building structure

1. Ground Floor
Beams
Beam to Beam connection C/7-8
Ground Floor SCALE 1: 200

2. Beam to column connection
A-E/ 8
Ground floor SCALE 1: 200

3. ARCHITECTURAL PLAN
Ground floor SCALE 1:150

4. Roof SCALE 1:150

5. FOUNDATION PLAN
Foundation plan SCALE 1:100

6. STRUCTURAL PLANS
Ground plan SCALE 1:200

7. First floor plan SCALE 1:200

8. LOAD DISTRUBUTION PLANS
Ground floor plan SCALE 1:250 First floor plan SCALE 1:250
Roof plan SCALE 1:250

9. First floor SCALE 1:150

10. Ground floor SCALE 1:100

11. First floor SCALE 1:100

12. Roof SCALE 1:100

13. Column load distribution plans
Scale: NTS

15. BUILDING STRUCTURE
BLD61003
ANALYSIS OF BANGALOW
Name: poh weng chuan
Student id: 0319951
Project; analysis of bungalow
Tutor: Mr rizal

16. Dead load
Beam self-weight=1.5KN/m
Beam(C/7-8) 0.25m X 0.25m
X RC beam 24KN/m³
Two way slab of (a-e/ 7-8)
(a-c/7-8)
3.6KN/m²X (4.2m/2)
=7.56KN/m
(a-e/7-8)
3.6KN/m²X (4.2m/2)
=7.56KN/m
Total dead load on slab (a-e/ 7-8)
1.5 KN/m+7.56kn/m+7.56KN/m
=16.62KN/m
Live Load
Live load on slab (a-e/7-8)
(a-c/7-8)
1.5KN/m²X (4.2m/2)
=3.15 KN/m
(a-e/7-8)
1.5KN/m²X (4.2m/2)
=3.15KN/m
Total live loadof slabs (a-e/7-8)
=3.15KN/m+3.15KN/m
=6.3KN/m
Ultimate Load
Total ultimatedead load
=16.62KN/m X 1.4
=23.268KN/m
Total ultimatelive load
=6.3KN/m X 1.6
=10.08KN/m
Total ultimateload
=23.268+10.08=33.348KN/m
1.5KN/m³
87
7.56KN/m
7.56KN/m
16.62KN/m
3.15KN/m
3.15KN/m
6.3KN/m
33.348KN/m

17. Reaction Force
Load diagram
Σm=0
= (Ra X 4.2m)- (140.062 X 2.1m)
- (140.0616)(2.1) = (Ra X 4.2m)
-294.129=4.2Ra
Ra=70.03kN
ΣFy=0
70.03KN-(33.348X 4.2m)+ Rb=0
70.03Kn-140.06+Rb=0
Rb=70.03kN
Shearforce diagram
70.03-(33.348X 4.2) =-70.03
Ra
=70.03 X 2.1 X ½=73.531
Rb
=-70.03 X 2.1 X ½=-73.531
Positive area= negative area
(73.531-73.531)KN/m=0
87
140.062KN
Ra=70.03Kn Rb=70.03Kn
Ra70.03kN
Rb-70.03kN73.531KN
0KN 0KN

18. Dead load
Beam self-weight=1.5KN/m
Beam(C/7-8) 0.25m X 0.25m
X RC beam 24KN/m³
Brick wall weight=18.81KN/m
6.6m X 0.15m X 19KN/m³
(a-c/8-8)
3.6KN/m²X (3.6m/2)X 2/3
=3.6KN/m²X 1.8 X 2/3
=4.32KN/m
(c-e/8-8)
3.6KN/m²X (3m/2)X 2/3
=3.6KN/m²X 1.5 X 2/3
=3.6KN/m
Dead load on slab (a-e/7-8)
=7.92KN/m
Total dead load (a-e/8-8)
For (a-c)
=1.5 KN/m+18.81KN/m+4.32KN/m
+7.92KN/m=32.55KN/m
For (a-e)
=1.5 KN/m+18.81KN/m+3.6KN/m
+7.92KN/m=31.83KN/m
Live Load
Live load on slab (a-e/7-8)
(a-c/8-8)
[1.5KN/m²X (3.6m/2)]X 2/3
=2.7KN/m X 2/3
=1.8KN/m
a e
1.5KN/m
c
18.81KN/m
4.32KN/m
3.6KN/m
7.92KN/m
32.55KN/m 31.83KN/m
1.8KN/m

19. (c-e/8-8)
[1.5KN/m²X (3m/2)]X 2/3
=2.25KN/m X 2/3
=1.5KN/m
Live load on slab (a-e/7-8)
=3.3KN/m
Total live loadon slabs (a-e/7-8)
= For (a-c)
1.8KN/m+3.3KN/m=5.1KN/m
=For (c-e)
1.5KN/m+3.3KN/m=4.8KN/m
Ultimate Load
Total ultimatedead load
= For (a-c) 32.55KN/m X 1.4
=45.57KN/m
For (a-e) 31.83KN/m X 1.4
=44.562KN/m
Total ultimatelive load
= For (a-c) 5.1KN/m X 1.6
=8.16KN/m
= For (c-e) 4.8KN/m X 1.6
=7.68KN/m
Total ultimatedead load
Ultimate loadfrom a-c=
45.57KN/m+8.16KN/m=53.73KN/m
Ultimate loadfrom c-e=
44.562KN/m+7.68KN/m=52.242KN/m
1.5KN/m
3.3KN/m
5.1KN/m 4.8KN/m
53.73KN/m 52.242KN/m

20. Load diagram
(Ra X 6.6m)-(53.73 X 3.6m)4.8
- (70.03kN)(3m)-(52.242 X 3m) 5.1
=6.6Ra -928.4544-210.09-799.302
6.6Ra=1937.846
Ra=293.613
ΣFy=0
=293.613KN-(53.73Kn/m X 3.6)
- (70.03)-(52.242X 3m) =0
Rb=212.058Kn
Shearforce diagram
126.571-193.428=-66.857
-66.857-70.03=-136.887
136.887-156.726=-293.613Kn
-293.613+ 293.613Kn=0
Bending momentdiagram
208.126Kn-(193.428)
=14.698
=14.698-(70.03)
=-55.332
=-55.332-(156.726)=-212.058
Positive area
[0.5(293.613+193.428)(2)
+ [0.5(30.155)(0.576)]
=0.5 X 974.082+[0.5(30.155)(0.576)]
=487.041+8.684
=410.238
Negative area
0.5(-126.571)(3-0.576)
=153.404
53.73KN/m 52.242KN/m
70.03Kn
3.6m 3m
6.6m
293.613KN 126.571KN
293.613-
193.428=100.185
100.185-
70.03Kn=30.155
30.155-156.726
=-126.571

21. Columns
Intermediate column
G-6
Edge column
J-10
First floor Ground floor
Roof

22. Dead load on column g-6
Roof
Roof beam forcolumn g-6
= (3.15m+2.75)X 1.5 KN/m
=8.85kn
Firstfloor
Column self-weight
(0.25 X 0.25 X 24Kn/m³)
X 3m=4.5Kn
Concrete slab
(3.15m X 2.75)(3.6Kn/m²)
=31.185Kn
Beam self-weight
= (3.15m+2.75)X 1.5 KN/m
=8.85kn
Brick wall self-weight
=(2m + 2.1m +0.6m)
X 19kn/m³=89.3kn
Ground floor
Column self-weight
(0.25 X 0.25 X 24Kn/m³)
X 3m=4.5Kn
Concrete slab
(3.15m X 2.75)(3.6Kn/m²)
=31.185Kn
Beam self-weight
= (3.15m+2.75)X 1.5 KN/m
=8.85kn

23. Brick wall self-weight
= (2m + 1m)
X 19kn/m³=57Kn
Total dead load=235.37kn
235.37 X 1.4 dead load factor
=329.518Kn
Live load on columng-6
FirstFloor
Concrete slab
= 2.75m X 3.15m X 1.5Kn/m²
=12.993Kn
Ground Floor
Concrete slab
= 2.75m X 3.15m X 1.5Kn/m²
=12.993Kn
Total live load= 25.986Kn
25.986 X 1.6 live load factor
=41.5776Kn
Total ultimateload for
Dead load + live load
=329.518 + 41.5776
=371.095Kn

24. Dead load on column J-10
Roof
Roof beam forcolumn J-10
= (1.3m+0.67)X 1.5 KN/m
=2.955Kn
Firstfloor
Column self-weight
(0.25 X 0.25 X 24Kn/m³)
X 3m=4.5Kn
Concrete slab
(1.3m X 0.67)(3.6Kn/m²)
=3.1356Kn
Beam self-weight
= (1.3m+0.67)X 1.5 KN/m
=2.955kn
Brick wall self-weight
= (1.3m+0.67m)
X 19kn/m³=37.43Kn
Ground floor
Column self-weight
(0.25 X 0.25 X 24Kn/m³)
X 3m=4.5Kn
Concrete slab
(1.3m X 0.67)(3.6Kn/m²)
=3.1356Kn
Beam self-weight
= (1.3m+0.67)X 1.5 KN/m
=2.955kn

25. Brick wall self-weight
= (1.3m+0.67m)
X 19kn/m³=37.43Kn
Total dead load=98.996kn
98.996 X 1.4 dead load factor
=98.996Kn
Live load on columnJ-10
FirstFloor
Concrete slab
= 1.3m X 0.67m X 1.5Kn/m²
=1.3065Kn
Ground Floor
Concrete slab
= 1.3m X 0.67m X 1.5Kn/m²
=1.3065Kn
Total live load= 2.613Kn
2.613 X 1.6 live loadfactor
=4.181Kn