Building Structure Individual Report

8/12/2019 Building Structure Individual Report

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Table of Contents

1) Introduction 2

1.1) Design Brief 2

2) Extension Proposal 3-7

2.2) Architectural Plans 3-7

3) Quantify Dead & Live Loads Acting on Structure 7

4) Load Distribution Diagram (Beams) 7-9

5) Beam Analysis Calculation 9-32

6) Load Distribution Diagram (Columns) 33-34

7) Column Analysis Calculation 35-49


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Introduction

Our case study is a two storey bungalow corner house. It is located at 8, Jalan Pulau

Angsa U10/5A, Puncak Perdana, 40150, Shah Alam. This bungalow sits at the end of one road;

right beside it is a numerous forest which provides good scenery. It is corner house and has

own garden area around existing building. This potential really benefits us to extend the existing

structure.

A documentation of drawings are done to identify the structural elements of the building

and after that, we are to propose a renovation idea individually. After designing a renovated

space with appropriate structural elements, the load acting on the structure must be identified.

An analysis of the beams load distribution, bending moment and shear force will be carried out

along with the columns load distribution.

Design Brief

The proposed extension area must not exceed 100m per floor and 30% of the total area

of the house. The extension must also be sideways and of two-storey in height. Taking a fellow

course mate as a client, the extension includes a music room on the ground floor as they are an

avid follower of music. There is a gym adjacent to the room to promote exercise in the

convenience of their own home. The gym has a glass faade to get a good view of the garden.

This faade is shaded by the balcony on the first floor. On the first floor, a dedicated

multipurpose studio is designed right before a store room to enable easy storage of supplies

and keep the room looking neat as the course mate is an architecture student. A balcony is

connected to the studio to allow fresh air and daylight into the room.


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Extension Proposal

Architectural Plans


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Ground floor area: 252.6m First floor area: 264.2m Total area: 516.8m

Extension area: 29.1m Extension area: 39.3m Total ext.: 68.4m


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Quantify Dead Loads Acting on Structure

Ground Floor

Gym Music Room

Slab thickness = 150mm Slab thickness = 150mm

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

= 3.6kN/m = 3.6kN/m

Exterior Space

Slab thickness = 100mm

Slab self-weight = 0.1 x 24kN/m

= 2.4kN/m

First Floor

Multipurpose Studio Balcony



= 3.6kN/m = 2.4kN/m

Bathroom Store room



= 2.4kN/m = 2.4kN/m


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Quantify Live Loads Acting on Structure

Ground Floor

Gym = 4.0kN/m Music room = 5.0kN/m Exterior space = 1.5kN/m

First Floor

Multipurpose Studio = 2.5kN/m Balcony = 1.5kN/m

Bathroom = 2.0kN/m Store room = 1.0kN/m

(According to 4thschedule of UBBL for live load according to function of space.)

Load Distribution Diagram


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Beam Analysis Calculation

1) Ground Floor Beam, G-I / 4

1) Self-weightDead load

2) Slab dead load & live load:

> G-I / 3-4 (2-way slab)

> G-I / 4-5 (2-way slab)

3) Brick wallDead load

____________________________________________________________________________

Beam self-weight = beam size x concrete density

= 0.15m x 0.45m x 24kN/m

= 1.62kN/m

Brick wall weight = wall height x thickness x density

= 3.65 x 0.15 x 19kN/m

= 10.4kN/m

____________________________________________________________________________

Dead load on slab G-I / 3-4 (2-way slab)

Load is transferred to the beam in a trapezoidal form. Convert the trapezoidal load into UDL.

Dead load = 3.6kN/m x (3.29/2)m

= 5.9kN/m




= 5.4kN/m


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Live load on slab G-I / 3-4 (2-way slab)


Live load = 5.0kN/m x (3.29/2)m

= 8.2kN/m




= 6.0kN/m

Total Dead Load Diagram Total Live Load Diagram


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Ultimate Load

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

Dead load G-I = 23.32 x 1.4 = 32.6kN/m

Live load G-I = 14.2 x 1.6 = 22.7 kN/m

Ultimate load G-I = 32.6 + 22.7 = 55.3 kN/m

Reaction Force

Mg = 0

0 = Ri(4.72)261.0(2.36)

(4.72)RI = 616.0

Ri = 130.5kN

Fy = 0

= 130.5 + Rg261.0

Rg = 130.5 kN


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The size of the beam used (0.15x0.45) with 2% reinforcement can handle a bending moment up

to 205kN and hence, is suitable.


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2) Ground Floor Beam, G-I / 5



> G-I / 4-5 (1-way slab)

> G-I / 5-6 (2-way slab)

____________________________________________________________________________


= 0.15m x 0.45m x 24kN/m

= 1.62kN/m


= 3.65 x 0.15 x 19kN/m

= 10.4kN/m

____________________________________________________________________________




= 5.4kN/m


Load is transferred to the beam in a UDL form.


= 2.8kN/m




= 6.0kN/m


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Dead load = 1.5 kN/m x (2.31/2)m

= 1.7 kN/m


Ultimate Load


Dead load G-I = 20.2 x 1.4 = 28.3kN/m

Live load G-I = 7.7 x 1.6 = 12.3kN/m

Ultimate load G-I = 28.3 + 12.3 = 40.6kN/m


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Reaction Force

Mg = 0

0 = Ri(4.72)191.6(2.36)

(4.72)Rd = 452.2

Ri = 95.8 kN

Fy = 0

= 95.8 + Rg191.6

Rg = 95.8 kN


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3) First Floor Beam, 3-4 / H



> G-H / 3-4 (2-way slab)

> H-I / 3-4 (2-way slab)


____________________________________________________________________________


= 0.15m x 0.45m x 24kN/m

= 1.62kN/m


= 3.65 x 0.15 x 19kN/m

= 10.4kN/m

____________________________________________________________________________

Dead load on slab G-H / 3-4 (2-way slab)

Load is transferred to the beam in a triangular form. Convert the triangular load into UDL by

applying factor of 2/3.

Dead load = 3.6kN/m x (3.28/2)m x 2/3

= 3.94kN/m

Dead load on H-I / 3-4 (1-way slab)




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= 3.9kN/m

Live load on slab G-H / 3-4 (2-way slab)



Live load = 2.5 kN/m x (3.28/2)m x 2/3

= 2.7kN/m

Live load on slab H-I / 3-4 (2-way slab)



= 3.3kN/m



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Ultimate Load


Dead load 3-4 = 10.8 x 1.4 = 30.5kN/m

Live load 3-4 = 6.0 x 1.6 = 11.8kN/m

Ultimate load 3-4 = 30.5 + 11.8 = 42.3kN/m

Reaction Force

M3 = 0

0 = R4(3.286)139(1.643)

(3.286)R4 = 228.4

R6 = 69.5kN

Fy = 0

= 69.5 + R6139

R6 = 69.5kN


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4) First Floor Beam, 4-5 / H



> G-H / 3-4 (2-way slab)

> H-I / 3-4 (2-way slab)


____________________________________________________________________________


= 0.15m x 0.45m x 24kN/m

= 1.62kN/m


= 3.65 x 0.15 x 19kN/m

= 10.4kN/m

____________________________________________________________________________




Dead load = 3.6kN/m x (3.00/2)m x 2/3

= 3.6kN/m

Dead load on H-I / 4-5 (1-way slab)



= 3.6kN/m


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Load is transferred to the beam in triangular form. Convert the triangular load into UDL by

applying factor 2/3.

Live load = 2.5 kN/m x (3.00/2)m x 2/3

= 2.5kN/m




= 1.5kN/m



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Ultimate Load


Dead load 4-5 = 19.2 x 1.4 = 29.4kN/m

Live load 4-5 = 4.0 x 1.6 = 8.5kN/m


Reaction Force

M4 = 0

0 = R5(3.00)113.7(1.5)

(3.00)R4 = 170.6

R6 = 56.9kN

Fy = 0

= 56.9 + R6113.7

R6 = 56.8kN


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5) First Floor Beam, G-I / 4



> G-H / 3-4 (2-way slab)

> G-H / 4-5 (2-way slab)


____________________________________________________________________________


= 0.15m x 0.45m x 24kN/m

= 1.62kN/m

Brick wall weight = wall height x thickness x density (only from HI)

= 3.65 x 0.15 x 19kN/m

= 10.4kN/m

____________________________________________________________________________




= 5.9kN/m

Dead load on G-H /4-5 (2-way slab)



= 5.4kN/m


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Live load = 2.5 kN/m x (3.28/2)m

= 4.1kN/m




= 3.8kN/m



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Ultimate Load


Dead load G-H = 12.9 x 1.4 = 18.0kN/m

Dead load H-I = 12.0 x 1.4 = 16.8kN/m

Live load G-H= 7.9 x 1.6 = 12.6kN/m

Ultimate load G-H = 18.0 + 12.6 = 30.6kN/m

Ultimate load H-I = 16.8kN/m

Reaction Force (Point load present at H)

Mg = 0

0 = Ri(4.647)133.9(1.649)47.25(3.972)56.8(3.297)69.5(3.297)

(4.647)Ri = 824.89

Ri = 177.5kN

Fy = 0

= 177.5 + R4133.947.2556.869.5


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R4 = 129.95kN


to 205kN and hence, is not suitable. It should be replaced with a beam of 0.25 x 0.75 with 2%

reinforcement.


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6. First Floor Beam, 5-6 / H



> G-H / 5-6 (2-way slab)

> H-I / 5-6 (2-way slab)

____________________________________________________________________________


= 0.15m x 0.61m x 24kN/m

= 2.2kN/m

____________________________________________________________________________




Dead load = 2.4kN/m x (3.297 /2)m x 2/3

= 2.64kN/m

Dead load on slab H-I / 5-6 (2-way slab)



= 1.72kN/m





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Live load = 1.5kN/m x (3.30/2)m x 2/3

= 1.65kN/m




= 1.07kN/m



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Ultimate Load


Dead load 5-6 = 5.98 x 1.4 = 8,4kN/m

Live load 5-6 = 2.72 x 1.6 = 4.4kN/m


Reaction Force

M5 = 0

0 = R6(2.314)29.6(1.157)

(2.314)R6 = 34.25

R6 = 14.8kN


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Fy = 0

= 14.8 + R629.6

R4 = 14.8kN




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Load Distribution Diagram

The distribution of load from slab to column using the tributary area method.


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1.0 Column Analysis Calculation

1.1 Column I / 3

Slab ( Dead load )

Given: Quantify dead load of roof = 1.0 kN/m2

Dead load from roof slab = 1.0 kN/m2

x Area

= 1.0 kN/m2x 1.64m x 2.36m

= 3.87 kN

Assuming slab thickness is 150mm,

Given: Density of concrete = 24 kN/m3

Dead load from first floor slab = 0.15 m x 24 kN/m3x Area

= 0.15 m x 24 kN/m3 x 1.6 m x 0.712 m

= 4.10 kN

Dead load from ground floor slab = 0.15 m x 24 kN/m3x Area

= 0.15 m x 24 kN/m3x 1.64m x 2.36m

= 13.93 kN


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Beam ( Dead load )

Assuming beam size is 150 mm x 500 mm,


Self weight of beam = Beam size x Density of concrete

= 0.15 m x 0.5 m x 24 kN/m3

= 1.8 kN/m

Dead load of beam from roof level

= self weight of beam x total length

= 1.8 kN/m x ( 1.6 + 2.4 )m

= 7.4 kN

Dead load of beam from first floor level


= 1.8 kN/m x ( 1.6 + 0.7 )m

= 4.14 kN


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Dead load of beam from ground floor level


= 1.8 kN/m x ( 1.6 + 2.4 )m

= 7.4 kN

3) Brick wall

Assuming wall height is 3000 mm, wall thickness is 150 mm,

Given: Density of brick = 19 kN/m3

Brick wall weight = Wall height x Wall thickness x Density of brick

= 3.0 m x 0.15 m x 19 kN/m3

= 8.55 kN/m

Dead load of brick wall from first floor level

= self weight of brick wall x total length

= 8.55 kN/m x ( 1.6 + 0.7 )m

= 19.67 kN

Dead load of brick wall from ground floor level


= 8.55 kN/m x ( 1.6 + 2.4 )m


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= 34.20 kN

Total dead load= 3.87 kN + 13.93 kN + 4.1 kN + 7.4 kN + 4.14 kN + 7.4 kN + 19.67 kN + 34.2 kN =94.71kN

Slab ( Live load )

Given: Quantify live load of roof = 0.5 kN/m2

Live load from roof = 0.5 kN/m2 x Area

= 0.5 kN/m2 x 1.64m x 2.36m

= 1.93 kN

Given: Quantify live load of first floor = 2.0 kN/m2

Live load from first floor slab = 2.0 kN/m2 x Area

= 2.0 kN/m2 x 1.6 m x 0.712 m

= 2.28 kN

Given: Quantify live load of ground floor = 1.5 kN/m2

Live load from ground floor slab = 1.5 kN/m2 x Area

= 1.5 kN/m2 x 1.64m x 2.36m

= 5.81 kN

Total live load= 1.93 kN + 2.28 kN + 5.81 kN = 10.02 kN


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Ultimate load on column

*Ultimate Load = 1.4 D.L. + 1.6 L.L.

( 1.4 x 94.71 kN ) + ( 1.6 x 10.02 kN ) = 148.59 kN

Column size estimation

Assuming Fcu = 30 N/mm2

Fy (mild steel) = 250 N/mm2

Ac = ( 150 x 150 )mm2= 22500 mm

2

Asc = 22500 mm2 x 2% = 450 mm2

F = ( 0.4 x Fcu x Ac ) + ( 0.8 x Asc x Fy ) N

= ( 0.4 x 30 x 22500 ) + ( 0.8 x 450 x 250 ) N

= 360 kN

Therefore, this column can sustains a load of 148.59 kN


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1.2 Column I / 4

Slab ( Dead load )

Dead load from roof slab = 1.0 kN/m2x 3.1 m x 2.4 m

= 7.44 kN

Dead load from first floor slab = 0.15 m x 24 kN/m3 x 3.1 m x 0.7 m

= 5.21 kN

Dead load from ground floor slab = 0.15 m x 24 kN/m3 x 3.1 m x 2.4 m

= 26.78 kN

Beam ( Dead load )


= 1.8 kN/m x ( 3.1 + 2.4 )m

= 9.9 kN


= 1.8 kN/m x ( 3.1 + 0.7)m

= 6.84 kN


= 1.8 kN/m x ( 3.1 + 2.4 )m

= 9.9 kN


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Brick wall

Brick wall weight = 3.0 m x 0.15 m x 19 kN/m3

= 8.55 kN/m


= 8.55 kN/m x ( 3.1 + 0.7)m

= 32.49 kN


= 8.55 kN/m x ( 3.1 + 2.4 )m

= 47.02 kN

Total dead load= 7.44 kN + 5.21 kN + 32.49 kN + 9.9 kN + 6.84 kN + 9.9 kN + 26.78 kN + 47.02 kN

= 145.58 kN

Slab ( Live load )

Live load from roof = 0.5 kN/m2x 3.1 m x 2.4 m

= 3.72 kN

Live load from first floor slab = 2.0 kN/m2x 3.1 m x 0.7 m

= 4.34 kN


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Live load from ground floor slab = 1.5 kN/m2

x Area

= 1.5 kN/m2x 3.1 m x 2.4 m

= 11.16 kN



( 1.4 x 145.58 kN ) + ( 1.6 x 19.22 kN ) = 234.56 kN




Ac = ( 150 x 150 )mm2= 22500 mm

2

Asc = 22500 mm2 x 2% = 450 mm2


= ( 0.4 x 30 x 22500 ) + ( 0.8 x 450 x 250 ) N

= 360 kN



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Column G / 3

Slab ( Dead load )

Given: Quantify dead load of roof = 1.0 kN/m2

Dead load from roof slab = 1.0 kN/m2

x Area

= 1.0 kN/m2x 1.64m x 2.36m

= 3.87 kN

Assuming slab thickness is 150mm,


Dead load from first floor slab = 0.15 m x 24 kN/m3x Area

= 0.15 m x 24 kN/m3 x 1.6 m x 0.712 m

= 4.10 kN

Dead load from ground floor slab = 0.15 m x 24 kN/m3x Area

= 0.15 m x 24 kN/m3x 1.64m x 2.36m

= 13.93 kN


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Beam ( Dead load )

Assuming beam size is 150 mm x 500 mm,


Self weight of beam = Beam size x Density of concrete

= 0.15 m x 0.5 m x 24 kN/m3

= 1.8 kN/m



= 1.8 kN/m x ( 1.6 + 2.4 )m

= 7.4 kN



= 1.8 kN/m x ( 1.6 + 0.7 )m

= 4.14 kN



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= 1.8 kN/m x ( 1.6 + 2.4 )m

= 7.4 kN

Brick wall

Assuming wall height is 3000 mm, wall thickness is 150 mm,

Given: Density of brick = 19 kN/m3

Brick wall weight = Wall height x Wall thickness x Density of brick

= 3.0 m x 0.15 m x 19 kN/m3

= 8.55 kN/m



= 8.55 kN/m x ( 1.6 + 0.7 )m

= 19.67 kN



= 8.55 kN/m x ( 1.6 + 2.4 )m


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= 34.20 kN

Total dead load= 3.87 kN + 13.93 kN + 4.1 kN + 7.4 kN + 4.14 kN + 7.4 kN + 19.67 kN + 34.2 kN =94.71kN

Slab ( Live load )

Given: Quantify live load of roof = 0.5 kN/m2

Live load from roof = 0.5 kN/m2 x Area

= 0.5 kN/m2 x 1.64m x 2.36m

= 1.93 kN

Given: Quantify live load of first floor = 2.0 kN/m2

Live load from first floor slab = 2.0 kN/m2 x Area

= 2.0 kN/m2 x 1.6 m x 0.712 m

= 2.28 kN

Given: Quantify live load of ground floor = 1.5 kN/m2

Live load from ground floor slab = 1.5 kN/m2 x Area

= 1.5 kN/m2 x 1.64m x 2.36m

= 5.81 kN




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*Ultimate Load = 1.4 D.L. + 1.6 L.L.

( 1.4 x 94.71 kN ) + ( 1.6 x 10.02 kN ) = 148.59 kN




Ac = ( 150 x 150 )mm2= 22500 mm2

Asc = 22500 mm2

x 2% = 450 mm2


= ( 0.4 x 30 x 22500 ) + ( 0.8 x 450 x 250 ) N

= 360 kN



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Column G / 4

Slab ( Dead load )

Dead load from roof slab = 1.0 kN/m2x 3.1 m x 2.4 m

= 7.44 kN

Dead load from first floor slab = 0.15 m x 24 kN/m3 x 3.1 m x 0.7 m

= 5.21 kN

Dead load from ground floor slab = 0.15 m x 24 kN/m3 x 3.1 m x 2.4 m

= 26.78 kN

Beam ( Dead load )


= 1.8 kN/m x ( 3.1 + 2.4 )m

= 9.9 kN


= 1.8 kN/m x ( 3.1 + 0.7)m

= 6.84 kN



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= 1.8 kN/m x ( 3.1 + 2.4 )m

= 9.9 kN

Brick wall

Brick wall weight = 3.0 m x 0.15 m x 19 kN/m3

= 8.55 kN/m


= 8.55 kN/m x ( 3.1 + 0.7)m

= 32.49 kN


= 8.55 kN/m x ( 3.1 + 2.4 )m

= 47.02 kN

Total dead load= 7.44 kN + 5.21 kN + 32.49 kN + 9.9 kN + 6.84 kN + 9.9 kN + 26.78 kN + 47.02 kN

= 145.58 kN

Slab ( Live load )

Live load from roof = 0.5 kN/m2x 3.1 m x 2.4 m

= 3.72 kN


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Live load from first floor slab = 2.0 kN/m2x 3.1 m x 0.7 m

= 4.34 kN

Live load from ground floor slab = 1.5 kN/m2

x Area

= 1.5 kN/m2x 3.1 m x 2.4 m

= 11.16 kN



( 1.4 x 145.58 kN ) + ( 1.6 x 19.22 kN ) = 234.56 kN




Ac = ( 150 x 150 )mm2= 22500 mm2

Asc = 22500 mm2

x 2% = 450 mm2


= ( 0.4 x 30 x 22500 ) + ( 0.8 x 450 x 250 ) N

= 360 kN

Th f thi l t i l d f 234 56 kN

Building Structure Individual Report

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