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 size (Main beam type 2)
X concrete density
= (0.5m X 0.2m) X 24kN/m3
= 2.4kN/m
=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 live load at F-H = 5.775kN/m X 1.6 = 9.24kN/m
Ultimate load on F-H = 40.026kN/m
Reaction forces
 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)
X concrete density
= (0.5m X 0.2m) X 24kN/m3
= 2.4kN/m
= 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/m2
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/m2
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 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)
 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)
X concrete density
= (0.5m X 0.2m) X 24kN/m3
= 2.4kN/m
=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/m2
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 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
 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)
X concrete density
= (0.6m X 0.2m) X 24kN/m3
= 2.88kN/m
= 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

The Ultimate Load
 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)
X concrete density
= (0.6m X 0.2m) X 24kN/m3
= 2.88kN/m
=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
Reaction forces
 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)
X concrete density
= (0.2m X 0.3m) X 24kN/m3
= 1.44kN/m
=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

The Ultimate Load
Ultimate load on 1-2 = 33kN/m
Reaction forces
 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)
X concrete density
= (0.2m X 0.4m) X 24kN/m3
= 1.92kN/m
=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)
= 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 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
Reaction forces
 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)
X concrete density
= (0.2m X 0.6m) X 24kN/m3
= 2.88kN/m
=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)
= 1.5 kN/m2
X (3.2m/2)(2/3)
= 1.6 kN/m
= 1.5 kN/m2
X (4.5m/2)(2/3)
= 2.25 kN/m

The Ultimate Load
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 size (Sub beam type 2) X concrete density
= (0.2m X 0.3m) X 24kN/m3
= 1.44kN/m
=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

The Ultimate Load
Ultimate load at 2-3 = 36.3kN/m
Reaction forces
 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)
= (0.2m X 0.3m) X 24kN/m3
= 1.44kN/m
=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)
= 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

The Ultimate Load
Ultimate load at 3-4 = 35kN/m
Reaction forces
 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 size (Main beam type 2) X concrete density
= (0.2m X 0.5m) X 24kN/m3
= 2.4kN/m
=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)
= 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 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

Reaction forces
 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)
 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 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
Reaction forces
 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)
= (0.3m X 0.2m) X 24kN/m3
= 1.44kN/m
= 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 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
Reaction forces
 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 size (main beam type 2) X concrete density
= (0.5m X 0.2m) X 24kN/m3
= 2.40kN/m
= 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)
= 1.5kN/m2
X (4.2m/2)
= 3.15kN/m
= 1.5kN/m2
X (4.2m/2)
= 3.15kN/m
= 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 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

Reaction forces
 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)
= (0.3m X 0.2m) X 24kN/m3
= 1.44kN/m
= 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)
= 1.5kN/m2
X (4.5m/2) 2/3
= 2.25kN/m
= 1.5kN/m2
X (4m/2)
= 3.00kN/m

Ultimate Load
Reaction forces
 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)
= (0.3m X 0.2m) X 24kN/m3
= 1.44kN/m
= 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)
= 1.5kN/m2
X (3.2m/2) 2/3
= 1.60kN/m

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

Reaction forces
 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)
= (0.5m X 0.2m) X 24kN/m3
= 2.40kN/m
= 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 Load
 Ultimate dead load at 2-3 = 28.95kN/m X 1.4 = 40.53/m
Reaction forces
 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/m2
 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/m2
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
45.36kN
Beams 6.85m X 2.88kN/m 19.728kN
Column - 8.64kN
Grd
Slabs 16.203m2
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 12.6m2
18.9kN
Grd
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
=3.0m X 0.15m X 19kN/m3
= 8.55kN/m
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/m2
= 0.3m X 0.4m X 3m X 24kN/m3
= 8.64kN

Dead load acting on column G4
82.451kN
Roof beams (4.5m X 2.88kN/m) + (3.85m X
2.4kN/m) + (5m X 1.92kN/m)
31.8kN
1st
Slabs 22.903 m2
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
Slabs 21.098m2
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
1st
34.355kN
Grd
31.647kN
Ultimate load on column G4 = 766.235kN

Tributary area method load analysis on column E3
=3.0m X 0.15m X 19kN/m3
= 8.55kN/m
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/m2
= 0.3m X 0.4m X 3m X 24kN/m3
= 8.64kN

Dead load acting on column E3
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
Slabs 39.625m2
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
Slabs 28.14m2
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
1st
59.438kN
Grd
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
A
c
= 300 x 400 = 120,000
A
sc
= 2 % x 120,000 = 2,400
N = 0.4f
cu
A
c
+ 0.8 f
y
A
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
=3.0m X 0.15m X 19kN/m3
= 8.55kN/m
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/m2
= 0.3m X 0.4m X 3m X 24kN/m3
= 8.64kN

Dead load acting on column C1
Roof level Slabs (Flat roof) 26m2
93.6kN
1.92kN/m)
42.288kN
1st
Slabs 26m2
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
Slabs 14.6m2
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 26m2
39Kn
Grd
21.9kN
Ultimate load on column C1 = 902.342kN

Tributary area method load analysis on column F1
=3.0m X 0.15m X 19kN/m3
= 8.55kN/m
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/m2
= 0.3m X 0.4m X 3m X 24kN/m3
= 8.64kN

Dead load acting on column F1
39.996kN
1.44kN/m)
20.592kN
1st
Slabs 11.11m2
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
Slabs 11.11m2
39.996kN
Beams (6.35m X 2.88kN/m) + (3.2m X
1.44kN/m)
22.896kN
Live load acting on column F1
1st
16.665Kn
Grd
16.665kN
Ultimate load on column F1 = 544.688kN

Tributary area method load analysis on column F2
=3.0m X 0.15m X 19kN/m3
= 8.55kN/m
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/m2
= 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
88.02kN
1.44kN/m)
17.736kN
1st
floor Wall self
weight
10.2m (ttl wall length) X 8.55kN/m 87.21kN
Slabs 24.45m2
88.02kN
Beams (6.35m X 1.92kN/m) + (6.1m X
1.44kN/m)
20.98kN
Grd
floor Wall self
weight
Slabs 24.45m2
88.02kN
Beams (8.6m X 1.92kN/m) + (3.2m X
1.44kN/m)
21.12kN
Live load acting on column F2
1st
36.675Kn
Grd
36.675kN
Ultimate load on column F2 = 831.41kN

A
c
= 300 x 400 = 120,000
A
sc
= 2 % x 120,000 = 2,400
N = 0.4f
cu
A
c
+ 0.8 f
y
A
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
=3.0m X 0.15m X 19kN/m3
= 8.55kN/m
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/m2
= 0.3m X 0.4m X 3m X 24kN/m3
= 8.64kN

Dead load acting on column C3
Roof
level
Slabs (Flat
roof)
22.4m2
80.64kN
Roof beams (6.85m X 2.40kN/m) + (2m X
1.44kN/m)
19.32kN
1st
floor Wall self
weight
Slabs 22.4m2
80.64kN
Beams (6.85m X 2.40kN/m) + (2m X
1.44KN/m)
19.32kN
Column - 8.64kN
Grd
floor Wall self
weight
Slabs 8.6m2
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
1st
33.60kN
Grd
12.90kN
Ultimate load on column C3 = 617.74kN

Tributary area method load analysis on column H2
=3.0m X 0.15m X 19kN/m3
= 8.55kN/m
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/m2
= 0.3m X 0.4m X 3m X 24kN/m3
= 8.64kN

Dead load acting on column H2
Roof
level
Slabs (Flat
roof)
11.55m2
41.58kN
1.92kN/m)
13.94kN
1st
floor Wall self
weight
Slabs 11.55 m2
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
Slabs 11.55m2
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
1st
17.32kN
Grd
17.32kN
Ultimate load on column H2 = 458.86kN

Tributary area method load analysis on column H3
=3.0m X 0.15m X 19kN/m3
= 8.55kN/m
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/m2
= 0.3m X 0.4m X 3m X 24kN/m3
= 8.64kN

Dead load acting on column H3
Roof
level
Slabs (Flat
roof)
19.125m2
68.85kN
Roof beams (6.6m X 2.4kN/m) + (2m X
1.92kN/m)
19.68kN
1st
floor Wall self
weight
Slabs 19.125m2
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
Slabs 19.125m2
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
1st
28.69kN
Grd
28.69kN
Ultimate load on column H3 = 713.04kN

A
c
= 300 x 400 = 120,000
A
sc
= 2 % x 120,000 = 2,400
N = 0.4f
cu
A
c
+ 0.8 f
y
A
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

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