Building Structure Project 2 report

Building Structures (ARC 2522/2523) Project 2: Structural Analysis of a Bungalow

Group Member: Tan Wen Hao (0319923)

Ong Min Junn (0317767)

Ong Jia Hui (0317752)

Tutor: Ms Norita

Building Structure 2 Project 2

Table of Content

1. Brief description of bungalow 3

2. Floor plans

Foundation plan 4

Ground floor plan 5

First floor plan 6

Roof plan 7

3. Structural plans (beam and column diagram)

Ground floor structural plan 8

First floor structural plan 10

Roof structural plan 12

4. Design brief 14

5. Beam analysis report

By Tan Wen Hao (0319923) 15

By Ong Min Junn (0317767) 20

By Ong Jia Hui (0317752) 23

6. Column analysis report

By Tan Wen Hao (0319923) 15

By Ong Min Junn (0317767) 20

By Ong Jia Hui (0317752) 23


1. Brief description of bungalow

The bungalow is designed to have a mixture a two different build up

areas for different floors and thus has led to a more complicated design.

In this bungalow, it has a total floor area of approximately 520 square

meters that spans up to two floors. The bungalow is suitable to house a

large family with a few guests as the each space and room are quite large

and spacious. There are a total of 4 bedrooms; 1 master bedroom, 2 single

bedrooms and 1 guest room. As to accommodate a large crowd, the living

and dining areas are suitable to house 10 people comfortably each time

while having two kitchens; a dry kitchen and a wet kitchen for ease of

usage and cooking. There is an additional television room which can be

used as a mini theatre or a game room for the family, providing a

comfortable area for relaxing activities. Miscellaneous spaces include 1

storeroom, 4 washrooms and a porch to welcome people.


2. Floor plans


3. Structural plans

Beam analysis by

Ong Jia Hui

Beam analysis by

Ong Min Junn

Beam analysis by

Tan Wen Hao

Ground floor beams analysis diagram


Column analysis by

Ong Jia Hui

Column analysis by

Ong Min Junn

Column analysis by

Tan Wen Hao

Ground floor columns analysis diagram


Beam analysis by

Ong Jia Hui

Beam analysis by

Ong Min Junn

First floor beams analysis diagram


First floor columns analysis diagram

Column analysis by

Ong Jia Hui

Column analysis by

Ong Min Junn

Column analysis by

Tan Wen Hao


Roof beams analysis diagram


Roof columns analysis diagram

Column analysis by

Ong Jia Hui

Column analysis by

Ong Min Junn

Column analysis by

Tan Wen Hao


4. Design brief

The bungalow consists of different sizes of beams to create a variety in

design while it helps to save construction and material costs. As such,

smaller beams are only needed for areas with lightweight and short span

while thicker beams are used for main beams that span longer and

support the sub beams. Within this bungalow, there are four types of RC

beams used:

200mm X 600mm (Main beam type 1)

200mm X 500mm (Main beam type 2) 200mm X 400mm (Sub beam type 1)

200mm X 300mm (Sub beam type 2)

However for the RC columns, a standard size is only required as the

building rises 2 storeys and acts as a residential building. Hence, larger

columns are not required to save material cost. The dimension of the

standard column size is as stated:

300mm X 400mm (cross-section)

Height of ground floor and second floor is 3m from ground to ceiling

with each RC slab having a thickness of 150mm. As for the walls, bricks

are used to construct the walls. Thus, the walls are 150mm thick due the

thickness of the bricks.


Beam analysis report

By Tan Wen Hao (0319923)


UDL Dead load analysis (Beam F-H/6)

Beam Self Weight

= beam size (Sub beam type 1)

X concrete density

= (0.4m X 0.2m) X 24kN/m3

= 1.92kN/m

Brick wall Weight

=height X thickness X brick density

=3.0m X 0.15m X 19kN/m3

= 8.55kN/m

Dead load of F-H/4-6

= Dead load (UBBL) X (Lx/2)

(two-way trapezoidal)

= 0.15m X 24kN/m3 X (3.8m/2)

= 6.84kN/m


= Dead load (UBBL) X (Lx/2) (one-way)

=0.15m X 24kN/m3 X (2.2m/2)

= 3.96kN/m

Total dead load

For F-G = 21.27kN/m

Live load analysis (Beam F-H/6) For F-H :

(Left slab)

= Live Load Factor (UBBL) X (Lx/2) (two-way trapezoidal)

= 1.5 kN/m2 X (3.8m/2)

=2.85 kN/m

(right slab)

= Live Load Factor (UBBL) X (Lx/2) (one-way)

= 1.5 kN/m2 X (2.2m/2)

= 1.65 kN/m

Total live load = 4.5 kN/m2


The Ultimate Load Ultimate dead load at F-H = 21.27kN/m X 1.4 = 29.778kN/m

Ultimate live load at F-H = 4.5kN/m X 1.6 = 8.8kN/m

Ultimate load on F-H = 38.578kN/m

Reaction forces Transforming ultimate load into point load

F-H = 38.578kN/m X 5.7m = 219.895kN

Free body diagram

Calculating reaction forces

∑MB = (Ra X 5.7) – (219.895 X 2.85)

0 = 5.7 Ra – 626.7

5.7Ra = 626.7

Ra = 109.95 kN

∑Fy =0

Ra + Rb – 219.89 = 0

Rb + 109.95 – 219.89= 0

Rb = 109.95kN

Shear force diagram and Bending Moment Diagram


UDL Dead load analysis (Beam 5-7/E)

Beam Self Weight

= beam size (Main beam type 2)

X concrete density

= (0.5m X 0.2m) X 24kN/m3

= 2.4kN/m

Brick wall Weight

=0

Dead load of B-E/5-7

= [Dead load (UBBL) X (Lx/2)] 2/3

(two-way triangular)

= [0.15m X 24kN/m3 X (4.7m/2)] 2/3

= 5.64kN/m

Dead load of E-F/4-7


=0.15m X 24kN/m3 X (3m/2)

= 5.4kN/m

Total dead load

For 5-7 = 21.99kN/m

Live load analysis (Beam 5-7/E) For 5-7 :

(Left slab)

= Live Load Factor (UBBL) X (Lx/2) (two-way triangular)

= 1.5 kN/m2 X (4.7m/2)

=3.525 kN/m

(Right slab)


= 1.5 kN/m2 X (3m/2)

= 2.25 kN/m

Total live load = 5.775 kN/m2


The Ultimate Load Ultimate dead load at F-H = 21.99kN/m X 1.4 = 30.786kN/m

Ultimate live load at F-H = 5.775kN/m X 1.6 = 9.24kN/m

Ultimate load on F-H = 40.026kN/m


F-H = 40.026kN/m X 4.7m = 188.122kN

Free body diagram


∑MB = (Ra X 4.7) – (188.122 X 2.35)

0 = 4.7 Ra – 442.087

4.7Ra = 442.087

Ra = 94.06 kN

∑Fy =0

Ra + Rb –188.122 = 0

Rb + 94.06 – 188.122= 0

Rb = 94.06kN



UDL Dead load analysis (Beam 4-7/F)

Beam Self Weight


X concrete density

= (0.5m X 0.2m) X 24kN/m3

= 2.4kN/m

Brick wall Weight

= height X thickness X brick density

= 3.0m X 0.15m X 19kN/m3

= 8.55kN/m



=0.15m X 24kN/m3 X (3m/2)

= 5.4kN/m




= [0.15m X 24kN/m3 X (3.8m/2)] 2/3

= 4.56kN/m


= 0 (One way slab distributed to Ly)

Total dead load for each sector

For 4-5 = 20.91kN/m

For 5-6: (i) 12.36kN/m

(ii) 20.91kN/m

For 6-7 = 7.8kN

Live load analysis (Beam 4-7/F) For 4-5

= Left slab + right slab

= 1.5 kN/m2 X (3m/2) (one-way) + [1.5kN/m

2 X (3.8/2)] 2/3 (two-way

triangular)

= 2.25 + 1.9 = 4.15kN/m

For 5-6



= 1.5 kN/m2 X (3m/2) (one-way) + [1.5kN/m

2 X (3.8/2)] 2/3 (two-way

triangular)

= 2.25 + 1.9 = 4.15kN/m

For 6-7


=1.5 kN/m2 X (3m/2) (one-way) + 0

= 2.25kN/ml

The Ultimate Load Ultimate dead load at 4-5 = 20.91kN/m X 1.4 = 29.274kN/m

Ultimate dead load at 5-6 = (i) 12.36kN/m X 1.4 = 17.304kN/m

(ii) 20.91kN/m X 1.4 = 29.274kN/m

Ultimate dead load at 6-7 = 7.8kN/m X 1.4 = 10.92kN/m

Ultimate live load at 4-5 = 4.15kN/m X 1.6 = 6.64kN/m



Total load on 4-5 = 35.914kN/m

Total load on 5-6 = (I) 23.944kN/m; (ii) 35.914kN/m


Reaction forces Point loads acting at beam

Sub beam F-H/6

Reaction force Ra = point load @6 = 109.95kN

(as calculated in Beam F-H/6 analysis)

Transforming ultimate load into point load

4-5 = 20.91kN/m X 1.3m = 27.183kN

5-6 = (i) 12.36kN/m X 1.25m = 15.45kN

(ii) 20.91kN/m X 1.3m = 27.183kN

6-7 = 7.8kN/m X 2.2m = 17.16kN

Free body diagram



∑MB = (Ra X 6) – (27.183 X 5.35) – (15.45 X 4.075) –(27.183 X 2.825)

– (109.95 X 2.2) – (17.16 X 1.1)

0 = 6Ra – 545.946

6Ra = 545.946

Ra = 90.99kN

∑Fy =0

Ra + Rb – 27.183 – 15.45 – 27.183 – 109.95 – 17.16 = 0

Rb + 90.991 – 196.926 = 0

Rb = 105.94kN



UDL Dead load analysis (Beam E-G/4)

Beam Self Weight


X concrete density

= (0.5m X 0.2m) X 24kN/m3

= 2.4kN/m

Brick wall Weight


=3.0m X 0.15m X 19kN/m3

= 8.55kN/m

Dead load of E-G/3-4



= 0.15m X 24kN/m3 X (4m/2)

= 7.2kN/m


=0 (One way slab distributed to Ly)




= 0.15m X 24kN/m3 X (3.8m/2)

= 6.84kN/m


For E-F = 18.15kN/m

For F-G = 16.44kN/m

Live load analysis (Beam E-G/4) For E-F


= Live Load Factor (UBBL) X (Lx/2) (two-way trapezoidal) + 0 (one way

slab distributed on longer side)

= 1.5 kN/m2 X (4m/2)

=2.75 kN/m


For F-G


= Live Load Factor (UBBL) X (Lx/2) (two-way trapezoidal) (both left and

right)

= [1.5 kN/m2 X (4m/2)] + [1.5 kN/m

2 X (3.8m/2)]

= 5.85kN/m

The Ultimate Load Ultimate dead load at E-F = 18.15kN/m X 1.4 = 25.41kN/m

Ultimate dead load at F-H = 16.44kN/m X 1.4 = 23.016kN/m

Ultimate live load at E-F = 2.75kN/m X 1.6 = 4.4kN/m

Ultimate live load at F-G = 5.85kN/m X 1.6 = 9.36kN/m

Total load on E-F = 29.81kN/m

Total load on F-G = 32.376kN/m

Reaction forces

Point loads acting at beam

Sub beam 4-7/F

Reaction force Ra = point load @F = 90.99kN

(as calculated in Beam 4-7/F analysis)


E-F = 29.81kN/m X 3m = 89.43kN

F-G = 32.376kN/m X 3m = 87.415kN

Free body diagram


∑MB = (Ra X 5.7) – (89.43 X 4.2) – (90.99 X 2.7) – (87.415 X 1.35)

0 = 5.7Ra – 739.289

5.7Ra = 739.289

Ra = 129.7kN

∑Fy =0

Ra + Rb – 89.43 – 90.99 – 87.415 = 0

Rb + 129.7 – 267.835 = 0

Rb = 138.14kN


UDL Dead load analysis (Beam 3-5/E)

Beam Self Weight


X concrete density

= (0.6m X 0.2m) X 24kN/m3

= 2.88kN/m

Brick wall Weight


= 3.0m X 0.15m X 19kN/m3

= 8.55kN/m

Dead load of E-G/3-4



= [0.15m X 24kN/m3 X (4m/2)] 2/3

= 4.8kN/m



=0.15m X 24kN/m3 X (3m/2)

= 5.4kN/m


For 3-4 = 16.23kN/m

For 4-5 = 16.83kN/m

Live load analysis (Beam 3-5/E) For 3-4

= [1.5kN/m2

X (4m/2)] 2/3 (two-way triangular)

= 2kN/m

For 4-5

= 1.5 kN/m2 X (3m/2) (one-way)

= 2.25kN/m




Ultimate live load at 3-4 = 2kN/m X 1.6 = 3.2kN/m




Reaction forces


Sub beam E-G/4

Reaction force Ra = point load @E = 129.7kN

(as calculated in Beam E-G/4 analysis)


3-4 = 25.922kN/m X 4m = 103.688kN

4-5 = 27.162kN/m X 1.3m = 35.311kN

Free body diagram


∑MB = (Ra X 4.3) – (103.688 X 3.3) – (129.7 X 1.3) – (35.311 X 0.65)

0 = 4.3Ra – 533.733

4.3Ra = 533.733

Ra = 124.12kN

∑Fy =0

Ra + Rb – 103.688 – 129.7 – 35.311 = 0

Rb + 124.12 – 268.699 = 0

Rb = 144.58kN


UDL Dead load analysis (Beam D-G/7)

Beam Self Weight


X concrete density

= (0.6m X 0.2m) X 24kN/m3

= 2.88kN/m

Brick wall Weight


=3.0m X 0.15m X 19kN/m3

= 8.55kN/m

Dead load of B-E/5-7



= 0.15m X 24kN/m3 X (4.7m/2)

= 6.84kN/m





=0.15m X 24kN/m3 X (2.2m/2)

= 3.96kN/m

Total dead load

For D-E = 18.27kN/m

For E-F = 11.43kN/m

For F-G = 15.39kN/m

Live load analysis (Beam D-G/7) For D-E:

= Live Load Factor (UBBL) X (Lx/2) (two-way trapezoidal)

= 1.5 kN/m2 X (4.7m/2)

=3.525 kN/m

For E-F:


For F-G:


= 1.5 kN/m2 X (2.2m/2)

=1.65 kN/m


The Ultimate Load Ultimate dead load at D-E = 18.27kN/m X 1.4 = 25.578kN/m

Ultimate dead load at E-F = 11.43kN/m X 1.4 = 16kN/m

Ultimate dead load at F-G = 15.39kN/m X 1.4 = 21.546kN/m

Ultimate live load at D-E = 3.525kN/m X 1.6 = 5.64kN/m

Ultimate live load at E-F = 0


Total load on D-E = 29.103kN/m

Total load on E-F = 16kN/m

Total load on F-G = 24.186kN/m


Sub beam 5-7/E

Reaction force Rb= point load @E = 94.06kN

(as calculated in Beam 5-7/E analysis)

Sub beam 4-7/F

Reaction force Rb= point load @F = 105.94kN

(as calculated in Beam 4-7/F analysis)


D-E = 18.27kN/m X 2m = 36.54kN

E-F 11.43kN/m X 3m = 34.29kN

F-G = 15.39kN/m X 2.7m = 41.553kN

Free body diagram



∑MB = (Ra X 7.7) – (36.54 X 6.7) – (94.06 X 5.7) – (34.29 X 4.2) – (105.94 X 2.7) –

(41.553 X 1.35)

0 = 7.7Ra – 1267.113

7.7Ra = 1267.113

Ra = 164.56kN

∑Fy =0

Ra + Rb – 36.54 – 94.06 – 34.29 – 105.94 – 41.553 = 0

Rb + 164.56 – 312.383= 0

Rb = 147.82kN




By Ong Min Junn (0317767)


UDL Dead load analysis (Beam E/1-2)

Beam Self Weight


X concrete density

= (0.2m X 0.3m) X 24kN/m3 = 1.44kN/m

Brick wall Weight


=3.0m X 0.15m X 19kN/m3 = 8.55kN/m

Dead load from slab C-E/1-2

= Dead load (UBBL) X (Lx/2)(2/3)


= 0.15m X 24kN/m3 X (3.2m/2)(2/3)

= 3.84kN/m

Dead load from slab E-F/1-2



=0.15m X 24kN/m3 X (3m/2)

= 5.4kN/m

Total dead load

For 1-2 = 1.44 + 8.55 + 3.84 + 5.4

= 19.23kN/m

Live load analysis (Beam E/1-2) Live load from slab C-E/1-2

= Live Load Factor (UBBL) X (Lx/2)(2/3)

= 1.5kN/m2 X (3.2m/2)(2/3)

= 1.6kN/m

Live load from slab E-F/1-2

= Live Load Factor (UBBL) X (Lx/2)

= 1.5kN/m2 X (3m/2)

= 2.25kN/m

Total live load

= 1.6 + 2.25 = 3.85kN/m




Ultimate load on 1-2 = 33kN/m


1-2 = 33kN/m X 3.2m = 105.6kN

Free body diagram


∑MA = 0

0 = (105.6kN x 1.6m) – 3.2 RB

3.2RB = 168.96kN

RB = 52.8kN

Total Load = RA + RB

RA = 105.6-52.8

= 52.8kN


UDL Dead load analysis (Beam C-F/2)

Beam Self Weight


X concrete density

= (0.2m X 0.4m) X 24kN/m3

= 1.92kN/m

Brick wall Weight


=3.0m X 0.15m X 19kN/m3

= 8.55kN/m




= 0.15m X 24kN/m3 X (3.2m/2)

= 5.76kN/m




=0.15m X 24kN/m3 X (3m/2)(2/3)

= 3.6kN/m

Dead load from slab C-F/2-3



=0.15m X 24kN/m3 X (4.5m/2)

= 8.1kN/m

Total dead load

For C-E = 1.92 + 8.55 + 5.76 + 8.1

= 24.33kN/m

For E-F= 1.92 + 8.55 + 3.6 + 8.1

= 22.17kN/m


Live load analysis (Beam C-F/2) Live load from slab C-E/1-2


= 1.5kN/m2 X (3.2m/2)

= 2.4kN/m



= 1.5kN/m2 X (3m/2)(2/3)

= 1.5kN/m

Live load from slab C-F/2-3


= 1.5kN/m2 X (4.5m/2)

= 3.375kN/m

Total dead load

For C-E = 2.4 + 3.375

= 5.775kN/m

For E-F= 1.5 + 3.375

= 4.875kN/m

The Ultimate Load Ultimate dead load at C-E= 24.33kN/m X 1.4 = 34.062kN/m

Ultimate dead load at E-F = 22.17kN/m X 1.4 = 31.038kN/m

Ultimate live load at C-E = 5.775kN/m X 1.6 = 9.24kN/m


Ultimate load on C-E = 43.3kN/m

Ultimate load on E-F = 38.8kN/m


Sub beam E/1-2

Reaction force RB = point load = 52.8kN

(as calculated in Beam E/1-2 analysis)


C-E = 43.3kN/m X 4m = 173.2kN

E-F = 38.8kN/m X 3m = 116.4kN

Free body diagram

2.4kN/m

1.5kN/m

116.4kN



∑MA = 0

0 = (173.2kN x 2m) + (52.8kN x 4m) + [116.4kN x (1.5m + 4m)] - 7 RB

7 RB = 1197.8 kN

RB = 171.1 kN


RA = 342.4 – 171.1

= 171.3 kN



UDL Dead load analysis (Beam C/1-3)

Beam Self Weight


X concrete density

= (0.2m X 0.6m) X 24kN/m3 = 2.88kN/m

Brick wall Weight


=3.0m X 0.15m X 19kN/m3 = 8.55kN/m




= 0.15m X 24kN/m3 X (3.2m/2)(2/3)

= 3.84kN/m




=0.15m X 24kN/m3 X (4.5m/2)(2/3) = 5.4kN/m

Total dead load

For 1-2 = 2.88 + 8.55 + 3.84

= 15.27kN/m

For 2-3 = 2.88 + 8.55 +5.4

= 16.35kN/m

Live load analysis (Beam F-H/6) Live load from slab C-E/1-2


= 1.5 kN/m2 X (3.2m/2)(2/3)

= 1.6 kN/m

Live load from slab C-E/2-3


= 1.5 kN/m2 X (4.5m/2)(2/3)

= 2.25 kN/m






Ultimate load on 1-2 = 23.94kN/m


Reaction forces


Sub beam C-F/2

Reaction force Ra = point load = 171.3kN

(as calculated in Beam C-F/2 analysis)


1-2 = 23.94kN/m X 3.2m = 76.6kN

2-3 = 26.7kN/m X 4.5m = 120.15kN

Free body diagram


∑MA = 0

0 = (76.6kN x 1.6m) + (171.3kN x 3.2m) + [120.15 x (3.2m + 2.25m)] - 7.7 RB

7.7RB = 1325.53 kN

RB = 172.15 kN


RA = 368.05-172.15

= 195.9 kN


UDL Dead load analysis (Beam G/2-3)

Beam Self Weight

= beam size (Sub beam type 2) X concrete density

= (0.2m X 0.3m) X 24kN/m3 = 1.44kN/m

Brick wall Weight


=3.0m X 0.15m X 19kN/m3 = 8.55kN/m

Dead load from slab E-G/2-3

= Dead load (UBBL) X (Lx/2)(2/3) (two-way triangular)

= 0.15m X 24kN/m3 X (4.5m/2)(2/3) = 5.4kN/m

Dead load from slab G-H/2-3

= Dead load (UBBL) X (Lx/2) (two-way trapezoidal)

=0.15m X 24kN/m3 X (3m/2) = 5.4kN/m

Total dead load

For 1-2 = 1.44 + 8.55 + 5.4 + 5.4

= 20.79kN/m

Live load analysis (Beam G/2-3) Live load from slab E-G/2-3


= 1.5kN/m2 X (4.5m/2)(2/3)

= 2.25kN/m

Live load from slab G-H/2-3


= 1.5kN/m2 X (3m/2)

= 2.25kN/m

Total live load

= 2.25 + 2.25 = 4.5kN/m




Ultimate load at 2-3 = 36.3kN/m


At 2-3 = 36.3kN/m X 3.2m = 116.16kN

Free body diagram


∑MA = 0

0 = (163.35kN x 2.25m) – 4.5 RB

4.5RB = 367.538kN

RB = 81.68kN


RA = 163.36 – 81.68

= 81.68kN


UDL Dead load analysis (Beam F/3-4)

Beam Self Weight


= (0.2m X 0.3m) X 24kN/m3 = 1.44kN/m

Brick wall Weight


=3.0m X 0.15m X 19kN/m3 = 8.55kN/m



= 0.15m X 24kN/m3 X (3m/2) = 5.4kN/m

Dead load from slab F-H/3-4


=0.15m X 24kN/m3 X (4m/2)(2/3) = 5.4kN/m

Total dead load

For 3-4 = 1.44 + 8.55 + 5.4 + 4.8

= 20.19kN/m

Live load analysis (Beam F/3-4) Live load from slab E-G/2-3


= 1.5kN/m2 X (3m/2)

= 2.25kN/m



= 1.5kN/m2 X (4m/2)(2/3)

= 2kN/m

Total live load

= 2.25 + 2 = 4.25kN/m




Ultimate load at 3-4 = 35kN/m


At 3-4 = 35kN/m X 4.5m =157.5kN

Free body diagram


∑MA = 0

0 = (157.5kN x 2.25m) – 4.5 RB

4.5RB = 354.375kN

RB = 78.75kN


RA = 157.5 – 78.75

= 78.75 kN


UDL Dead load analysis (Beam E-H/3)

Beam Self Weight

= beam size (Main beam type 2) X concrete density

= (0.2m X 0.5m) X 24kN/m3 = 2.4kN/m

Brick wall Weight


=3.0m X 0.15m X 19kN/m3 = 8.55kN/m



= 0.15m X 24kN/m3 X (4.5m/2) = 8.1kN/m



=0.15m X 24kN/m3 X (3m/2)(2/3) = 3.6kN/m



=0.15m X 24kN/m3 X (3m/2)(2/3) = 3.6kN/m



=0.15m X 24kN/m3 X (4m/2) = 7.2kN/m

Total dead load

From E-F= 2.4 + 8.55 + 8.1 + 3.6

= 22.65kN/m

From F-G= 2.4 + 8.1 + 7.2

= 17.7

From G-H= 2.4 + 8.55 + 3.6 + 72

= 21.75


Live load analysis (Beam E-H/3) Live load from slab E-G/2-3


= 1.5kN/m2 X (4.5m/2)

= 3.375kN/m



= 1.5kN/m2 X (3m/2)(2/3)

= 1.5kN/m



= 1.5kN/m2 X (3m/2)(2/3)

= 1.5kN/m

Live load from slab F-H/3-4


= 1.5kN/m2 X (4m/2)

= 3kN/m

Total live load

For E-F = 3.375 + 1.5 = 4.875kN/m

For F-G= 3.375 + 3 = 6.375 kN/m

For G-H= 1.5 + 3 = 4.5

The Ultimate Load Ultimate dead load at E-F = 22.65kN/m X 1.4 = 31.71kN/m


Ultimate dead load at G-H = 21.75kN/m X 1.4 = 30.45kN/m



Ultimate live load at G-H = 4.5kN/m X 1.6 = 7.2kN/m

Ultimate load at E-F = 39.51kN/m

Ultimate load at F-G = 34.98kN/m

Ultimate load at G-H = 37.65kN/m

Total live load



Sub beam F/3-4

Reaction force RA = point load = 78.75kN

(as calculated in Beam F/3-4 analysis)

Sub beam G/2-3

Reaction force RB = point load = 81.68kN

(as calculated in Beam G/2-3 analysis) Transforming ultimate load into point load

At E-F = 39.51kN/m X 3m =118.53kN

At F-G = 34.98kN/m X 2.7m = 94.45kN

At G-H = 37.65kN/m X 3m = 112.95 kN

Free body diagram


∑MA = 0

0 = (118.53kN x 1.5m) + (78.75kN x 3m) + (94.45kN x 4.35) + (81.68kN x 5.7m)

+ (112.95kN x 7.2m) – 8.7 RB

8.7RB = 2103.7kN

RB = 241.8kN


RA = 486.36 – 241.8

= 244.56kN

Free-body diagram Free-body diagram



By Ong Jia Hui (0317752)


UDL Dead Load Analysis (Beam F/2-3)

Beam Self Weight

= beam size (sub beam type 2) X concrete density

= (0.3m X 0.2m) X 24kN/m3 = 1.44kN/m

Brick Wall Weight


= 3.0m X 0.15m X 19kN/m3 = 8.55kN/m


= [Dead load (UBBL) X (Lx/2)] 2/3 (two-way triangular)

= 0.15m X 24kN/m3 X (4.5m/2) 2/3 = 5.40kN/m



=0.15m X 24kN/m3 X (4.5m/2) 2/3 = 5.40kN/m

Total Dead Load

For 2-3 (i) = 20.79kN/m

(ii) = 12.24kN/m

Live Load Analysis (Beam F/2-3) Live load from slab C-F/2.3

= [Live load Factor (UBBL) X (Lx/2)] 2/3

= 1.5kN/m2 X (4.5m/2) 2/3

= 2.25kN/m


= [Live load Factor (UBBL) X (Lx/2)] 2/3

= 1.5kN/m2 X (4.5m/2) 2/3

= 2.25kN/m

Total Live Load = 4.5kN/m


Ultimate Load Ultimate dead load at 2-3 = (i) 20.79kN/m X 1.4 = 29.10kN/m

(ii) 12.24kN/m X 1.4 = 17.13kN/m


Ultimate load on 2-3 (i) = 36.3kN/m

(ii) = 24.33kN/m


2-3 = (i) 36.3kN/m X 1.75m = 63.52kN

(ii) 24.33kN/m X 2.75m = 66.90kN

Free Body Diagram

Calculating Reaction Forces

∑MA = 0

0 = [(36.3kN/m X 1.75m) X 1.75m/2] + [(24.33kN/m X 2.75m) X (2.75m/2 +

1.75m)] - 4.5RB

4.5RB = 55.89kN + 209.06kN

RB = 58.87kN


RA = Total load - RB

RB = 63.52kN + 66.90kN – 58.87kN

RA = 71.55kN


Shear Force Diagram and Bending Moment Diagram


UDL Dead Load Analysis (Beam G/3-4)

Beam Self Weight


= (0.3m X 0.2m) X 24kN/m3 = 1.44kN/m

Brick Wall Weight


= 3.0m X 0.15m X 19kN/m3 = 8.55kN/m



= 0.15m X 24kN/m3 X (4m/2) 2/3 = 4.80kN/m



= 0.15m X 24kN/m3 X (3m/2) = 5.40kN/m

Total Dead Load

For 3-4 = 11.64kN/m

Live Load Analysis (Beam G/3-4) Live load from slab E-G/3-4

= Live Load Factor (UBBL) X (Lx/2) 2/3

= 1.5kN/m2 X (4m/2) 2/3

= 2.0kN/m



= 1.5kN/m2 X (3m/2)

= 2.25kN/m



Ultimate Load Ultimate dead load at 3-4 = 11.64kN/m X 1.4 = 16.30kN/m




3-4 = 23.10kN/m X 4m = 92.40kN

Free Body Diagram


∑MA = 0

0 = [(23.1kN/m X 4m) X 4m/2] - 4RB

4RB = 184.8kN

RB = 46.20kN



RB = 92.4kN – 46.2kN

RB = 46.2kN


UDL Dead load analysis (Beam E-H/3)

Beam Self Weight

= beam size (main beam type 2) X concrete density

= (0.5m X 0.2m) X 24kN/m3 = 2.40kN/m

Brick Wall Weight


= 3.0m X 0.15m X 19kN/m3 = 8.55kN/m



= 0.15m X 24kN/m3 X (4.2m/2) = 7.56kN/m



= 0.15m X 24kN/m3 X (4.2m/2) = 7.56kN/m



= 0.15m X 24kN/m3 X (3.7m/2) = 6.66kN/m



= 0.15m X 24kN/m3 X (2.7m/2) 2/3 = 3.24kN/m

Total Dead Load

For E-F = 16.62kN/m

F-G = 25.17kN/m

G-H = 21.75kN/m


Live Load Analysis (Beam E-H/3) Live load from slab E-F/2-3


= 1.5kN/m2 X (4.2m/2)

= 3.15kN/m



= 1.5kN/m2 X (4.2m/2)

= 3.15kN/m

Live load from slab E-G/3-4


= 1.5kN/m2 X (3.7m/2)

= 2.77kN/m


= [Live Load Factor (UBBL) X (Lx/2)] 2/3

= 1.5kN/m2 X (2.7m/2) 2/3

= 1.35kN/m

Total Live Load at E-F = 5.92kN/m

F-G = 5.92kN/m

G-H = 4.50kN/m

Ultimate Load Ultimate dead load at E-F = 16.62kN/m X 1.4 = 23.26kN/m


Ultimate dead load at G-H = 21.75kN/m X 1.4 = 30.45kN/m



Ultimate live load at G-H = 4.5kN/m X 1.6 = 7.2kN/m


Ultimate load on F-G = 32.73kN/m

Ultimate load on G-H = 37.65kN/m



Sub beam F/2-3

Point load at F3 = 58.87kN

(as calculated in Beam F/2-3 analysis)

Sub beam G/3-4

Point load at G3 = 46.20kN

(as calculated in Beam G/3-4 analysis)


E-F = 32.73kN/m X 2.7m = 88.37kN

F-G = 32.73kN/m X 2.7m = 88.37kN

G-H = 37.65kN/m X 3m = 112.95kN

Free Body Diagram


∑MA = 0

0 = [(32.73kN/m X 2.7m) X 2.7m/2] + (28.87kN X 2.7m) + [(32.73kN/m X 2.7m)

X 2.7m/2 + 2.7] + [46.2kN X (2.7m+2.7m)] + [(37.65kN X 3m) X

(3/2+2.7m+2.7m)] – 8.4RB

8.4RB = 1664.96kN

RB = 198.21kN



RB = 394.76kN – 198.21kN

RB = 196.55kN


UDL Dead Load Analysis (Beam E/2-3)

Beam Self Weight


= (0.3m X 0.2m) X 24kN/m3 = 1.44kN/m

Brick Wall Weight

= 0



= 0.15m X 24kN/m3 X (4.5m/2) 2/3 = 5.40kN/m

Dead load from C-E/2-3


= 0.15m X 24kN/m3 X (4m/2) = 7.20kN/m

Total Dead Load

For 2-3 = 14.04kN/m

Live Load Analysis (Beam E/2-3) Live load from slab E-G/2-3


= 1.5kN/m2 X (4.5m/2) 2/3

= 2.25kN/m

Live load from slab E-G/3-4


= 1.5kN/m2 X (4m/2)

= 3.00kN/m







2-3 = 28.05kN/m X 4.5m = 126.22kN

Free body diagram


∑MA = 0

0 = [(28.05kN/m X 4.5m) X 4.5m/2] – 4.5RB

4.5RB = 126.22kN X 2.25m

RB = 63.11kN



RB = 126.22kN – 63.11kN

RB = 63.11kN


UDL Dead load analysis (Beam E/1-2)

Beam Self Weight


= (0.3m X 0.2m) X 24kN/m3 = 1.44kN/m

Brick Wall Weight


= 3.0m X 0.15m X 19kN/m3 = 8.55kN/m



= 0.15m X 24kN/m3 X (3.2m/2) 2/3 = 3.84kN/m

Total Dead Load = 13.83kN/m

Live load analysis (Beam E/1-2) Live load from slab C-E/1-2


= 1.5kN/m2 X (3.2m/2) 2/3

= 1.60kN/m





Reaction Forces


1-2 = 21.92kN/m X 3.2m = 70.14kN

Free Body Diagram


∑MA = 0

0 = [(21.92kN/m X 3.2m) X 3.2m/2] – 3.2RB

3.2RB = 70.14kN X 1.6m

RB = 35.07kN



RB = 70.14kN – 35.07kN

RB = 35.07kN


UDL Dead Load Analysis (Beam C-F/2)

Beam Self Weight


= (0.2m X 0.5m) X 24kN/m3 = 2.40kN/m

Brick Wall Weight

= height X thickn3ess X brick density

= 3.0m X 0.15m X 19kN/m3 = 8.55kN/m



= 0.15m X 24kN/m3 X (3.2m/2) = 5.76kN/m



= 0.15m X 24kN/m3 X (3.2m/2) = 5.76kN/m



= 0.15m X 24kN/m3 X (4m/2) 2/3 = 4.80kN/m



= 0.15m X 24kN/m3 X (4.5m/2) = 8.1kN/m

Total Dead Load

For C-E = 21.51kN/m

E-F = 24.81kN/m


Live Load Analysis (Beam C-F/2) Live load from slab C-E/1-2


= 1.5kN/m2 X (3.2m/2)

= 2.40kN/m



= 1.5kN/m2 X (3.2m/2)

= 2.40kN/m



= 1.5kN/m2 X (4m/2) 2/3

= 4.80kN/m



= 1.5kN/m2 X (4.5m/2)

= 3.37kN/m

Total Live Load at C-E = 7.2kN/m

E-F = 5.77kN/m

Ultimate Load Ultimate dead load at C-E = 21.51kN/m X 1.4 = 30.11kN/m

Ultimate dead load at E-F = 24.81kN/m X 1.4 = 34.73/m

Ultimate live load at C-E = 7.2kN/m X 1.6 = 11.52kN/m


Ultimate load on C-E = 41.63kN/m




Sub beam E/1-2

Point load at E2 = 35.07kN


Sub beam E/3-4

Point load at E2 = 63.11kN



C-E = 41.63kN/m X 4m = 166.52kN

E-F = 43.96kN/m X 3m = 131.88kN

Free Body Diagram


∑MA = 0

0 = [(41.63kN/m X 4m) X 4m/2] + (98.18kN X 4m) + [(43.96kN/m X 3m) X

(3m/2+4m)] - 7RB

7RB = 1451.10kN

RB = 207.30kN



RB = 166.52kN + 35.07kN + 131.88kN + 63.11kN – 207.30kN

RB = 189.28kN


UDL Dead Load Analysis (Beam C/1-3)

Beam Self Weight


= (0.5m X 0.2m) X 24kN/m3 = 2.40kN/m

Brick Wall Weight


= 3.0m X 0.15m X 19kN/m3 = 8.55kN/m

Dead load from slab A-C/1-3


= 0.15m X 24kN/m3 X (6m/2) = 10.80kN/m



= 0.15m X 24kN/m3 X (3.2m/2) 2/3 = 3.84kN/m



= 0.15m X 24kN/m3 X (4m/2) = 7.20kN/m

Total Dead Load

For 1-2 = 25.59kN/m

2-3 = 28.95kN/m

Live Load Analysis (Beam C/1-3) Live load from slab A-C/1-3


= 1.5kN/m2 X (6m/2)

= 4.50kN/m



= 1.5kN/m2 X (3.2m/2) 2/3

= 1.60kN/m



= 1.5kN/m2 X (4m/2)

= 3.00kN/m

Total Live Load at 1-2 = 6.10kN/m

2-3 = 7.50kN/m



Ultimate dead load at 2-3 = 28.95kN/m X 1.4 = 40.53/m






Sub beam C/1-3

Point load at C2 = 189.28kN

(as calculated in Beam C/1-3 analysis)


1-2 = 45.58kN/m X 3.2m = 145.85kN

2-3 = 52.53kN/m X 4.5m = 236.38kN

Free Body Diagram


∑MA = 0

0 = [(45.58kN/m X 3.2m) X 3.2m/2] + (189.28kN X 3.2m) + [(52.53kN/m X

4.5m) X (4.5m/2 + 3.2m)] – 7.7RB

7.7RB = 2127.279kN

RB = 276.27kN



RB = 145.85kN + 189.28kN + 236.38kN – 276.27kN

RB = 295.24kN


Column analysis report

By Tan Wen Hao (0319923)


Tributary area method load analysis on column G7

Height of floors = 3m

Brick wall weight


=3.0m X 0.15m X 19kN/m3 = 8.55kN/m

Beam self weight

I. (GF) D-G/7, G-H/7, (1F) D-G/7, 4-7/G, (RF) D-G/7, 4-7/G


= (0.6m X 0.2m) X 24kN/m3 = 2.88kN/m

II. (GF) 4-7/F, F-H/6, (RF) 4-7/F


= (0.4m X 0.2m) X 24kN/m3 = 1.92kN/m

Slab weight

= thickness X concrete density

=0.15m X 24kN/m3 = 3.6kN/m

2

Column self weight

= beam size X height X concrete density

= 0.3m X 0.4m X 3m X 24kN/m3 = 8.64kN


Dead load acting on column G7

Roof level Slabs (Flat roof) 12.6m2 (ttl slab area) X 3.6kN/m

2 45.36kN

Roof beams (6.85m X 2.88kN/m) + (3m X 1.92kN/m) 25.488kN

1st floor Wall self weight 6.85m (ttl wall length) X 8.55kN/m 58.568kN

Slabs 12.6m2 (ttl slab area) X 3.6kN/m

2 45.36kN

Beams 6.85m X 2.88kN/m 19.728kN

Column - 8.64kN

Grd

floor Wall self weight 10.65m (ttl wall length) X 8.55kN/m 91.058kN


2 58.331kN

Beams (5.35m X 2.88kN/m) + (7.2m X

1.92kN/m)

29.232kN

Column - 8.64kN

Total dead load 390.405kN

Apply 1.4 dead load factor 546.567kN

Live load acting on column G7

1st floor Residential 12.6m

2 (ttl slab area) X 1.5kN/m

2 18.9kN

Grd

floor Residential 16.203m2 (ttl slab area) X 1.5kN/m

2 24.305kN

Total live load 43.205kN

Apply 1.6 Live load factor 69.128kN

Ultimate load on column G7 = 615.695kN


Tributary area method load analysis on column G4


Brick wall weight


=3.0m X 0.15m X 19kN/m3 = 8.55kN/m

Beam self weight

I. (GF) G-H/4 (1F) G-H/4, 4-7/G (RF) G-H/4, 4-7/G


= (0.6m X 0.2m) X 24kN/m3 = 2.88kN/m

II. (GF)E-G/4, 3-4/G (1F) E-G/4 (RF) F-G/4


= (0.5m X 0.2m) X 24kN/m3 = 2.4kN/m

III. (GF) 4-7/F (1F) 3-4/F (RF) 3-4/F, 4-7/F


= (0.4m X 0.2m) X 24kN/m3 = 1.92kN/m

Slab weight


=0.15m X 24kN/m3 = 3.6kN/m

2

Column self weight


= 0.3m X 0.4m X 3m X 24kN/m3 = 8.64kN


Dead load acting on column G4


2 82.451kN

Roof beams (4.5m X 2.88kN/m) + (3.85m X

2.4kN/m) + (5m X 1.92kN/m)

31.8kN


Slabs 22.903 m2 (ttl slab area) X 3.6kN/m

2 82.451kN

Beams (4.5m X 2.88kN/m) + (3.85m X

2.4kN/m) + (2m X 1.92kN/m)

26.04kN

Column - 8.64kN

Grd



2 75.953kN

Beams (1.5m X 2.88kN/m) + (4.7m X

1.92kN/m) + (3m X 1.92kN/m)

19.104kN

Column - 8.64kN


Apply 1.4 dead load factor 660.632N

Live load acting on column G4



2 34.355kN

Grd


2 31.647kN



Ultimate load on column G4 = 766.235kN


Tributary area method load analysis on column E3


Brick wall weight


=3.0m X 0.15m X 19kN/m3 = 8.55kN/m

Beam self weight

I. (GF) C-E/3, 3-5/E (1F) C-E/3, 3-7/D (RF) C-E/3, 3-7/D


= (0.6m X 0.2m) X 24kN/m3 = 2.88kN/m

II. (GF) E-H/3, 2-3/F (1F) 2-3/E, 3-4/E, E-H/3 , D-G/4 (RF) E-H/3


= (0.5m X 0.2m) X 24kN/m3 = 2.4kN/m

III. (1F) 3-4/F (RF) D-F/4, 2-3/F, 3-4/F


= (0.4m X 0.2m) X 24kN/m3 = 1.92kN/m

Slab weight


=0.15m X 24kN/m3 = 3.6kN/m

2

Column self weight


= 0.3m X 0.4m X 3m X 24kN/m3 = 8.64kN


Dead load acting on column E3


2 142.65kN

Roof beams (7m X 2.88kN/m) + (4.35m X

2.4kN/m) + (8.1m X 1.92kN/m)

46.152kN

1st floor Wall self weight 14.195m (ttl wall length) X

8.55kN/m

121.367kN


2 142.65kN

Beams (7m X 2.88kN/m) + (10.6m X

2.4kN/m) + (2m X 1.92kN/m)

49.44kN

Column - 8.64kN

Grd



2 101.304kN

Beams (4.65m X 2.88kN/m) + (6.6m X

2.4kN/m)

29.232kN

Column - 8.64kN



Live load acting on column E3



2 59.438kN

Grd


2 42.21kN



Ultimate load on column E3 = 1173.29kN


Efficiency of column

N = 0.4fcuAc + 0.8 fyAsc

N = capacity of concrete

Fcu = concrete strength (N/mm2) = 30N/mm2

Ac = cross section of concrete column

fy = yield strength of steel (N/mm2) = 460N/mm2

Asc = steel content in a column

Ac = 300 x 400 = 120,000

Asc

= 2 % x 120,000 = 2,400

N = 0.4fcu

Ac + 0.8 f

yA

sc

= 0.4(30)(120000) + 0.8(460)(2400) = 1440,000 + 883,200

= 2323200 N = 2323.2kN

300mm

400mm

For column G7 = 615.695kN (sustainable load) For column G4 = 766.235kN (sustainable load) For column E3 = 1173.29kN (sustainable load)



By Ong Min Junn (0317767)


Tributary area method load analysis on column C1


Brick wall weight


=3.0m X 0.15m X 19kN/m3 = 8.55kN/m

Beam self weight

III. (GF) C/1-3, C-E/1, (FF) A-C/1, C-E/1, C/1-3, (RF) A-C/1, C-E/1, C/1-3


= (0.2m X 0.6m) X 24kN/m3 = 2.88kN/m

IV. (GF) C-F/2, (FP) C-F/2, (RF) A-C/2 C-F/2


= (0.2m X 0.4m) X 24kN/m3 = 1.92kN/m

Slab weight


=0.15m X 24kN/m3 = 3.6kN/m

2

Column self weight


= 0.3m X 0.4m X 3m X 24kN/m3 = 8.64kN


Dead load acting on column C1

Roof level Slabs (Flat roof) 26m2 (ttl slab area) X 3.6kN/m

2 93.6kN


1.92kN/m)

42.288kN


Slabs 26m2 (ttl slab area) X 3.6kN/m

2 93.6kN

Beams (10.35m X 2.88kN/m) + (3.5m X

1.92kN/m)

36.528kN

Column Standard column self weight 8.64kN

Grd



2 52.56kN

Beams (7.35m X 2.88kN/m) + (3.5m X

1.92kN/m)

27.888kN


Total dead load 574.93N


Live load acting on column C1

1st floor Residential 26m


2 39Kn

Grd


2 21.9kN



Ultimate load on column C1 = 902.342kN


Tributary area method load analysis on column F1


Brick wall weight


=3.0m X 0.15m X 19kN/m3 = 8.55kN/m

Beam self weight

V. (GF) C-F/1, F-H/1 (FF) C-F/1, F-H/1 (RF) C-F/1, F-H/1


= (0.2m X 0.6m) X 24kN/m3 = 2.88kN/m

VI. (GF) E/1-2, F/1-2 (FP) E/1-2 (RF) F/1-2


= (0.2m X 0.3m) X 24kN/m3 = 1.44kN/m

Slab weight


=0.15m X 24kN/m3 = 3.6kN/m

2

Column self weight


= 0.3m X 0.4m X 3m X 24kN/m3 = 8.64kN


Dead load acting on column F1


2 39.996kN


1.44kN/m)

20.592kN



2 39.996kN

Beams (6.35m X 2.88kN/m) + (1.6m X

1.44kN/m)

20.592kN

Column Standard column size 8.64kN

Grd

floor Wall self weight 9.55 m (ttl wall length) X 8.55kN/m 81.65kN


2 39.996kN

Beams (6.35m X 2.88kN/m) + (3.2m X

1.44kN/m)

22.896kN




Live load acting on column F1



2 16.665Kn

Grd


2 16.665kN



Ultimate load on column F1 = 544.688kN


Tributary area method load analysis on column F2


Brick wall weight


=3.0m X 0.15m X 19kN/m3 = 8.55kN/m

Beam self weight

VII. (GF) C-F/2, F-H/2, F/2-3 (FF) C-F/2, F-H/2 (RF) C-F/2, F-H/2


= (0.2m X 0.4m) X 24kN/m3 = 1.92kN/m

VIII. (GF) E/1-2, F/1-2 (FF) E/1-2, E/2-3, G/2-3 (RF) F/1-2, F/2-3


= (0.2m X 0.3m) X 24kN/m3 = 1.44kN/m

Slab weight


=0.15m X 24kN/m3 = 3.6kN/m

2

Column self weight


= 0.3m X 0.4m X 3m X 24kN/m3 = 8.64kN


Dead load acting on column F2

Roof level Slabs (Flat

roof)

24.45m2 (ttl slab area) X 3.6kN/m

2 88.02kN


1.44kN/m)

17.736kN

1st floor Wall self

weight

10.2m (ttl wall length) X 8.55kN/m 87.21kN


2 88.02kN

Beams (6.35m X 1.92kN/m) + (6.1m X

1.44kN/m)

20.98kN


Grd

floor Wall self

weight



2 88.02kN

Beams (8.6m X 1.92kN/m) + (3.2m X

1.44kN/m)

21.12kN




Live load acting on column F2



2 36.675Kn

Grd


2 36.675kN



Ultimate load on column F2 = 831.41kN


Efficiency of column N = 0.4fcuAc + 0.8 fyAsc






Ac = 300 x 400 = 120,000

Asc

= 2 % x 120,000 = 2,400

N = 0.4fcu

Ac + 0.8 f

yA

sc

= 0.4(30)(120000) + 0.8(460)(2400)

= 1440,000 + 883,200

= 2323200 N = 2323.2kN

300mm

400mm

For column C1 = 902.342kN (sustainable load) For column F1 = 544.688kN (sustainable load) For column F2 = 831.41kN (sustainable load)



By Ong Jia Hui (0317751)


Tributary area method load analysis on column C3


Brick wall weight


=3.0m X 0.15m X 19kN/m3 = 8.55kN/m

Beam self weight

I. (GF) C/1-3 (1F) C/1-3, A-C/3 (RF) C/1-3, A-C/3


= (0.5m X 0.2m) X 24kN/m3 = 2.40kN/m

II. (GF) C-E/3 (1F) C-E/3 (RF) C-E/3


= (0.3m X 0.2m) X 24kN/m3 = 1.44kN/m

Slab weight


=0.15m X 24kN/m3 = 3.6kN/m

2

Column self weight


= 0.3m X 0.4m X 3m X 24kN/m3 = 8.64kN


Dead load acting on column C3

Roof

level

Slabs (Flat

roof)


2 80.64kN

Roof beams (6.85m X 2.40kN/m) + (2m X

1.44kN/m)

19.32kN

1st floor Wall self

weight



2 80.64kN

Beams (6.85m X 2.40kN/m) + (2m X

1.44KN/m)

19.32kN

Column - 8.64kN

Grd

floor Wall self

weight



2 30.96kN

Beams (3.85m X 2.4kN/m) + (2m X

1.44kN/m)

12.12kN

Column - 8.64kN


Apply 1.4 dead load factor 540.34KN

Live load acting on column C3



2 33.60kN

Grd


2 12.90kN



Ultimate load on column C3 = 617.74kN


Tributary area method load analysis on column H2


Brick wall weight


=3.0m X 0.15m X 19kN/m3 = 8.55kN/m

Beam self weight

I. (GF) H/2-3 (1F) H/2-3 (RF) H/2-3


= (0.5m X 0.2m) X 24kN/m3 = 2.40kN/m

II. (GF) H/1-2, F-H/2 (1F) H/1-2, F-H/2 (RF) H/1-2, F-H/2


= (0.4m X 0.2m) X 24kN/m3 = 1.92kN/m

Slab weight


=0.15m X 24kN/m3 = 3.6kN/m

2

Column self weight


= 0.3m X 0.4m X 3m X 24kN/m3 = 8.64kN


Dead load acting on column H2

Roof

level

Slabs (Flat

roof)


2 41.58kN


1.92kN/m)

13.94kN

1st floor Wall self

weight


Slabs 11.55 m2 (ttl slab area) X 3.6kN/m

2 41.58kN

Beams (2.25m X 2.4kN/m) + (4.45m X

1.92kN/m)

13.94kN

Column - 8.64kN

Grd

floor Wall self

weight



2 41.58kN

Beams (2.25m X 2.4kN/m) + (4.45m X

1.92kN/m)

13.94kN

Column - 8.64kN



Live load acting on column H2



2 17.32kN

Grd


2 17.32kN



Ultimate load on column H2 = 458.86kN


Tributary area method load analysis on column H3


Brick wall weight


=3.0m X 0.15m X 19kN/m3 = 8.55kN/m

Beam self weight

I. (GF) H/2-3, E-H/3 (1F) H/2-3, E-H/3 (RF) H/2-3, E-H/3


= (0.5m X 0.2m) X 24kN/m3 = 2.40kN/m

II. (GF) H/3-4 (1F) H/3-4 (RF) H/3-4


= (0.4m X 0.2m) X 24kN/m3 = 1.92kN/m

III. (GF) G/3-4 (1F) G/2-3


= (0.3m X 0.2m) X 24kN/m3 = 1.44kN/m

Slab weight


=0.15m X 24kN/m3 = 3.6kN/m

2

Column self weight


= 0.3m X 0.4m X 3m X 24kN/m3 = 8.64kN


Dead load acting on column H3

Roof

level

Slabs (Flat

roof)


2 68.85kN

Roof beams (6.6m X 2.4kN/m) + (2m X

1.92kN/m)

19.68kN

1st floor Wall self

weight



2 68.85kN

Beams (6.6m X 2.4kN/m) + (2m X

1.92kN/m) + (2.25m X 1.44kN/m)

22.92kN

Column - 8.64kN

Grd

floor Wall self

weight



2 68.85kN

Beams (6.6m X 2.4kN/m) + (2m X

1.92kN/m) + (2m X 1.44KN/m)

22.56kN

Column - 8.64kN



Live load acting on column H3



2 28.69kN

Grd


2 28.69kN



Ultimate load on column H3 = 713.04kN


Efficiency of column N = 0.4fcuAc + 0.8 fyAsc






Ac = 300 x 400 = 120,000

Asc

= 2 % x 120,000 = 2,400

N = 0.4fcu

Ac + 0.8 f

yA

sc

= 0.4(30)(120000) + 0.8(460)(2400)

= 1440,000 + 883,200

= 2323200 N = 2323.2kN

300mm

400mm

For column C3 = 617.74kN (sustainable load) For column H2 = 458.86kN (sustainable load) For column H3 = 713.04kN (sustainable load)

Building Structure Project 2 report

Education

Transcript of Building Structure Project 2 report