 1. Ground Floor Plan

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2. First Floor Plan

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3. Roof Plan

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Extension Proposal

Structural Plans 1:150 1. Foundation Layout Plan

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2. Ground Floor Layout Plan

Demolished Structure

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3. First Floor Layout Plan

Demolished Structure

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4. Roof Layout Plan

Demolished Structure

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3D Sketch-up Extension Model Perspectives

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Quantify Dead Loads Acting on Structure Beam Self-Weight (Assume that initial beam size 150 mm x 300mm) = Beam Size x Concrete Density = 0.15 m x 0.3 m x 24 kN/m3 = 1.08 kN/m Ground Floor Dining: Slab thickness = 150 mm Slab self-weight = 0.15 m x 24 kN/m3 = 3.6 kN/m2 Store: Slab thickness = 150 mm Slab self-weight = 0.15 m x 24 kN/m3 = 3.6 kN/m2 Mini Bar: Slab thickness = 150 mm Slab self-weight = 0.15 m x 24 kN/m3 = 3.6 kN/m2 Brick Wall: = Wall Height x Thickness x Density = 3.4 m x 0.15 m x 19 kN/m3 = 9.69 kN/m

First Floor Bath Room: Slab thickness = 100 mm Slab self-weight = 0.1 m x 24 kN/m3 = 2.4kN/m2 Guest Room: Slab thickness = 150 mm Slab self-weight = 0.15 m x 24 kN/m3 = 3.6 kN/m2

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Gym Room: Slab thickness = 150 mm Slab self-weight = 0.15 m x 24 kN/m3 = 3.6 kN/m2 Study Room: Slab thickness = 150 mm Slab self-weight = 0.15 m x 24 kN/m3 = 3.6 kN/m2 Brick Wall: = Wall Height x Thickness x Density = 2.8 m x 0.15 m x 19 kN/m3 = 7.98 kN/m

Quantify Live Loads Acting on Structure Ground Floor Dining: 2.0 kN/m2 Store: 2.5 kN/m2 Mini Bar: 2.0 kN/m2 First Floor Bath Room: 2.0 kN/m2 Guest Room: 2.0 kN/m2 Gym Room: 5.0 kN/m2 Study Room: 2.5 kN/m2 (According to 4th schedule of UBBL for live load according to the function of the space.)

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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 < 2 or =2, it is a two way slab.

Ground Floor Dining = 4000 mm / 2800 mm = 1.42 < 2 (two way slab) Store = 2800 mm / 2200 mm = 1.27 < 2 (two way slab) Mini Bar = 2800 mm / 1300 mm = 2.15 > 1 (one way slab) = 2800m m / 1500 mm = 1.87 < 2 (two way slab)

First Floor Bath Room = 1800 mm / 1500 mm = 1.2 < 2 (two way slab)

Ground Floor Layout Plan 1:150

Guest Room = 2800 mm / 2200 mm = 1.27 < 2 (two way slab) = 1800 mm / 1300 mm = 1.38 < 2 (two way slab) Gym Room = 2800 mm / 2200 mm = 1.27 < 2 (two way slab) Study Room: = 2800 mm / 1300 mm = 2.15 > 1 (one way slab) = 2800 m / 1500 m = 1.87 < 2 (two way slab)

First Floor Layout Plan 1:150

Load Distribution Diagram To identify how much load would be transferred from the slab to each adjacent beam

Ground Floor Layout Plan 1:100

First Floor Layout Plan 1:100

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Beam Analysis Calculation Ground Floor Beam, B / 1-2 1) Carries self-weight â&#x20AC;&#x201C; Dead Load 2) Slab Dead Load & Live Load > A-B / 1-2 (one way slab) > B-C / 1-2 (two way slab) Beam Self weight

= Beam size x concrete density = 0.15 m x 0.3 m x 24 kN/m3 = 1.08 kN/m

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

Dead load from slab A-C / 1-2 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (1.3 m / 2) = 2.34 kN/m

Dead Load on slab B-C / 1-2 (two way slab) Load is transferred to beam B / 1-2 in a trapezoidal form. Convert it into UDL. Dead load from slab B-C / 1-2 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (1.5 m / 2) = 2.70 kN/m

Total Dead Load Total for 1-2 = 1.08 kN/m + 2.34 kN/m + 2.70 kN/m = 6.12 kN/m

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

Live load from slab A-C / 1-2 = Live load on slab x (LX / 2) = 2 kN/m2 x (1.3 m / 2) = 1.3 kN/m

Live Load on slab A-C / 3-4 (two way slab) Load is transferred to beam B / 1-2 in a trapezoidal form. Convert it into UDL. Live load from slab A-C / 3-4 = Live load on slab x (LX / 2) = 2kN/m2 x (1.5 m / 2) = 1.5 kN/m Total Live Load Total for 1-2 = 1.3 kN/m + 1.5 kN/m = 2.8 kN/m

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

Dead load 1-2

= 6.12 kN/m x 1.4 = 8.57 kN/m

Live load 1-2

= 2.8 kN/m x 1.6 = 4.48 kN/m

Ultimate load 1-2

= 8.57 kN/m + 4.48 kN/m = 13.05 kN/m

Reactions ΣMA = 0 = R2 (2.8) – 13.05 (2.8) (2.8/2) = 2.8 R2 – 51.16 R2 = 18.27 kN ΣFy

R1

=0 = R2 + R1 – 13.05 (2.8) = 18.27 + R1 – 36.54 = R1 – 18.27 = 18.27 kN

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Conclusion The size of beam B / 1-2 should be 125 mm x 250 mm (1 % of reinforcement) with 20 kNm of Bending Moment Capacity.

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Beam Analysis Calculation Ground Floor Beam, 2 / A-C 1) Carries self-weight – Dead Load 2) Slab Dead Load & Live Load > A-C / 2-3 (two way slab) > B-C / 1-2 (two way slab) 3) Brick wall – Dead Load 4) Point Load of Beam B / 1-2 = 18.27 kN Beam Self weight

= Beam size x concrete density = 0.15 m x 0.3 m x 24 kN/m3 = 1.08 kN/m

Brick wall weight

= Wall Height x Thickness x Density = 3.4 m x 0.15 m x 19 kN/m3 = 9.69 kN/m

Dead Load on slab A-C / 2-3 (two way slab) Load is transferred to beam 2 / A-C in a trapezoidal form. Convert it into UDL. Dead load from slab A-C / 2-3 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (2.2 m / 2) = 3.96 kN/m Dead Load on slab B-C / 1-2 (two way slab) Load is transferred to beam 2 / A-C in a trapezoidal form. Convert it into UDL. Dead load from slab B-C / 1-2 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (1.5 m / 2) = 2.70 kN/m

Total Dead Load Total for A-B = 1.08 kN/m + 9.69 kN/m + 3.96 kN/m = 14.73 kN/m Total for B-C = 1.08 kN/m + 9.69 kN/m + 3.96 kN/m + 2.70 kN/m = 17.43 kN/m

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Live Load on slab A-C / 1-2 (two way slab) Load is transferred to beam 2 / A-C in a trapezoidal form. Convert it into UDL. Live load from slab A-C / 2-3 = Live load on slab x (LX / 2) = 2.5 kN/m2 x (2.2 m / 2) = 2.75 kN/m Live Load on slab A-C / 3-4 (two way slab) Load is transferred to beam 2 / A-C in a trapezoidal form. Convert it into UDL. Live load from slab B-C / 1-2 = Live load on slab x (LX / 2) = 2.0 kN/m2 x (1.5 m / 2) = 1.50 kN/m Total Live Load Total for A-B = 2.75 kN/m Total for B-C = 2.75 kN/m + 1.50 kN/m = 4.25 kN/m

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

Dead load A-B Dead load B-C

= 14.73 kN/m x 1.4 = 20.62 kN/m = 17.43 kN/m x 1.4 = 24.40 kN/m

Live load A-B Live load B-C

= 2.75 kN/m x 1.6 = 4.4 kN/m = 4.25 kN/m x 1.6 = 6.8 kN/m

Ultimate load A-B Ultimate load B-C

= 20.62 kN/m + 4.4 kN/m = 25.02 kN/m = 24.40 kN/m + 6.8 kN/m = 31.20 kN/m

Reactions ΣMA = 0 = RA (1.3+1.5) – 31.20 (1.5) (1.5/2) – 25.02 (1.3) (1.3/2 + 1.5) – 18.27 (1.5) = 2.8 RA – 35.1 – 69.93 – 27.41 = 2.8 RA – 132.44 RA = 47.3 kN ΣFy

RB

=0 = RA + RB – (31.2 x 1.5) – (25.02 x 1.3) – 18.27 = 47.30 + RB – 46.8 – 32.53 – 18.27 = RB – 50.3 = 50.30 kN

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Conclusion The size of beam 2 / A-C should be 125 mm x 300 mm (1.5 % of reinforcement) with 55 kNm of Bending Moment Capacity.

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Beam Analysis Calculation Ground Floor Beam, A / 1-3 1) Carries self-weight – Dead Load 2) Slab Dead Load & Live Load > A-B / 1-2 (one way slab) > A-C / 2-3 (two way slab) 3) Brick wall – Dead Load 4) Point Load of Beam 2 / A-C = 44.04 kN Beam Self weight

= Beam size x concrete density = 0.15 m x 0.3 m x 24 kN/m3 = 1.08 kN/m

Brick wall weight

= Wall Height x Thickness x Density = 3.4 m x 0.15 m x 19 kN/m3 = 9.69 kN/m

Dead Load on slab A-B / 1-2 (one way slab) Load is transferred to beam A / 1-3 in a UDL form.

Dead load from slab A-B / 1-2 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (1.3 m / 2) = 2.34 kN/m

Dead Load on slab A-C / 2-3 (two way slab) Load is transferred to beam A / 1-3 in a trapezoidal form. Convert it into UDL. Dead load from slab A-C / 2-3 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (2.2 m / 2) = 3.96 kN/m

Total Dead Load Total for 1-2 = 1.08 kN/m + 9.69 kN/m + 2.34 kN/m = 13.11 kN/m Total for 2-3 = 1.08 kN/m + 9.69 kN/m + 3.96 kN/m = 14.73 kN/m

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Live Load on slab A-B / 1-2 (one way slab) Load is transferred to beam A / 1-3 in a UDL form.

Live load from slab A-B / 1-2 = Live load on slab x (LX / 2) = 2.0 kN/m2 x (1.3 m / 2) = 1.3 kN/m Live Load on slab A-C / 2-3 (two way slab) Load is transferred to beam A / 1-3 in a trapezoidal form. Convert it into UDL. Live load from slab A-C / 2-3 = Live load on slab x (LX / 2) = 2.5 kN/m2 x (2.2 m / 2) = 2.75 kN/m Total Live Load Total for 1-2 = 1.3 kN/m Total for 2-3 = 2.75 kN/m

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

Dead load 1-2 Dead load 2-3

= 13.11 kN/m x 1.4 = 18.35 kN/m = 14.73 kN/m x 1.4 = 20.62 kN/m

Live load 1-2 Live load 2-3

= 1.3 kN/m x 1.6 = 2.08 kN/m = 2.75 kN/m x 1.6 = 4.4 kN/m

Ultimate load 1-2 Ultimate load 2-3

= 18.35 kN/m + 2.08 kN/m = 20.43 kN/m = 20.62 kN/m + 4.4 kN/m = 25.02 kN/m

Reactions ΣMA = 0 = R3 (2.2+2.8) – 20.43 (2.8) (2.8/2) – 25.02 (2.2) (2.2/2 + 2.8) – 47.30 (2.8) = 5 R3 – 80.09 – 214.67 – 132.44 = 5 R3 – 427.2 R3 = 85.44 kN ΣFy

R4

=0 = R3 + R4 – (25.02 x 2.2) – (20.43 x 2.8) – 47.30 = 85.44 + R4 – 55.04 – 57.2 – 47.30 = R4 – 74.1 = 74.10 kN

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Conclusion The size of beam A / 1-3 should be 125 mm x 600 mm (1 % of reinforcement) with 150 kNm of Bending Moment Capacity.

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Beam Analysis Calculation First Floor Beam, B / 4-5 1) Carries self-weight – Dead Load 2) Slab Dead Load & Live Load > A-B / 4-5 (two way slab) > B-C / 4-5 (two way slab) 3) Brick wall – Dead Load

Beam Self weight

= Beam size x concrete density = 0.15 m x 0.3 m x 24 kN/m3 = 1.08 kN/m

Brick wall weight

= Wall Height x Thickness x Density = 2.8 m x 0.15 m x 19 kN/m3 = 7.98 kN/m

Dead Load on slab A-B / 4-5 (two way slab) Load is transferred to beam B / 4-5 in a trapezoidal form. Convert it into UDL Dead load from slab A-B / 4-5 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (1.3 m / 2) = 2.34 kN/m

Dead Load on slab B-C / 4-5 (two way slab) Load is transferred to beam B / 4-5 in a trapezoidal form. Convert it into UDL. Dead load from slab B-C / 4-5 = Dead load on slab x (LX / 2) = 2.4 kN/m2 x (1.5 m / 2) = 1.8 kN/m

Total Dead Load Total for 4-5 = 1.08 kN/m + 7.98 kN/m + 2.34 kN/m + 1.80 kN/m = 13.2 kN/m

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Live Load on slab A-C / 1-2 (one way slab) Load is transferred to beam B / 4-5 in a trapezoidal form. Convert it into UDL. Live load from slab A-B / 4-5 = Live load on slab x (LX / 2) = 2.0 kN/m2 x (1.3 m / 2) = 1.3 kN/m

Live Load on slab A-C / 3-4 (two way slab) Load is transferred to beam B / 4-5 in a trapezoidal form. Convert it into UDL. Live load from slab B-C / 4-5 = Live load on slab x (LX / 2) = 2.0 kN/m2 x (1.5 m / 2) = 1.5 kN/m Total Live Load Total for 4-5 = 1.3 kN/m + 1.5 kN/m = 2.8 kN/m

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

Dead load 4-5

= 13.2 kN/m x 1.4 = 18.48 kN/m

Live load 4-5

= 2.8 kN/m x 1.6 = 4.48 kN/m

Ultimate load 4-5

= 18.48 kN/m + 4.48 kN/m = 22.88 kN/m

Reactions ΣMA = 0 = R5 (1.8) – 22.88 (1.8) (1.8/2) = 1.8 R5 – 37.07 R5 = 20.59 kN ΣFy

R4

=0 = R5 + R4 – 22.88 (1.8) = 20.59 + R4 – 41.18 = R4 – 20.59 = 20.59 kN

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Conclusion The size of beam B / 4-5 should be 125 mm x 250 mm (1 % of reinforcement) with 20 kNm of Bending Moment Capacity.

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Beam Analysis Calculation First Floor Beam, 4 / A-C 1) Carries self-weight – Dead Load 2) Slab Dead Load & Live Load > A-C / 3-4 (two way slab) > A-B / 4-5 (two way slab) > B-C / 4-5 (two way slab) 3) Brick wall – Dead Load (From B-C) 4) Point Load of Beam B / 4-5 = 20.59 kN

Beam Self weight

= Beam size x concrete density = 0.15 m x 0.3 m x 24 kN/m3 = 1.08 kN/m

Brick wall weight

= Wall Height x Thickness x Density = 2.8 m x 0.15 m x 19 kN/m3 = 7.98 kN/m

Dead Load on slab A-C / 3-4 (two way slab) Load is transferred to beam 4 / A-C in a trapezoidal form. Convert it into UDL Dead load from slab A-C / 3-4 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (2.2 m / 2) = 3.96 kN/m Dead Load on slab A-B / 4-5 (two way slab) Load is transferred to beam 4 / A-C in a trapezoidal form. Convert it into UDL Dead load from slab A-B / 4-5 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (1.3 m / 2) = 2.34 kN/m

Dead Load on slab B-C / 4-5 (two way slab) Load is transferred to beam 4 / A-C in a trapezoidal form. Convert it into UDL. Dead load from slab B-C / 4-5 = Dead load on slab x (LX / 2) = 2.4 kN/m2 x (1.5 m / 2) = 1.8 kN/m

Total Dead Load Total for A-B = 1.08 kN/m + 3.96 kN/m + 2.34 kN/m = 7.38 kN/m Total for B-C = 1.08 kN/m + 3.96 kN/m + 7.98 kN/m + 1.80 kN/m = 14.82 kN/m 33 | P a g e

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Live Load on slab A-C / 3-4 (two way slab) Load is transferred to beam 4 / A-C in a trapezoidal form. Convert it into UDL. Live load from slab A-C / 3-4 = Live load on slab x (LX / 2) = 2.0 kN/m2 x (2.2 m / 2) = 2.2 kN/m Live Load on slab A-B / 4-5 (two way slab) Load is transferred to beam 4 / A-C in a trapezoidal form. Convert it into UDL. Live load from slab A-B / 4-5 = Live load on slab x (LX / 2) = 2.0 kN/m2 x (1.3 m / 2) = 1.3 kN/m Live Load on slab B-C / 4-5 (two way slab) Load is transferred to beam 4 / A-C in a trapezoidal form. Convert it into UDL. Live load from slab B-C / 4-5 = Live load on slab x (LX / 2) = 2.0 kN/m2 x (1.5 m / 2) = 1.5 kN/m Total Live Load Total for A-B = 2.2 kN/m + 1.3 kN/m = 3.5 kN/m Total for B-C = 2.2 kN/m + 1.5 kN/m = 3.7 kN/m

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

Dead load A-B Dead load B-C

= 7.38 kN/m x 1.4 = 10.33 kN/m = 14.82 kN/m x 1.4 = 20.75 kN/m

Live load A-B Live load B-C

= 3.5 kN/m x 1.6 = 5.60 kN/m = 3.7 kN/m x 1.6 = 5.92 kN/m

Ultimate load A-B Ultimate load B-C

= 10.33 kN/m + 5.60 kN/m = 15.93 kN/m = 20.75 kN/m + 5.92 kN/m = 26.67 kN/m

Reactions ΣMA = 0 = RA (1.3+1.5) – 26.67 (1.5) (1.5/2) – 15.93 (1.3) (1.3/2 + 1.5) – 20.59 (1.5) = 2.8 RA – 30 – 44.52 – 30.89 = 2.8 RA – 105.41 RA = 37.65 kN ΣFy

RB

=0 = RA + RB – (26.67 x 1.5) – (15.93 x 1.3) – 20.59 = 37.65 + RB – 40 – 20.71 – 20.59 = RB – 43.66 = 43.66 kN

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Conclusion The size of beam 4 / A-C should be 125 mm x 300 mm (1 % of reinforcement) with 38 kNm of Bending Moment Capacity.

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Beam Analysis Calculation First Floor Beam, A / 3-5 1) Carries self-weight – Dead Load 2) Slab Dead Load & Live Load > A-C / 3-4 (two way slab) > A-B / 4-5 (two way slab) 3) Brick wall – Dead Load 4) Point Load of Beam 4 / A-C = 33.97 kN

Beam Self weight

= Beam size x concrete density = 0.15 m x 0.3 m x 24 kN/m3 = 1.08 kN/m

Brick wall weight

= Wall Height x Thickness x Density = 2.8 m x 0.15 m x 19 kN/m3 = 7.98 kN/m

Dead Load on slab A-C / 3-4 (two way slab) Load is transferred to beam A / 3-5 in a trapezoidal form. Convert it into UDL Dead load from slab A-C / 3-4 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (1.3 m / 2) = 2.34 kN/m

Dead Load on slab A-B / 4-5 (two way slab) Load is transferred to beam A / 3-5 in a trapezoidal form. Convert it into UDL. Dead load from slab A-B / 4-5 = Dead load on slab x (LX / 2) = 3.6 kN/m2 x (2.2 m / 2) = 3.96 kN/m

Total Dead Load Total for 3-4 = 1.08 kN/m + 7.98 kN/m + 2.34 kN/m = 11.4 kN/m Total for 4-5 = 1.08 kN/m + 7.98 kN/m + 3.96 kN/m = 13.02 kN/m

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Live Load on slab A-C / 3-4 (two way slab) Load is transferred to beam A / 3-5 in a trapezoidal form. Convert it into UDL. Live load from slab A-C / 3-4 = Live load on slab x (LX / 2) = 2.0 kN/m2 x (1.3 m / 2) = 1.3 kN/m

Live Load on slab A-B / 4-5 (two way slab) Load is transferred to beam A / 3-5 in a trapezoidal form. Convert it into UDL. Live load from slab A-B / 4-5 = Live load on slab x (LX / 2) = 2.0 kN/m2 x (2.2 m / 2) = 2.2 kN/m Total Live Load Total for 3-4 = 1.3 kN/m Total for 4-5 = 2.2 kN/m

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

Dead load 3-4 Dead load 4-5

= 11.40 kN/m x 1.4 = 15.96 kN/m = 13.02 kN/m x 1.4 = 18.23 kN/m

Live load 3-4 Live load 4-5

= 1.3 kN/m x 1.6 = 2.08 kN/m = 2.2 kN/m x 1.6 = 3.52 kN/m

Ultimate load 3-4 Ultimate load 4-5

= 15.96 kN/m + 2.08 kN/m = 18.04 kN/m = 18.23 kN/m + 3.52 kN/m = 21.75 kN/m

Reactions ΣMA = 0 = R5 (1.8+2.2) – 18.04 (2.2) (2.2/2) – 21.75 (1.8) (1.8/2 + 2.2) – 37.65 (2.2) = 4 R5 – 43.66 – 121.37 – 82.83 = 4 R5 – 247.86 R5 = 61.97 kN ΣFy

R3

=0 = R5 + R3 – 18.04 (2.2) – 21.75 (1.8) – 37.65 = 61.97 + R3 – 39.69 – 39.15 – 37.65 = R4 – 54.52 = 54.52 kN

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Conclusion The size of beam A / 3-5 should be 125 mm x 400 mm (1 % of reinforcement) with 75 kNm of Bending Moment Capacity.

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Load Distribution Diagram To identify Distribution of Load from Slab to Column by using the tributary area method

Ground Floor Layout Plan 1:100

First Floor Layout Plan 1:100 43 | P a g e

Roof Layout Plan 1:100

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Column Analysis Calculation (Tributary Area Method) To identify how much load would be transferred from slab to column Column A/1 Dead Load Roof

Brick Wall = 7.98 kN/m x (0.65 m + 2.50 m) = 25.18 kN

Flat Roof Slab Slab thickness = 200 mm Slab self-weight = 0.20 m x 24 kN/m3 = 4.8 kN/m2

TOTAL DEAD LOAD OF FIRST FLOOR = 5.85 kN + 3.40 kN + 25.18 kN = 34.43 kN

Area = 1.4 m x 2.5 m = 3.5 m2

Ground Floor

Dead Load of Flat Roof Slab = 4.8 kN/m2 x 3.5 m2 = 16.8 kN

Slab (Mini Bar) = 3.6 kN/ m2 x (0.65m x 2.50m) = 5.85 kN

Beam Self-Weight = 1.08 kN/m x (1.4 m + 2.5 m) = 4.21 kN

Beam Self-Weight = 1.08 kN/m x (0.65 m + 2.5 m) = 3.40 kN

TOTAL DEAD LOAD OF ROOF = 16.8 kN + 4.21 kN = 21.01 kN

Brick Wall = 9.69 kN/m x (0.65 m + 2.50 m) = 30.52 kN

First Floor Slab (Study Room) = 3.6 kN/m2 x (0.65 m x 2.50 m) = 5.85 kN Beam Self-Weight = 1.08 kN/m x (0.65 m + 2.5 m) = 3.40 kN

TOTAL DEAD LOAD OF GROUND FLOOR = 5.85 kN + 3.40 kN + 30.52 kN = 39.77 kN

TOTAL DEAD LOAD FROM ROOF TO FOUNDATION 21.01 kN + 34.43 kN + 39.77 kN = 95.21 kN

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Live Load Roof Live Load of Flat Roof Slab = 0.5 kN/m2 x 3.5m2 = 1.75 kN First Floor Slab (Study Room) = 2.5 kN/m2 x (0.65 m x 2.50 m) = 4.06 kN Ground Floor Slab (Mini Bar) = 2.0 kN/ m2 x (0.65m x 2.50m) = 3.25 kN TOTAL LIVE LOAD FROM ROOF TO FOUNDATION 1.75 kN + 4.06 kN + 3.25 kN = 9.06 kN Ultimate Load 95.21 kN x 1.4 + 9.06 kN x 1.6 = 147.79 kN Assumption fcu = 30 N/mm2 (concrete strength) fy = 250 N/mm2 (yield strength of steel) Ac = 125 x 225 = 28125 mm2 (cross section of concrete column) Asc = 28125 mm2 x 2 % = 562.5 mm2 (steel content in a column) N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (28125) + 0.8 (562.5) (250) = 450 000 N = 450 kN Conclusion N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (100 x 100) + 0.8 (100 x 100 x 2%) (250) = 120 000 N + 40 000 N = 160 000 N = 160 kN The suitable size of column A/1 is 100 mm x 100 mm, which can sustain ultimate load of 147.79 kN.

Column A/4 Dead Load Roof Flat Roof Slab Slab thickness = 200 mm Slab self-weight = 0.20 m x 24 kN/m3 = 4.8 kN/m2

Beam Self-Weight = 1.08 kN/m2 x (1.4 m + 1.4 m + 4.5 m) = 7.88 kN Brick Wall = 7.98 kN/m x (1.4 m + 4.5 m) = 47.08 kN TOTAL DEAD LOAD OF FIRST FLOOR = 22.68 kN + 7.88 kN + 47.08 kN = 77.64 kN

Area = 1.4 m x 4.5 m = 6.3 m2 Dead Load of Flat Roof Slab = 4.8 kN/m2 x 6.3 m2 = 30.24 kN Beam Self-Weight = 1.08 kN/m2 x (1.4 m + 1.4 m + 4.5 m) = 7.88 kN TOTAL DEAD LOAD OF ROOF = 30.24 kN + 7.88 kN = 38.12 kN

Ground Floor Slab (Store) = 3.6 kN/m2 x (1.4 m x 2.5 m) = 12.6 kN Slab (Dining) = 3.6 kN/m2 x (1.4 m x 2.0 m) = 10.08 kN Dead Load of Two Slabs = 14.04 kN + 12.24 kN = 22.68 kN

First Floor Slab (Gym Room) = 3.6 kN/m2 x (1.4 m x 2.5 m) = 12.6 kN Slab (Guest Room) = 3.6 kN/m2 x (1.4 m x 2.0 m) = 10.08 kN Dead Load of Two Slabs = 12.6 kN + 10.08 kN = 22.68 kN

Beam Self-Weight = 1.08 kN/m2 x (1.4 m + 1.4 m + 4.5 m) = 7.88 kN Brick Wall = 9.69 kN/m x (1.4 m + 4.5 m) = 57.17 kN TOTAL DEAD LOAD OF GROUND FLOOR = 22.68 kN + 7.88 kN + 57.17 kN = 87.73 kN

TOTAL DEAD LOAD FROM ROOF TO FOUNDATION 38.12 kN + 77.64 kN + 87.73 kN = 203.49 kN

Live Load Roof Live Load of Flat Roof Slab = 0.5 kN/m2 x 6.3 m2 = 3.15 kN First Floor Slab (Gym Room) = 5.0 kN/m2 x (1.4 m x 2.5 m) = 17.5 kN Slab (Guest Room) = 1.5 kN/m2 x (1.4 m x 2.0 m) = 4.2 kN Live Load of Two Slabs = 17.5 kN + 4.2 kN = 21.7 kN Ground Floor Slab (Store) = 2.5 kN/m2 x (1.4 m x 2.5 m) = 8.75 kN Slab (Dining) = 2.0 kN/m2 x (1.4 m x 2.0 m) = 5.60 kN Live Load of Two Slabs = 8.75 kN + 5.60 kN = 14.35 kN TOTAL LIVE LOAD FROM ROOF TO FOUNDATION 3.15 kN + 21.7 kN + 14.35 kN = 39.20 kN Ultimate Load 203.49 kN x 1.4 + 39.20 kN x 1.6 = 347.61 kN

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Assumption fcu = 30 N/mm2 (concrete strength) fy = 250 N/mm2 (yield strength of steel) Ac = 125 x 225 = 28125 mm2 (cross section of concrete column) Asc = 28125 mm2 x 2 % = 562.5 mm2 (steel content in a column) N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (28125) + 0.8 (562.5) ( 250) = 450 000 N = 450 kN

Conclusion N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (125 x 200) + 0.8 (125 x 200 x 2%) (250) = 300 000 N + 100 000 N = 400 000 N = 400 kN The suitable size of column A/4 is 125 mm x 200 mm, which can sustain ultimate load of 347.61 kN.

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Column C/6 Dead Load Roof Flat Roof Slab Slab thickness = 200 mm Slab self-weight = 0.20 m x 24 kN/m3 = 4.8 kN/m2

Brick Wall = 7.98 kN/m x (1.4 m + 1.4 m + 2.0 m) = 38.30 kN TOTAL DEAD LOAD OF FIRST FLOOR = 6.72 kN + 3.67 kN + 38.30 kN = 48.72 kN Ground Floor

Area = 1.4 m x 2.0 m = 2.8 m2 Dead Load of Flat Roof Slab = 4.8 kN/m2 x 2.8 m2 = 13.44 kN Beam Self-Weight = 1.08 kN/m2 x (1.4 m + 2.0 m) = 3.67 kN TOTAL DEAD LOAD OF ROOF = 13.44 kN + 3.67 kN = 17.11 kN

First Floor Slab (Bath Room) = 2.4 kN/m2 x (1.4 m x 2.0 m) = 6.72 kN Beam Self-Weight = 1.08 kN/m x (1.4 m + 2.0 m) = 3.67 kN

Slab (Dining) = 3.6 kN/ m2 x (1.4 m x 2.0 m) = 10.08 kN Beam Self-Weight = 1.08 kN/m x (1.4 m + 2.0 m) = 3.67 kN Brick Wall = 9.69 kN/m x (1.4 m + 2.0 m) = 32.95 kN TOTAL DEAD LOAD OF GROUND FLOOR = 10.08 kN + 3.67 kN + 32.95 kN = 46.7 kN

TOTAL DEAD LOAD FROM ROOF TO FOUNDATION 17.11 kN + 37.52 kN + 48.72 kN = 103.35 kN

Live Load Roof Live Load of Flat Roof Slab = 0.5 kN/m2 x 2.8 m2 = 1.75 kN First Floor Slab (Bath Room) = 2.0 kN/m2 x (1.4 m x 2.0 m) = 5.6 kN Ground Floor Slab (Dining) = 2.0 kN/ m2 x ((1.4 m x 2.0 m) = 5.6 kN TOTAL LIVE LOAD FROM ROOF TO FOUNDATION 1.75 kN + 5.6 kN + 5.6 kN = 12.95 kN Ultimate Load 103.35 kN x 1.4 + 12.95 kN x 1.6 = 165.41 kN Assumption fcu = 30 N/mm2 (concrete strength) fy = 250 N/mm2 (yield strength of steel) Ac = 125 x 225 = 28125 mm2 (cross section of concrete column) Asc = 28125 mm2 x 2 % = 562.5 mm2 (steel content in a column) N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (28125) + 0.8 (562.5) (250) = 450 000 N = 450 kN Conclusion N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (125 x 100) + 0.8 (125 x 100 x 2%) (250) = 150 000 N + 50 000 N = 200 000 N = 200 kN The suitable size of column C/6 is 125 mm x 100 mm, which can sustain ultimate load of 165.41 kN.

Column C/4 Dead Load Roof Flat Roof Slab Slab thickness = 200 mm Slab self-weight = 0.20 m x 24 kN/m3 = 4.8 kN/m2

Beam Self-Weight = 1.08 kN/m2 x (1.4 m + 3.75 m) = 5.56 kN Brick Wall = 7.98 kN/m x (1.4 m + 3.75 m) = 41.10 kN TOTAL DEAD LOAD OF FIRST FLOOR = 18.9 kN + 5.56 kN + 41.1 kN = 65.56 kN

Area = 1.4 m x 3.75 m = 5.25 m2 Dead Load of Flat Roof Slab = 4.8 kN/m2 x 5.25 m2 = 25.20 kN Beam Self-Weight = 1.08 kN/m2 x (1.4 m + 3.75 m) = 5.56 kN TOTAL DEAD LOAD OF ROOF = 25.20 kN + 5.56 kN = 30.76 kN

Ground Floor Slab (Store) = 3.6 kN/m2 x (1.4 m x 1.75 m) = 8.82 kN Slab (Dining) = 3.6 kN/m2 x (1.4 m x 2.0 m) = 10.08 kN Dead Load of Two Slabs = 8.82 kN + 10.08 kN = 18.9 kN

First Floor Slab (Gym Room) = 3.6 kN/m2 x (1.4 m x 1.75 m) = 8.82 kN Slab (Guest Room) = 3.6 kN/m2 x (1.4 m x 2.0 m) = 10.08 kN Dead Load of Two Slabs = 8.82 kN + 10.08 kN = 18.9 kN

Beam Self-Weight = 1.08 kN/m2 x (1.4 m + 3.75 m) = 5.56 kN Brick Wall = 9.69 kN/m x (1.4 m + 3.75 m) = 49.9 kN TOTAL DEAD LOAD OF GROUND FLOOR = 18.9 kN + 5.56 kN + 49.9 kN = 73.36 kN

TOTAL DEAD LOAD FROM ROOF TO FOUNDATION 30.76 kN + 65.56 kN + 73.36 kN = 169.68 kN

Live Load Roof Live Load of Flat Roof Slab = 0.5 kN/m2 x 5.25 m2 = 2.63 kN First Floor Slab (Gym Room) = 5.0 kN/m2 x (1.4 m x 1.75 m) = 12.25 kN Slab (Guest Room) = 1.5 kN/m2 x (1.4 m x 2.0 m) = 4.2 kN Live Load of Two Slabs = 12.25 kN + 4.2 kN = 16.45 kN Ground Floor Slab (Store) = 2.5 kN/m2 x (1.4 m x 1.75 m) = 6.13 kN Slab (Dining) = 2.0 kN/m2 x (1.4 m x 2.0 m) = 5.60 kN Live Load of Two Slabs = 6.13 kN + 5.60 kN = 11.73 kN TOTAL LIVE LOAD FROM ROOF TO FOUNDATION 2.63 kN + 16.45 kN + 11.73 kN = 30.81 kN Ultimate Load 169.68 kN x 1.4 + 30.81 kN x 1.6 = 286.85 kN

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Assumption fcu = 30 N/mm2 (concrete strength) fy = 250 N/mm2 (yield strength of steel) Ac = 125 x 225 = 28125 mm2 (cross section of concrete column) Asc = 28125 mm2 x 2 % = 562.5 mm2 (steel content in a column) N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (28125) + 0.8 (562.5) ( 250) = 450 000 N = 450 kN

Conclusion N (capacity of concrete) = 0.4 fcuAc + 0.8 Ascfy = 0.4 (30) (125 x 150) + 0.8 (125 x 150 x 2%) (250) = 225 000 N + 75 000 N = 300 000 N = 300 kN The suitable size of column C/4 is 125 mm x 225 mm, which can sustain ultimate load of 286.85 kN.

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Reference 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 4: Load Diagram from Beam. Retrieved 19 June from http://www.powtoon.com/p/foCn6KNsJx1/

MDC Legal Advisers. (2006). Uniform Building By-Laws. Malaysia : MDC Publishers Retrieved 19 June from http://www.scribd.com/doc/30457115/13282147-uniform-building-by-laws

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