This document contains the structural design proposal and individual calculations for a reinforced concrete building project by 6 students. It includes: 1) A table of contents and list of students and their student IDs working on the project. 2) The structural proposal section containing foundation plan, beams and columns for ground and first floor, and roof proposal. 3) The individual calculations section containing each student's calculations for beams and columns to support the structural design. 4) An appendix section at the end. The document provides details of the building location, land area, and completion date in the introduction.

1. NAME STUDENT ID
CHONG CHIN PIN 0319595
ERICA CHIN CHING 0320460
FRANCIS YEOW SHENG 1101A12395
LIEW MIN YEE 0324525
LOONG BO LIN 0321469
TAN JINGWEI 0320137
(BLD 61003), 4/7/2017
PROJECT : SKELETON DESIGN OF A R.C BUILDING

2. TABLE OF CONTENT
CONTENT PAGE
INTRODUCTION 1
STRUCTURAL PROPOSAL (GROUP) 4
INDIVIDUAL CALCULATION
- CHONG CHIN PIN
- ERICA CHIN CHING
- FRANCIS YEOW SHENG
- LIEW MIN YEE
- LOONG BO LIN
- TAN JINGWEI
11
12
24
42
55
67
88
APPENDIX 101

3. LOCATION : SETAPAK, SEKSYEN 86, KUALA LUMPUR
LAND AREA : 0.2077 ACRES
GROSS BUILDING AREA : 9,011.11 SQFT
COMPLETION DATE : MARCH 2011
INTRODUCTION

4. INTRODUCTION
PORCH
STUDY
ROOM
PRAYER
ROOM
BED
ROOM
BED
ROOM
BATH
W
SERVANT
ROOM
DRY
KITCHEN
FORMAL
DINING
WET
KITCHEN
WORKING
AREA
WC
UTILITYSTORE STORE
ST.
FORMAL
LIVING
FOYER
POWDER
ROOM
BATH
W
DRYING
YARD
TERRACE
TERRACE
2

5. INTRODUCTION
BALCONY
DRESSING
ROOM
MASTER
BATHROOM
W
BATH
2
BEDROOM
2
BEDROOM 4
W
FAMILYMASTER
BEDROOM
STUDY
ROOM
BATH 3
BATH 4
W
BEDROOM
3
ST. DN
3

6. STRUCTURAL
PROPOSAL

7. STRUCTURAL PROPOSAL - FOUNDATION PLAN
5

8. STRUCTURAL PROPOSAL - GROUND FLOOR BEAMS AND COLUMNS
6

9. STRUCTURAL PROPOSAL - GROUND FLOOR SLABS & LOAD DISTRIBUTION
7

10. STRUCTURAL PROPOSAL - FIRST FLOOR BEAMS & COLUMNS
8

11. STRUCTURAL PROPOSAL - FIRST FLOOR SLABS & LOAD DISTRIBUTION
9

12. STRUCTURAL PROPOSAL - ROOF
10

13. INDIVIDUAL
CALCULATION

14. INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595)
C1`
C2`
B1
B2
B3
B4
12

15. INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595)
BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m
WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m
UBBL LIVE LOAD DENSITY : 1.5kN/m
BEAM 1
(i) DEAD LOAD
a: [(2.6 x 3.6) x 2 ] = 3.12 kN/m
2 3
b: [(2.6 x 3.6) x 2 ] = 3.12 kN/m
2 3
a + b + beam + wall:
(3.12 + 3.12 + 1.68 + 8.55) =16.47 kN/m
UDL :(16.47 x 1.4) =23.058 kN/m
RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m
SAFETY FACTOR : UDL = 1.4 , ULL = 1.6
(ii) LIVE LOAD
a: [(2.6 x 1.5) x 2 ] = 1.3 kN/m
2 3
b: [(2.6 x 1.5) x 2 ] = 1.3 kN/m
2 3
ULL: (1.3 + 1.3) x 1.6 = 4.16 kN/m
b
a
13

16. (iii) LOAD DIAGRAM
UDL+ ULL:
22.058+ 4.16= 26.218 kN/m
Point Load
(26.218 x 2.6)= 68.1668 kN
68.1668 = 34.0834 kN
2
INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595)
(iv) SHEAR FORCE GRAPH
34.0834 kN 34.0834 kN
2.6 m
26.218 kN/m
68.1668 kN
34.0834
-34.0834
AREA P= AREA Q
AREA P:
1 x 2.6 x 34.0834= 22.1542 kN
2 2
1.3
22.1542
(v) BENDING MOMENT GRAPH
14

17. INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595)
BEAM 2
(i) DEAD LOAD
a: (3 x 3.6) = 5.4kN/m
2
b: (2.6 x 3.6) = 4.68 kN/m
2
a + b + beam + wall
(5.4 + 4.68 +1.68 +8.55) =20.31 kN/m
UDL: (20.31 x 1.4) = 28.434 kN/m
(ii) LIVE LOAD
a: (3 x 1.5) = 2.25 kN/m
2
b: (2.6 x 1.5) = 1.95 kN/m
2
ULL: (1.95 + 2.25) x 1.6 = 6.72 kN/m
a
b
15

18. (iv) SHEAR FORCE GRAPH
73.8234
-73.8234
2.1
77.5146
INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595)
(iii) LOAD DIAGRAM
UDL+ ULL:
28.434 + 6.72 =35.154 kN/m
Point Load
(35.154 x 4.2) =147.6468 kN
147.6468 =73.8234 kN
2
33.666 kN/m
70.6986 kN 70.6986 kN
68.1668 kN
4.2 m
AREA P = AREA Q
AREA P:
1 x 4.2 x 73.8234 =77.5146 kN
2 2
(v) BENDING MOMENT GRAPH
16

19. INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595)
BEAM 3
(i) DEAD LOAD
a: (2.6 x 3.6) = 4.68 kN/m
2
b: (4.2 x 3.6) = 7.56 kN/m
2
a + b + beam + wall
(4.68 + 7.56 +1.68 +8.55) = 22.47 kN/m
UDL: (22.47 x 1.4) = 31.458 kN/m
(ii) LIVE LOAD
a: (2.6 x 1.5) = 1.95 kN/m
2
b: (4.2 x 1.5) = 3.15 kN/m
2
ULL: (ULL: (1.95 + 3.15) x 1.6 = 8.16 kN/m
a
b
17

20. (iv) SHEAR FORCE GRAPH(iii) LOAD DIAGRAM
UDL+ ULL:
31.458 + 8.16 =39.618 kN/m
(39.618 x 4.2) =166.3956 kN
166.3956 =83.1978 kN
2
INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595)
83.1978 kN 83.1978 kN
83.1978
-83.1978
2.1
87.3577
68.1668 kN
4.2 m
AREA P= AREA Q
AREA P:
1 x 4.2 x 83.1978 =87.3577 kN
2 2
39.618 kN/m
(v) BENDING MOMENT GRAPH
18

21. INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595)
BEAM 4
(i) DEAD LOAD
a: [(2.6 x 3.6) X 2] = 3.12 kN/m
2 3
(1.3 x 3.12) = 1.56 kN/m
2.6
b: [(3 x 3.6) x 2] = 3.6 kN/m
2 3
c: (4.3 x 3.6) = 7.74 kN/m
2
a + b + c + beam + wall
(1.56 + 3.6 + 7.74 + 1.68 + 8.55) = 23.13 kN/m
UDL: (23.13 x 1.4) = 33.382 kN/m
(ii) LIVE LOAD
a: [(2.6 x 1.5) x 2] = 1.3 kN/m
2 3
(1.3 x 1.3) = 0.65 kN/m
2.6
b: [(3 x 1.5) x 2] = 1.5 kN/m
2 3
c: (4.3 x 1.5) =3.225 kN/m
2
a + b + c
(0.65 + 1.5 + 3.225) = 5.375 kN/m
ULL: (5.375 x 1.6) = 8.6 kN/m
b
a
c
19

22. BEAM 4
(iii) LOAD DIAGRAM
INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595)
1.3 m
B2
4.3 m
1.3 m
109.1532 kN
+
73.8234 kN
1.3 m
1.3 m 0.85m
Ra Rb
41.982 kN/m
4.3 m
= 73.8234 kN
Point Load:
41.982 x 2.6 = 109.1532 kN
41.982 x 1.7 = 71.3692 kN
0.85m
71.3694 kN
UDL+ ULL:
31.374 + 8.12 =39.494 kN/m
∑M= 0
Ra (4.3) - [182.9766 x (1.3+1.7)] -[71.3694 x 1.7] = 0
2
Ra (4.3) - (548.9298) - ( 60.664) =0
Ra =488.2658
4.3
= 113.5502 kN
113.5502 - 182.9766 - 71.3694- Rb = 0
-Rb= -140.7958
Rb = 140.7958kN
20

23. (iv) SHEAR FORCE GRAPH
151.36
1.3
2.15
134.47
INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595)
113.5502 -73.8234 = 39.7268 kN
Area R =1 x (2.15)(140.7958)
2
=151.3555 kN
Area Q = 1 x (2.15-1.3)(39.7268)
2
= 16.8839 kN
Area P = Area R -Area Q
= 151.3555 - 16.8839
= 134.4716 kN
113.5502
-140.7958
39.7268
P Q
R
P Q R
1.3 2.15
(v) BENDING MOMENT GRAPH
21

24. INDIVIDUAL CALCULATION (COLUMNS) - CHONG CHIN PIN (0319595)
RC DENSITY : 24 kN/m^3
BRICK WALL 150mm THICK : 8.55 kN/m^2
BEAM 200*350mm : 1.68 kN/m^2
SAFETY FACTOR FOR DEAD LOAD : 1.4
SAFETY FACTOR FOR LIVE LOAD : 1.6
STANDARD LIVE LOAD OF RESIDENCE : 1.5 kN/m^2
COLUMN 1
Dead Load
Column Self Load= (0.2)(0.2)(3.5)(24)
= 3.36 kN
Walls =[(1.3+1.1) x 8.55]
= 20.52 kN
Slabs = [(2.55 x 2.4) + (3.6 x 2.15)] x 3.6
= [(6.12 + 7.74) x 3.6]
= 49.896 kN
Beams = [(3.6 + 2.55 + 2.15) x 1.68]
= 13.944 kN
Total Dead Load= [(3.36 + 20.52 + 49.896 + 13.944) x 1.4]
= 122.81 kN
Live Load
Slabs = [(2.55 x 2.4) + (3.6 x 2.15) x 1.5]
= (6.12 +7.74) x 1.5
= 20.79 kN
Total Live Load= (20.79 x 1.6)
=33.26 kN
Ultimate Load of Column
= Dead Load + Live Load
=(122.81 + 33.26)
=156.07 kN
4.6 = 2.3
2
4.3 = 2.15
2
2.6 = 1.3
2
5.1 = 2.55
2
22

25. INDIVIDUAL CALCULATION (COLUMNS) - CHONG CHIN PIN (0319595)
COLUMN 2
4.6 = 2.3
2
4.3 = 2.15
2
Dead Load
Column Self Load= (0.2)(0.2)(3.5)(24)
= 3.36 kN
Walls =[(1.3 + 1.6 + 2.2 + 3.6 + 7.3) x 8.55]
= 136.8 kN
Slabs = [(1.5 + 2.6 + 2.3) (2.15) + (0.8 x 2.15) x 3.6 ]
= [(13.76 + 1.72) x 3.6]
= 55.728 kN
Beams = [(6.4 + 2.15 +2.15 + 0.8) x 1.68]
= 19.32 kN
Total Dead Load= [(3.36 + 136.8 +55.728 + 19.32) x 1.4]
= 301.29 kN
Live Load
Slabs = [(1.5 + 2.6 + 2.3) (2.15) + (0.8 x 2.15) x 1.5 ]
= 23.22 kN
Total Live Load= (23.22 x 1.6)
= 37.15kN
Ultimate Load of Column
= Dead Load + Live Load
= (301.29 + 37.15)
= 338.44 kN
3= 1.5
2
1.6 = 0.8
2
23

26. INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460)
B1
B2
B3
B4
24

27. BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m
WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m
UBBL LIVE LOAD DENSITY : 1.5kN/m
AT B1,
(i) DEAD LOAD
X1 : (3.6)(6.15/2) = 11.07 kN/m
X1 to B1 : (11.07)(4.9 / 6.2) = 8.75 kN/m
X2 : (3.6)(1.5/2) = 2.70 kN/m
∑Xn + beam + wall : 8.75 + 2.70 + 1.68 + 8.55 = 21.68 kN/m
UDL : (21.68)(1.4) = 30.35 kN/m
INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460)
RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m
SAFETY FACTOR : UDL = 1.4 , ULL = 1.6
(ii) LIVE LOAD
X1 : (1.5)(6.15/2) = 4.61 kN/m
X1 to B1 : (4.61)( 4.9 / 6.2 ) = 3.64 kN/m
X2 : (1.5)(1.5/2) = 1.13 kN/m
∑Xn : 3.64 + 1.13 = 4.77 kN/m
UDL : (4.77)(1.6) = 7.63 kN/m
∑UL : UDL + ULL
= 30.35 + 7.63 = 37.98 kN/m
X1
X2
25

28. (iii) LOAD DIAGRAM
∑PL : (37.98)(4.9) = 186.10 kN
Ra = Rb ,
186.10 / 2 = 93.05 kN
INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460)
(iv) SHEAR FORCE GRAPH
37.98 kN/m
4.9 m
186.10 kN
93.05 kN 93.05 kN
2.45m 2.45m
93.05
93.05
AREA OF P = AREA OF Q
AREA OF P = ½ (93.05)(2.45) = 113.99 kNm
2.45 4.9
113.99
P
Q
(v) BENDING MOMENT GRAPH
26

29. INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460)
AT B2,
(i) DEAD LOAD
X1 : (3.6)(1.5/2) = 2.70 kN/m
X2 : (3.6)(1.67/2) = 3.01 kN/m
∑Xn + beam + wall : 2.70 + 3.01 + 1.68 + 8.55 = 15.94 kN/m
UDL : (15.94)(1.4) = 22.32 kN/m
(ii) LIVE LOAD
X1 : (1.5)(1.5/2) = 1.13 kN/m
X2 : (1.5)(1.67/2) = 1.25 kN/m
∑Xn : 1.13 + 1.25 = 2.38 kN/m
UDL : (2.38)(1.6) = 3.81 kN/m
∑UL : UDL + ULL
= 22.32 + 3.81 = 26.13 kN/m
X1 X2
27

30. (iii) LOAD DIAGRAM
∑PL : (26.13)(4.9) = 128.04 kN
Ra = Rb ,
128.04 / 2 = 64.02 kN
INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460)
(iv) SHEAR FORCE GRAPH
26.13 kN/m
128.04 kN
64.02 kN 64.02 kN
2.45m 2.45m
64.02
64.02
AREA OF P = AREA OF Q
AREA OF P = ½ (64.02)(2.45) = 78.42 kNm
2.45 4.9
78.42
P
Q
4.9 m
(v) BENDING MOMENT GRAPH
28

31. INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460)
AT B3,
(i) DEAD LOAD
X1 : (3.6)(2.4 /2) = 4.32 kN/m
∑Xn + beam + wall : 4.32 + 1.68 + 8.55 = 14.55 kN/m
UDL : (14.55)(1.4) = 20.37 kN/m
(ii) LIVE LOAD
X1 : (1.5)( 2.4 /2) = 1.25 kN/m
UDL : (1.25)(1.6) = 2.88 kN/m
∑UL : UDL + ULL
= 20.37 + 2.88 = 23.25 kN/m
X1
B2
29

32. (iii) LOAD DIAGRAM
INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460)
(iv) SHEAR FORCE GRAPH
23.25 kN/m
3.17 m
1.5 m
B2 = 64.02 kN
3.17 m
1.5 m
69.75 kN
+
64.02 kN
1.5 m 1.5 m 0.085 0.085
3.95 kN
∑PL1 : (23.25)(3.0) = 69.75 kN
∑PL2 : (23.25)(0.17) = 3.95 kN
Ra Rb
∑M= 0,
(Ra)(3.17) - (133.77)(1.67) - (3.95)(0.085) = 0
Ra = 223.73/3.17 = 70.58 kN
70.58 - 133.77 - 3.95 - Rb = 0
Rb = 67.14 kN
P Q
R
70.58
6.56
67.14
AREA OF R = AREA OF P + AREA OF Q
AREA OF R = ½ (1.585)(67.14) = 53.21 kN
AREA OF Q = ½ (0.085)(6.56) = 0.279 kN
AREA OF P = R - Q
= 53.21 - 0.279
= 52.93 kNm
53.21
1.5
1.585
52.93
(v) BENDING MOMENT GRAPH
30

33. INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460)
AT B4,
(i) DEAD LOAD
X1 : (3.6)(1.67 / 2) = 3.01 kN/m
X1 to B4 : (3.01)(2.2 / 4.9) = 1.35 kN/m
X2 : (3.6)(2.4 / 2)(2 / 3) = 2.88 kN/m
X3 : (3.6)(4.6 / 2)(2 / 3) = 5.52 kN/m
∑Xn + beam + wall : 1.35 + 2.88 + 5.52 + 1.68 + 8.55 = 19.98 kN/m
UDL : (19.98)(1.4) = 27.97 kN/m
(ii) LIVE LOAD
X1 : (1.5)(1.67 / 2) = 1.25 kN/m
X1 to B4 : (1.25)(2.2 / 4.9) = 0.56 kN/m
X2 : (1.5)(2.4 / 2)(2/3) = 1.20 kN/m
X2 : (1.5)(4.6 / 2)(2/3) = 2.30 kN/m
∑Xn :0.56 + 1.20 + 2.30 = 4.06 kN/m
UDL : (4.06)(1.6) = 6.50 kN/m
∑UL : UDL + ULL
= 27.97 + 6.50 = 34.47 kN/m
X1
X2
X3
31

34. (iii) LOAD DIAGRAM
INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460)
(iv) SHEAR FORCE GRAPH
34.47 kN/m
4.6 m
2.2 m
B3 = 67.14 kN
4.6 m
2.2 m
151.67 kN
+
67.14 kN
2.2 m 2.2 m 0.1 0.1
6.89 kN
∑PL1 : (34.47)(4.4) = 151.67 kN
∑PL2 : (34.47)(0.2) = 6.89 kN
Ra Rb
∑M= 0,
(Ra)(4.6) - (218.81)(2.4) - (6.89)(0.1) = 0
Ra = 525.83 / 4.6= 114.31 kN
114.31 - 218.81 - 6.89 - Rb = 0
Rb = 111.39 kN
P Q
R
114.31
47.17
111.39
AREA OF R = AREA OF P + AREA OF Q
AREA OF R = ½ (2.3)(111.39) = 128.10 kN
AREA OF Q = ½ (0.1)(47.17) = 2.36 kN
AREA OF P = R - Q
= 128.10 - 2.36
= 125.74 kNm
128.10
2.2
2.3
125.74
(v) BENDING MOMENT GRAPH
32

35. INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460)
33

36. INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460)
34

37. INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460)
AT C1,
(i) DEAD LOAD
COLUMN SELF LOAD : WIDTH X LENGTH X HEIGHT X RC DENSITY
= (0.2)(0.2)(3.5)(24)
= 3.36 kN
SLAB DEAD LOAD : TRIBUTARY AREA X 3.6 kN/m^2
= (4.23)(4.66)(3.6) = 70.96 kN
NOTE : G FLOOR SLAB LOAD = 1ST FLOOR SLAB LOAD
BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m^2
B1 : (2.95)(1.68) = 4.96 kN
B2 : (1.66)(1.68) = 2.79 kN
B3 : (1.46)(1.68) = 2.45 kN
B4 : (2.58)(1.68) = 4.33 kN
∑BL : 4.96 + 2.79 + 2.45 + 4.33 = 14.53 kN
NOTE : G FLOOR BEAM LOAD = 1ST FLOOR BEAM LOAD
B1
B2
B4
B3
RC DENSITY : 24 kN/m^3
BRICK WALL 150mm THICK : 8.55 kN/m^2
BEAM 200*350mm : 1.68 kN/m^2
STANDARD LIVE LOAD OF RESIDENCE : 1.5 kN/m^2
RC SLAB THICKNESS * UBBL : 3.6 kN/m^2
SAFETY FACTOR FOR DEAD LOAD : 1.4
SAFETY FACTOR FOR LIVE LOAD : 1.6
35

38. INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460)
WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m^2
W1 : (2.43)(8.55) = 20.78 kN
W2 : (0.36)(8.55) = 3.08 kN
W3 : (0.12)(8.55) = 1.03 kN
W4 : (1.20)(8.55) = 10.26 kN
W5 : (0.21)(8.55) = 1.80 kN
W6 : (2.26)(8.55) = 19.32 kN
W7 : (2.35)(8.55) = 20.09 kN
∑WL : 20.78 + 3.08 + 1.03 + 10.26 + 1.80 + 19.32 + 20.09 = 76.36 kN
1ST FLOOR WALLS
W2
W6
W4
W3
W1
W5
W7
36

39. INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460)
WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m^2
W1 : (0.36)(8.55) = 3.08 kN
W2 : (1.22)(8.55) = 10.43 kN
W3 :(1.88)(8.55) = 16.07 kN
W4 :(2.35)(8.55) = 20.09 kN
W5 : (0.24)(8.55) = 2.05 kN
W6 : (0.28)(8.55) = 2.39 kN
W7 : (1.51)(8.55) = 12.91 kN
∑WL : 3.08 + 10.43 + 16.07 + 20.09 + 2.05 + 2.39 + 12.91 = 67.02 kN
G FLOOR WALLS
W1
W2
W3
W4
W5 W6
W7
37

40. INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460)
(ii) LIVE LOAD
1ST FLOOR
LIVE LOAD : TRIBUTARY AREA X 1.5 kN/m^2
= (4.23)(4.66)(1.5)
= 29.57 kN
G FLOOR
LIVE LOAD : (4.23)(4.66)(1.5)
= 29.57 kN
∑ LL : 29.57 + 29.57
= 59.14 kN
∑ LL X SAFETY FACTOR : (59.14)(1.6)
= 94.62 kN
ULTIMATE LOAD : 449.51 + 94.62
= 544.13 kN
1ST FLOOR
SLAB : 70.96 kN
BEAMS : 14.53 kN
WALLS : 76.36 kN
COLUMN : 3.36 kN
G FLOOR
SLAB : 70.96 kN
BEAMS : 14.53 kN
WALLS : 67.02 kN
COLUMN : 3.36 kN
∑ DL : 70.96 + 14.53 + 76.36 + 3.36 + 70.96 + 14.53 + 67.02 + 3.36
= 321.08 kN
∑ DL X SAFETY FACTOR : (321.08)(1.4)
= 449.51 kN
38

41. INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460)
AT C2,
(i) DEAD LOAD
COLUMN SELF LOAD : WIDTH X LENGTH X HEIGHT X RC DENSITY
= (0.2)(0.2)(3.5)(24)
= 3.36 kN
SLAB DEAD LOAD : TRIBUTARY AREA X 3.6 kN/m^2
= (4.13)(2.87)(3.6)= 42.67 kN
NOTE : G FLOOR SLAB LOAD = 1ST FLOOR SLAB LOAD
BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m^2
B1 : (1.46)(1.68) = 2.45 kN
B2 : (1.41)(1.68) = 2.37 kN
B3 : (2.44)(1.68) = 4.10 kN
B4 : (1.20)(1.68) = 2.02 kN
∑BL : 2.45 + 2.37 + 4.10 + 2.02 = 10.94 kN
NOTE : G FLOOR BEAM LOAD = 1ST FLOOR BEAM LOAD
B1
B2
B4 B3
RC DENSITY : 24 kN/m^3
BRICK WALL 150mm THICK : 8.55 kN/m^2
BEAM 200*350mm : 1.68 kN/m^2
STANDARD LIVE LOAD OF RESIDENCE : 1.5 kN/m^2
RC SLAB THICKNESS * UBBL : 3.6 kN/m^2
SAFETY FACTOR FOR DEAD LOAD : 1.4
SAFETY FACTOR FOR LIVE LOAD : 1.6
39

42. INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460)
WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m^2
W1 : (1.23)(8.55) = 10.52 kN
W2 : (1.46)(8.55) = 12.48 kN
W3 : (0.75)(8.55) = 6.41 kN
∑ WL : 10.52 + 12.48 + 6.41 = 29.41 kN
G FLOOR WALLS
W2
W3
W1
WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m^2
W1 : (1.23)(8.55) = 10.52 kN
∑ WL : 10.52 kN
1ST FLOOR WALLS
W1
40

43. INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460)
(ii) LIVE LOAD
1ST FLOOR
LIVE LOAD : TRIBUTARY AREA X 1.5 kN/m^2
= (4.13)(2.87)(1.5)
= 17.78 kN
G FLOOR
LIVE LOAD : (4.13)(2.87)(1.5)
= 17.78 kN
∑ LL : 17.78 + 17.78
= 35.56 kN
∑ LL X SAFETY FACTOR : (35.56)(1.6)
= 56.90 kN
ULTIMATE LOAD : 215.42 + 56.90
= 272.32 kN
1ST FLOOR
SLAB : 42.67 kN
BEAMS : 10.94 kN
WALLS : 10.52 kN
COLUMN : 3.36 kN
G FLOOR
SLAB : 42.67 kN
BEAMS : 10.94 kN
WALLS : 29.41 kN
COLUMN : 3.36 kN
∑ DL : 42.67 + 10.94 + 10.52 + 3.36 + 42.67 + 10.94 + 29.41 + 3.36
= 153.87 kN
∑ DL X SAFETY FACTOR : (153.87)(1.4)
= 215.42 kN
41

44. INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395)
B2
B4
B1
B3
42

45. INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395)
BEAM 1
AT BEAM 1,
LOAD DIAGRAM
DEAD LOAD
SLAB WEIGHT, X1 = 3.6 x (3.5/2) x (⅔) = 4.2 kN/m
∑DL = (4.2 + 1.68 + 8.55) kN/m = 14.43 kN/
DL x SAFETY FACTOR = 14.43 x 1.4 = 20.2 kN/m
LIVE LOAD
X1 = 1.5kN/sqm x (3.5/2) x (⅔) = 1.75kN/m
LL x SAFETY FACTOR = 1.75 x 1.6 = 2.8kN/m
UL = 20.2 + 2.8 = 23.0 kN/m
23.0 kN/m
3.5m
RA RB
80.5kN
1.75m1.75m
RA RB
RA = RB = 80.5/2 = 40.25kN
43

46. INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395)
BEAM 1
SHEAR FORCE GRAPH
AREA OF P = 0.5 x 1.75 x 40.25 = 35.2kNm (MAXIMUM BENDING MOMENT
OCCURS AT x = 1.75)
40.25
-40.25
1.75 3.5
1.75 3.5
35.2
BENDING MOMENT GRAPH
44

47. INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395)
BEAM 2
AT BEAM 2,
DEAD LOAD
SLAB WEIGHT, X1 = 3.6 x (3.5/2) = 6.3kN/m
X2 = 3.6 x (4.2/2) = 7.56 kN/m
∑DL = X1 + X2 + WALL + BEAM
∑DL = 6.3 + 7.56 + 8.55 + 1.68 = 24.09kN/m
DL x SAFETY FACTOR = 24.09 x 1.4 = 33.726kN/m
LIVE LOAD
X1 = 1.5 x (3.5/2) = 2.625 kN/m
X2 = 1.5 x (4.2/2) = 3.15 kN/m
∑LL = 2.625 + 3.15 = 5.775 kN/m
LL x SAFETY FACTOR = 5.775 x 1.6 = 9.24 kN/m
ULTIMATE LOAD ON BEAM = 9.24 + 33.726 = 42.97 kN/m
PL = 42.97 x 5 = 214.83 kN @ 2.5m
Ra = RB = 214.83/2 = 107.4 kN
45

48. INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395)
BEAM 2
SHEAR FORCE GRAPH
107.4
-107.4
2.5 5.0
2.5 5.0
134.27
42.97 kN/m
5m
RA RB
214.83 kN
2.5m2.5m
RA RB
P
Q
LOAD DIAGRAM
BENDING MOMENT GRAPH
AREA OF P = AREA OF Q = 0.5 x 107.4 x 2.5 =134.27 kNm
46

49. INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395)
BEAM 3
AT BEAM 3,
DEAD LOAD
SLAB WEIGHT, X1 = 3.6 x (3.5/2) = 6.3 kN/m
X2 = 3.6 x (3.94/2) = 7.092 kN/m
∑DL = X1 + X2 + WALL + BEAM
∑DL = [(6.3 + 7.092 + 1.68) X 5] + (8.55 X 4) = 109.56 kN
DL x SAFETY FACTOR = 109.56 x 1.4 = 153.38 kN
LIVE LOAD
X1 = 1.5 x (3.5/2) = 2.625 kN/m
X2 = 1.5 x (3.94/2) = 2.955 kN/m
∑LL =( 2.625 + 2.955) x 5 = 27.9 kN/m
LL x SAFETY FACTOR = 27.9 x 1.6 = 44.64 kN
ULTIMATE LOAD ON BEAM = 44.64 + 153.38 = 198.02 kN
PL = 198.02 kN
UNIFORM DISTRIBUTED LOAD = 198.02/5 = 39.6 kN/m
Ra = RB = 198.02/2 = 99.01 kN
47

50. INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395)
BEAM 3
SHEAR FORCE GRAPH
99.01
-99.01
2.5 5.0
2.5 5.0
123..76
39.6 kN/m
5m
RA RB
198.02 kN
2.5m2.5m
RA RB
P
Q
LOAD DIAGRAM
BENDING MOMENT GRAPH
AREA OF P = AREA OF Q = 0.5 x 99.01 x 2.5 =123.76 kNm
48

51. INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395)
BEAM 4
AT BEAM 4,
DEAD LOAD
SLAB WEIGHT, X1 = 3.6 x (3.5/2) x 2/3 = 4.2 kN/m
X2 = 3.6 x (3.94/2) x 2/3 = 4.728 kN/m
LOAD OF X2 ON BEAM 4 = 4.728 x 0.778 = 3.68 kN
X3 = 3.6 x (2.2/2) = 3.96 kN/m
∑DL = (X3 + BEAM) x LENGTH] + (WALL x LENGTH) + X2 + (X1 x LENGTH)
∑DL = ( 3.96 + 1.68) X 4.278) + (8.55 X 1.9) + 3.68 + (4.2 x 3.5) = 58.76 kN
DL x SAFETY FACTOR = 58.76 x 1.4 = 82.3 kN
LIVE LOAD
X1 = 1.5 x (3.5/2) x 2/3 = 1.75 kN/m
X2 = 1.5 x (3.94/2) x 2/3 = 1.97 kN/m
X3 = 1.5 x (2.2/2) = 1.65 kN/m
∑LL = (1.75 + 1.97 +1.65) = 5.37 kN/m
∑LL = 5.37 x 4.278 = 22.97 kN
LL x SAFETY FACTOR = 22.97 x 1.6 = 36.76 kN
ULTIMATE LOAD ON BEAM = 82.3 + 36.76 + (PLBEAM 3 /2)
= 82.3 + 36.76 + 99.01 = 218.06 kN
UNIFORM DISTRIBUTED LOAD = (LL + DL)/ LENGTH = (36.76 + 82.3)/ 4.278
= 119.06/4.278 = 27.83 kN/m
Ra = RB = 218.06/2 = 109.03 kN
49

52. INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395)
109.03
-87.39
3.5 4.278
3.5 4.278
211.15
27.83 kN/m
RA RB
0.778m3.5m
P
Q
LOAD DIAGRAM
BENDING MOMENT GRAPH
AREA OF P = [(11.625+109.03)/2] x 3.5 = 211.15 kNm
AREA OF Q = [(87.39 + 109.03)/2] x 0.778 = 76.41 kNm
50
11.625
-109.03
76.41
99.01 kN
SHEAR FORCE DIAGRAM

53. INDIVIDUAL CALCULATION (COLUMNS) - FRANCIS YEOW SHENG (1101A12395)
COLUMN 1
AT COLUMN 1,
51
GROUND FLOOR
COLUMN SELF WEIGHT = 0.2 x 0.2 x 3.5 x 24 kN/sqm = 3.36 kN
SLAB DEAD LOAD = TRIBUTARY AREA x 3.6 kN/sqm
= [2.5 x (2.1 +1.75)] x 3.6 = 34.65 kN
BEAM DEAD LOAD, B1 = 2.1 x 1.68 = 3.528 kN
B2 = 1.75 x 1.68 = 2.94 kN
B3 = 2.5 x 1.68 = 4.2 kN
∑BDL = 3.528 + 2.94 + 4.2 = 10.67 kN
WALL DEAD LOAD, W1 = 8.55 x 1.9 = 16.245 kN
W2 = 8.55 x 1.75 = 14.96 kN
∑WDL = 16.245 + 14.96 = 31.205 kN
∑DL x SAFETY FACTOR = (3.36 + 34.65 + 10.67 + 31.205) x 1.4 = 111.839 kN
LIVE LOAD = 1.5 x TRIBUTARY AREA
= 1.5 x 2.5 x (2.1 + 1.75) = 14.438 kN
∑LL x SAFETY FACTOR = 14.438 x 1.6 = 23.1 kN
GROUND FLOOR ULTIMATE LOAD = 23.1 + 111.839 = 134.94 kN

54. INDIVIDUAL CALCULATION (COLUMNS) - FRANCIS YEOW SHENG (1101A12395)
COLUMN 1
1ST FLOOR
SLAB, BEAM AND COLUMN WEIGHT ARE THE SAME.
WALL DEAD LOAD, W1 = 8.55 x 2.1 = 17.96 kN
W2 = 8.55 x 1.75 = 14.96 kN
W3 = 8.55 x 2.5 = 21.375 kN
∑WDL = 17.96 + 14.96 + 21.375 = 54.295 kN
LIVE LOAD IS THE SAME AS GROUND FLOOR.
THEREFORE,
∑ DL = 34.65 + 10.67 + 54.295 + 3.36 = 102.975 kN
DL x SAFETY FACTOR = 102.975 x 1.4 = 144.165 kN
LIVE LOAD = 23.1 kN
FIRST FLOOR ULTIMATE LOAD = 144.165 + 23.1 = 167.265 kN
ULTIMATE LOAD ON COLUMN 1 = GROUND FLOOR + FIRST FLOOR UL
= 134.94 + 167.265 = 302.2 kN
52

55. INDIVIDUAL CALCULATION (COLUMNS) - FRANCIS YEOW SHENG (1101A12395)
COLUMN 2
AT COLUMN 2,
53
GROUND FLOOR
COLUMN SELF WEIGHT = 0.2 x 0.2 x 3.5 x 24 kN/sqm = 3.36 kN
SLAB DEAD LOAD = TRIBUTARY AREA x 3.6 kN/sqm
= [2.5 x (1.97 +1.75)] x 3.6 = 33.48 kN
BEAM DEAD LOAD, B1 = 1.75 x 1.68 = 2.94 kN
B2 = 1.97 x 1.68 = 3.31 kN
B3 = 2.5 x 1.68 = 4.2 kN
∑BDL = 3.31 + 2.94 + 4.2 = 10.45 kN
WALL DEAD LOAD, W1 = 8.55 x 1.75 = 14.96 kN
W2 = 8.55 x 1.97 = 16.84 kN
W3 = 8.55 x 2.5= 21.375 kN
∑WDL = 14.96 + 16.84 + 21.375 = 53.18 kN
∑DL x SAFETY FACTOR = (3.36 + 33.48 + 10.45 + 43.18) x 1.4 = 100.47 x 1.4
= 140.66 kN
LIVE LOAD = 1.5 x TRIBUTARY AREA
= 1.5 x 2.5 x (1.97 + 1.75) = 13.95 kN
∑LL x SAFETY FACTOR = 13.95 x 1.6 = 22.32 kN
GROUND FLOOR ULTIMATE LOAD = 140.66 + 22.32 = 162.98 kN

56. INDIVIDUAL CALCULATION (COLUMNS) - FRANCIS YEOW SHENG (1101A12395)
COLUMN 2
1ST FLOOR
SLAB, BEAM AND COLUMN WEIGHT ARE THE SAME.
WALL DEAD LOAD, W1 = 8.55 x 1.75 = 14.96 kN
W2 = 8.55 x 1.97 = 16.84 kN
W3 = 8.55 x 1.3 = 11.12 kN
∑WDL = 14.96 + 16.84 + 11.12 = 42.92 kN
LIVE LOAD IS THE SAME AS GROUND FLOOR.
THEREFORE,
∑ DL = 3.36 + 33.48 + 10.45 + 42.92 = 90.21 kN
DL x SAFETY FACTOR = 90.21 x 1.4 = 126.294 kN
LIVE LOAD = 22.32 kN
FIRST FLOOR ULTIMATE LOAD = 126.294 + 22.32 = 148.6 kN
ULTIMATE LOAD ON COLUMN 1 = GROUND FLOOR + FIRST FLOOR UL
= 162.98 + 148.6 = 311.59 kN
54

57. INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525)
B2
B3
B1
B4
55

58. INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525)
BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m
WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m
UBBL LIVE LOAD DENSITY : 1.5kN/m
AT B1,
(i) DEAD LOAD
X1 : [3.6 x 3.9 / 2] x 2/3 = 4.68 kN/m
X2 : 3.6 x 3.1 / 2 = 5.58 kN/m
5.58 x 3.9/5.1 = 4.267 kN/m
∑Xn + beam + wall : 4.68 + 4.267 + 1.68 + 8.55 kN/m = 19.177 kN/m
UDL : 19.177 x 1.4 = 26.847 kN/m
RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m
SAFETY FACTOR : UDL = 1.4 , ULL = 1.6
(ii) LIVE LOAD
X1 : [1.5 x 3.9 / 2] x 2/3 = 1.95 kN/m
X2 : 1.5 x 3.1 / 2 = 2.325 kN/m
2.325 x 3.9/5.1 = 1.777 kN/m
ULL : ∑Xn x 1.6 = 5.9632 kN/m
∑UL : UDL + ULL
= 26.847 + 5.9632 = 32.81 kN/m
X1
X2
56

59. (iii) LOAD DIAGRAM
∑PL : 32.81 kN/m x 3.9 m = 127.95 kN
(iv) SHEAR FORCE GRAPH
INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525)
32.81 kN/m
3.9 m
127.95 kN
63.975 kN 63.975 kN
1.95m 1.95m
63.975
63.975
AREA OF P = AREA OF Q
AREA OF P = 1/2 ( 63.97 x 1.95 )
= 62.37 kN.m
1.95
62.37
(v) BENDING MOMENT GRAPH
57

60. INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525)
AT B2,
(i) DEAD LOAD
X1 : [3.6 x 3.1 / 2] x 2/3 = 3.72 kN/m
X2 : [3.6 x 3.1 / 2] x 2/3 = 3.72 kN/m
5.58 x 3.9/5.1 = 4.267 kN/m
∑Xn + beam + wall : 7.44 + 1.68 + 8.55 kN/m = 17.67 kN/m
UDL : 17.67 x 1.4 = 24.738 kN/m
(ii) LIVE LOAD
X1 : [1.5 x 3.1 / 2] x 2/3 = 1.55 kN/m
X2 : [1.5 x 3.1 / 2]x 2/3 = 1.55 kN/m
ULL : ∑Xn x 1.6 = 3.10 x 1.6 kN/m
∑UL : UDL + ULL
= 24.738 + 4.96 = 29.698 kN/m
X1 X2
58

61. (iii) LOAD DIAGRAM
∑PL : 29.698 kN/m x 3.1 m = 92.064 kN
(iv) SHEAR FORCE GRAPH
INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525)
29.698 kN/m
3.1 m
92.064 kN
46.032 kN 46.032 kN
1.55m 1.55m
46.032
46.032
AREA OF P = AREA OF Q
AREA OF P = 1/2 ( 46.032 x 1.55 )
= 35.675 kN/m
1.55
35.675
(v) BENDING MOMENT GRAPH
59

62. AT B3,
(i) DEAD LOAD
X1 : [3.6 x 4.3 / 2] x 2/3 = 5.16 kN/m
X2 : 3.6 x 3.1 / 2 = 5.58 kN/m
5.58 x 3.13/ 4.32 = 4.04 kN/m
X3 : [3.6 x 3.1 / 2] x 0.8 / 5.1 = 0.875 kN/m
∑Xn + 1.68 = 8.55 = 20.305 kN/m
UDL : 20.305 x 1.4 = 28.427 kN/m
(ii) LIVE LOAD
X1 : [1.5 x 4.3 / 2] x 2/3 = 2.15 kN/m
X2 : 1.5 x 3.1 / 2 = 2.325 kN/m
2.325 x 3.13 / 4.32 = 1.68 kN/m
X3 : [1.5 x 3.1 / 2] x 0.8 / 5.1 = 0.364 kN/m
ULL : ∑Xn x 1.6 = 6.1704 kN/m
∑UL : UDL + ULL
= 28.427 + 6.7104 = 35.137 kN/m
X1
X2 X3
60
INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525)

63. (iii) LOAD DIAGRAM
∑PL : 29.698 kN/m x 3.1 m = 92.064 kN
(iv) SHEAR FORCE GRAPH
INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525)
35.137 kN
4.3 m
56.219kN +
46.032 kN =
102.25 kN
Ra Rb
0.8m 2.7m
43.032 kN
0.8m
94.87kN
∑M= 0,
(Ra)(4.3) - (102.25)(3.5) - (94.87)(1.35) = 0
(Ra) )(4.3)-357.875-128.07 = 0
(Ra) )(4.3)-229.805 = 0
(4.3)Ra) = 229.805
Ra) = 229.805 / 4.3
Ra) = 53.44kN
53.44 - 102.25 - 94.57 - Rb = 0
Rb = -143.38
P
Q
R
53.44
7.408
143.38
AREA OF R = AREA OF P + AREA OF Q
AREA OF R = 1 / 2 (2.15 x 143.38)
= 154.133
AREA OF Q = 1 / 2 (1.35 x 7.408 )
= 5.0 kN
AREA OF P = R - Q
= 154.133-5
= 149.133 kN
154.13
0.8 2.15
(v) BENDING MOMENT GRAPH
61

64. INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525)
AT B4,
(i) DEAD LOAD
X1 : 3.6 x 4.3 / 2 = 7.74 kN/m
X2 : 3.6 x 2.8 / 2 = 5.04kN/m
∑Xn + beam + wall : 7.74 + 5.04 + 1.68 + 8.55 = 23.01 kN/m
UDL : 23.01 x 1.4 = 32.214 kN/m
(ii) LIVE LOAD
X1 : 1.5 x 4.3 / 2 = 3.225 kN/m
X2 : 1.5 x 2.8 / 2 = 2.1 kN/m
ULL : ∑Xn x 1.6 = 8.52 kN/m
∑UL : UDL + ULL
= 32.214 + 8.52 = 40.734 kN/m
X1
X2
62

65. (iii) LOAD DIAGRAM
∑PL : 40.734 kN/m x 5.5 m = 224.037 kN
(iv) SHEAR FORCE GRAPH
INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525)
40.734 kN/m
5.5 m
224.037 kN
112.01 kN 112.01 kN
2.75m 2.75m
112.01
112.01
AREA OF P = AREA OF Q
AREA OF P = 1/2 ( 112.01 x 2.75 )
= 308.05 kN/m
2.75
308.05
(v) BENDING MOMENT GRAPH
63

66. INDIVIDUAL CALCULATION (COLUMNS) - LIEW MIN YEE (0324525)
64

67. INDIVIDUAL CALCULATION (COLUMNS) - LIEW MIN YEE (0324525)
RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m
SAFETY FACTOR : UDL = 1.4 , ULL = 1.6
RC DENSITY = 24kN/m3
(i) LIVE LOAD
(2.75 )( 3.5) (1.5) = 14.43kN
∑DL + LL = 89.889 + 14.43 =104.32 kN
BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m
WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m
UBBL LIVE LOAD DENSITY : 1.5kN/m
COLUMN 1
(i) DEAD LOAD
Wall : 8.55 x 4.5 = 38.475kN
Slab :( 2.75 x 3.5) (3.6) = 34.65kN
Beam = (2.75 + 3.3) (1.68) = 10.164kN
Column = (0.2) (0.2) (3.5) (24.0) = 3.36kN
∑DL = (1.4) (38.475 + 34.65 + 10.164 + 3.36) = 89.889kN
65

68. COLUMN 2
(i) DEAD LOAD
Wall : 6.25 x 4.5 = 53.43kN
Slab :(3.5)(4.2)(3.6) = 52.92kN
Beam = (3.5+1.5) (1.68) = 8.4kN
Column = (0.2) (0.2) (3.5) (24.0) = 3.36kN
∑DL = (1.4) (3.24+53.43+52.92+8.4+3.36) = 169.89kN
INDIVIDUAL CALCULATION (COLUMNS) - LIEW MIN YEE (0324525)
(i) LIVE LOAD
(3.5)(4..2) (1.5) = 22.05kN
∑DL + LL = 169.89 + 22.05 = 191.94kN
66

69. INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469)
B2
B3
B1
B4
67

70. INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469)
BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m
WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m
UBBL LIVE LOAD DENSITY : 1.5kN/m
AT B1,
DEAD LOAD
X1 : (3.6)(2.6/2) = 4.68 kN/m
X2 : (3.6)(2.2/2) = 3.96 kN/m
∑Xn + beam + wall : 4.68 + 3.96 + 1.68 + 8.55 = 18.88 kN/m
UDL : (18.88)(1.4) = 26.43 kN/m
RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m
SAFETY FACTOR : UDL = 1.4 , ULL = 1.6
LIVE LOAD
X1 : (1.5)(2.6/2) = 1.95 kN/m
X2 : (1.5)(2.2/2) = 1.65 kN/m
∑Xn : 1.96 + 1.65 = 3.61 kN/m
ULL : (3.61)(1.6) = 5.78 kN/m
∑UL : UDL + ULL
= 26.43 + 5.78 = 32.21 kN/m
68
X1
X2

71. SHEAR FORCE GRAPH
BENDING MOMENT GRAPH
LOAD DIAGRAM
Total Point Load
= 32.21 x 5.3
= 170.71 kN
Ra = Rb ,
170.71 / 2 = 85.36 kN
INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469)
85.36 kN 85.36 kN
2.65 m 2.65 m
32.21 kN/m
5.3 m
Area P = Area Q
Area P
= ½ ( 85.36 x 2.65 )
= 113.10 kNm
69
85.36
- 85.36
2.65
131.10
170.71 kN

72. INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469)
AT B2,
DEAD LOAD
X1 : one way slab = 0
X2 : (3.6)(1.7/2) = 3.06 kN/m
∑Xn + beam + wall :3.06 + 1.68 + 8.55 = 13.29 kN/m
UDL : (17.25)(1.4) = 18.61 kN/m
LIVE LOAD
X1 : one way slab = 0
X2 : (1.5)(1.7/2) = 1.28 kN/m
∑Xn : 1.28 kN/m
ULL : (1,28)(1.6) = 2.05 kN/m
∑UL : UDL + ULL
= 18.61 + 2.05 = 20.66 kN/m
70
X1X2

73. LOAD DIAGRAM
Total Point Load
= 20.66 x 2.2
= 45.45 kN
Ra = Rb ,
45.45 / 2 = 22.73 kN
SHEAR FORCE GRAPH
BENDING MOMENT GRAPH
INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469)
22.73 kN 22.73 kN
1.1 m 1.1 m
20.66 kN/m
2.2 m
Area P = Area Q
Area P
= ½ ( 22.73 x 1.1 )
= 12.5 kNm
71
22.73
-22.73
1.1
12.5
P
Q
45.45 kN

74. INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469)
AT B3,
DEAD LOAD
X1 : (3.6)(2.2/2) = 3.96 kN/m
∑Xn + beam + wall : 3.96 + 1.68 + 8.55 = 14.19 kN/m
UDL : (14.19)(1.4) = 19.87 kN/m
LIVE LOAD
X1 : (1.5)(2.2/2) = 1.65 kN/m
∑Xn : 1.65 kN/m
ULL : (1.65)(1.6) = 2.64 kN/m
∑UL : UDL + ULL
= 19.87 + 2.64 = 22.51 kN/m
72
X1

75. LOAD DIAGRAM
Total Point Load
= 22.51 x 5.1
= 114.8 kN
Ra = Rb ,
114.8 / 2 = 57.4 kN
INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469)
114.8 kN
57.4 kN 57.4 kN
2.55 m 2.55 m
22.51 kN/m
5.1 m
SHEAR FORCE GRAPH
BENDING MOMENT GRAPH
Area P = Area Q
Area P
= ½ ( 57.4 x 2.55 )
= 73.19 kNm
73
57.4
-57.4
2.55
73.19
P
Q

76. INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469)
AT B4,
DEAD LOAD
X1 : one way = 0
X2 : (3.6)(4.6/2) x ⅔ = 5.52 kN/m
∑Xn + beam + wall : 5.52 + 1.68 + 8.55 = 15.75 kN/m
UDL : (15.75)(1.4) = 22.05 kN/m
LIVE LOAD
X1 : one way = 0
X2 : (1.5)(4.6/2) x ⅔ = 2.3 kN/m
∑Xn = 2.3 kN/m
ULL : (2.3)(1.6) = 3.68 kN/m
∑UL : UDL + ULL
= 22.05 + 3.68 = 25.73 kN/m
74
X1
X2

77. LOAD DIAGRAM
INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469)
SHEAR FORCE GRAPH
2.2 m
∑PL1 : (14.32)(2.4) = 34.37 kN
∑PL2 : (25.73)(2.2) = 56.61 kN
Ra
Rb
∑M= 0,
(34.37)(1.2) + (57.4)(2.4) + (56.61)(3.5) + (-Rb)(4.6) = 0
(Rb)(4.6)= 377.14
Rb = 81.99 kN
Ra = (34.37 + 57.4 + 56.61) - 81.99
= 66.39 kN
Area P = ½ (66.39 + 32.02)(2.4)
= 118.09 kNm
Area Q = ½ (25.38 + 81.99)(2.2)
Q = 118.1 kNm
BENDING MOMENT GRAPH
57.4kN
25.7314.32
2.4 m
57.4kN
56.61 kN34.37 kN
1.2 m 1.2 m 1.1 m 1.1 m
66.39
32.02
-25.38
-81.99
P
Q
2.4 2.2
kN
m
118.09
kNm
m
75

78. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469)
ROOF PLAN
SCALE 1:200
C1
C2
76

79. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469)
77
C1
C2

80. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469)
78
C1
C2

81. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469)
79
AT C1,
DEAD LOAD
SLAB DEAD LOAD : TRIBUTARY AREA X 1.0 kN/m2
= (2.77)(4.17)(1.0) = 11.55 kN
BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m2
B1 : (1.95)(1.68) = 3.28 kN
B2 : (2.2)(1.68) = 1.31 kN
B3 : (2.77)(1.68) = 4.65 kN
∑BL : 3.28 + 1.31 + 4.65 = 9.24 kN
∑DL : 11.55 + 9.24 = 20.79 kN
ROOF
LIVE LOAD
LIVE LOAD : TRIBUTARY AREA X 0.5 kN/m2
= (2.77)(4.17)(0.5) = 5.78 kN

82. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469)
AT C1,
DEAD LOAD
COLUMN SELF LOAD : WIDTH X LENGTH X HEIGHT X RC DENSITY
= (0.2)(0.2)(3.5)(24)
= 3.36 kN
SLAB DEAD LOAD : TRIBUTARY AREA X 3.6 kN/m2
= (2.77)(4.17)(3.6) = 41.58 kN
BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m2
B1 : (1.95)(1.68) = 3.28 kN
B2 : (2.2)(1.68) = 1.31 kN
B3 : (2.77)(1.68) = 4.65 kN
∑BL : 3.28 + 1.31 + 4.65 = 9.24 kN
80
1ST FLOOR
WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m2
W1 : (1.95)(8.55) = 16.67 kN
W2 : (2.2)(8.55) = 18.81 kN
W3 : (2.77)(8.55) = 23.68 kN
∑WL : 16.67 + 18.81 + 23.68 = 59.16 kN
LIVE LOAD
LIVE LOAD : TRIBUTARY AREA X 1.5 kN/m2
= (2.77)(4.17)(1.5) = 17.33 kN
∑DL : 3.36 + 41.58 + 9.24 + 59.16 = 113.34 kN

83. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469)
81
AT C1,
DEAD LOAD
COLUMN SELF LOAD : WIDTH X LENGTH X HEIGHT X RC DENSITY
= (0.2)(0.2)(3.5)(24)
= 3.36 kN
SLAB DEAD LOAD : TRIBUTARY AREA X 3.6 kN/m2
= (2.77)(4.17)(3.6) = 41.58 kN
GROUND FLOOR
LIVE LOAD
LIVE LOAD : TRIBUTARY AREA X 1.5 kN/m2
= (2.77)(4.17)(1.5) = 17.33 kN
BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m2
B1 : (1.95)(1.68) = 3.28 kN
B2 : (2.2)(1.68) = 1.31 kN
B3 : (2.77)(1.68) = 4.65 kN
∑BL : 3.28 + 1.31 + 4.65 = 9.24 kN
WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m2
W1 : (1.95)(8.55) = 16.67 kN
W2 : (2.2)(8.55) = 18.81 kN
W3 : (2.77)(8.55) = 23.68 kN
∑WL : 16.67 + 18.81 + 23.68 = 59.16 kN
∑DL : 3.36 + 41.58 + 9.24 + 59.16 = 113.34 kN

84. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469)
82
DEAD LOAD
ROOF : 23.21 kN
1ST FLOOR : 113.34 kN
GROUND FLOOR: 113.34 kN
∑ DL : 23.21 + 113.34 + 113.34 = 249.99 kN
UDL : ∑ DL X SAFETY FACTOR = (249.99)(1.4)
= 349.99 kN
∑ UL : UDL + ULL = 349.99 + 64.70
= 414.69 kN
LIVE LOAD
ROOF : 5.78 kN
1ST FLOOR : 17.33 kN
GROUND FLOOR : 17.33 kN
∑ LL : 5.78+ 17.33 + 17.33 = 40.44 kN
ULL : ∑ LL X SAFETY FACTOR = (40.44)(1.6)
= 64.70 kN

85. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469)
83
AT C2,
DEAD LOAD
SLAB DEAD LOAD : TRIBUTARY AREA X 1.0 kN/m2
= (4.34)(4.11)(1.0) = 17.84 kN
BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m2
B1 : (2.8)(1.68) = 4.7 kN
B2 : (1.95)(1.68) = 3.28 kN
B3 : (2.15)(1.68) = 3.61 kN
B4 : (1.53)(1.68) = 2.57 kN
∑BL : 4.7 + 3.28 + 3.61 + 2.57 = 16.73 kN
ROOF
∑DL : 17.84 + 16.73 = 34.57 kN
LIVE LOAD
LIVE LOAD : TRIBUTARY AREA X 0.5 kN/m2
= (4.34)(4.11)(0.5) = 8.92 kN

86. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469)
AT C2,
DEAD LOAD
COLUMN SELF LOAD : WIDTH X LENGTH X HEIGHT X RC DENSITY
= (0.2)(0.2)(3.5)(24)
= 3.36 kN
SLAB DEAD LOAD : TRIBUTARY AREA X 3.6 kN/m2
= (4.34)(4.11)(3.6) = 64.21 kN
BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m2
B1 : (2.8)(1.68) = 4.7 kN
B2 : (1.95)(1.68) = 3.28 kN
B3 : (2.15)(1.68) = 3.61 kN
B4 : (1.53)(1.68) = 2.57 kN
∑BL : 4.7 + 3.28 + 3.61 + 2.57 = 16.73 kN
84
1ST FLOOR
WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m2
W1 : (4.06)(8.55) = 34.71 kN
W2 : (1.95)(8.55) = 16.67 kN
W3 : (2.09)(8.55) = 17.87 kN
∑WL : 34.71 + 16.67 + 17.87 = 69.25 kN
LIVE LOAD
LIVE LOAD : TRIBUTARY AREA X 1.5 kN/m2
= (4.34)(4.11)(1.5) = 26.76 kN
∑DL : 3.36 + 64.21 + 16.73 + 69.25 = 153.55 kN

87. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469)
85
AT C2,
DEAD LOAD
COLUMN SELF LOAD : WIDTH X LENGTH X HEIGHT X RC DENSITY
= (0.2)(0.2)(3.5)(24)
= 3.36 kN
SLAB DEAD LOAD : TRIBUTARY AREA X 3.6 kN/m2
= (4.34)(4.11)(3.6) = 64.21 kN
GROUND FLOOR
BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m2
B1 : (2.8)(1.68) = 4.7 kN
B2 : (1.95)(1.68) = 3.28 kN
B3 : (2.15)(1.68) = 3.61 kN
B4 : (1.53)(1.68) = 2.57 kN
∑BL : 4.7 + 3.28 + 3.61 + 2.57 = 16.73 kN
WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m2
W1 : (2.8)(8.55) = 23.94 kN
W2 : (2.86)(8.55) = 24.45 kN
W3 : (0.17)(8.55) = 1.45 kN
W4 : (0.95)(8.55) = 8.12 kN
W5 : (0.57)(8.55) = 4.87 kN
W6 : (2.16)(8.55) = 18.47 kN
∑WL : 23.94 + 24.45 + 1.45 + 8.12 + 4.87 + 18.47 = 81.3 kN
∑DL : 3.36 + 64.21 + 16.73 + 81.3 = 165.6 kN

88. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469)
86
GROUND FLOOR
AT C2,
LIVE LOAD
LIVE LOAD : TRIBUTARY AREA X 1.5 kN/m2
= (4.34)(4.11)(1.5) = 26.76 kN

89. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469)
87
DEAD LOAD
ROOF : 34.57 kN
1ST FLOOR : 153.55 kN
GROUND FLOOR: 165.6 kN
∑ DL : 34.57 + 153.55 + 165.6 = 353.72 kN
UDL : ∑ DL X SAFETY FACTOR = (353.72)(1.4)
= 495.21 kN
∑ UL : UDL + ULL = 459.21 + 99.9
= 559.11 kN
LIVE LOAD
ROOF : 8.92 kN
1ST FLOOR : 26.76 kN
GROUND FLOOR : 26.76 kN
∑ LL : 8.92 + 26.76 + 26.76 = 62.44 kN
ULL : ∑ LL X SAFETY FACTOR = (62.44)(1.6)
= 99.9 kN

90. INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137)
B1
B3
B4
B2
88

91. INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137)
BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m
WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m
UBBL LIVE LOAD DENSITY : 1.5kN/m
BEAM 1
X1
X2
(i) DEAD LOAD
X1 = (3.6) (6/2) (2/3) = 7.2kN/m
X1 to B1 = (7.2) (4.8/6) = 5.76 kN/m
X2 = (3.6) (3.2/2) = 5.76kN/m
UDL = (5.67 + 5.67 + 1.68 + 8.55) (1.4) = 30.45kN/m
RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m
SAFETY FACTOR : UDL = 1.4 , ULL = 1.6
(ii) LIVE LOAD
X1 = (1.5) (6/2) (2/3) = 3kN/m
X1 to B1 = (3) (4.8/6) = 2.4kN/m
X2 = (1.5) (3.2/2) = 2.4kN/m
ULL = (2.4+2.4) (1.6) = 7.68kN/m
∑UL : UDL + ULL = 30.45 + 7.68 = 38.13kN/m
89

92. (iii) LOAD DIAGRAM
∑PL = (38.13) (4.8) = 183.024kN
Ra = Rb ,
183.024 / 2 = 91.512kN
INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137)
(iv) SHEAR FORCE GRAPH
(v) BENDING MOMENT GRAPH
38.13kN/m
4.8m
183.024kN
91.512kN
91.512
91.512
AREA OF A = AREA OF B
AREA OF A = (1/2) (4.8/2) (91.512)
= 109.8144kNm
2.4
109.8144
A
B
91.512kN
4.8m
Ra Rb
90

93. INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137)
BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m
WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m
UBBL LIVE LOAD DENSITY : 1.5kN/m
BEAM 2
X1
X2
(i) DEAD LOAD
X1 = (3.6) (3.2/2) = 5.76kN/m
X1 to B2 = (5.76) (2.9/4.8) = 3.48 kN/m
X2 = (3.6) (2.9/2) (2/3) = 3.48kN/m
UDL = (3.48 + 3.48 + 1.68 + 8.55) (1.4) = 24.066kN/m
RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m
SAFETY FACTOR : UDL = 1.4 , ULL = 1.6
(ii) LIVE LOAD
X1 = (1.5) (3.2/2) = 2.4kN/m
X1 to B1 = (2.4) (2.9/4.8) = 1.45kN/m
X2 = (1.5) (2.9/2) (2/3) = 1.45kN/m
ULL = (1.45+1.45) (1.6) = 4.64kN/m
∑UL : UDL + ULL = 24.066 + 4.64 = 28.706kN/m
91

94. INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137)
(iii) LOAD DIAGRAM
∑PL = (28.706) (2.9) = 83.2474kN
Ra = Rb ,
83.2474 / 2 = 41.6237kN
(iv) SHEAR FORCE GRAPH
(v) BENDING MOMENT GRAPH
28.706kN/m
2.9m
41.6237kN 41.6237kN
41.6237
41.6237
AREA OF A = AREA OF B
AREA OF A = (1/2) (2.9/2) (41.6237)
= 30.177kNm
1.45
30.177
A
B
83.2474kN
Ra Rb
92

95. BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m
WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m
UBBL LIVE LOAD DENSITY : 1.5kN/m
BEAM 3
X1
X2
(i) DEAD LOAD
X1 = (3.6) (3.75/2) (2/3) = 4.5kN/m
X1 to B3 = (4.5) (3.2/3.75) = 3.84 kN/m
X2 = (3.6) (3.2/2) (2/3) = 3.84kN/m
UDL = (3.84 + 3.84 + 1.68 + 8.55) (1.4) = 25.074kN/m
INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137)
RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m
SAFETY FACTOR : UDL = 1.4 , ULL = 1.6
(ii) LIVE LOAD
X1 = (1.5) (3.75/2) (2/3) = 1.875kN/m
X1 to B1 = (1.875) (3.2/3.75) = 1.6kN/m
X2 = (1.5) (3.2/2) (2/3) = 1.6kN/m
ULL = (1.6 + 1.6 ) (1.6) = 5.12kN/m
∑UL : UDL + ULL = 25.074 + 5.12 = 30.194kN/m
93

96. INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137)
(iii) LOAD DIAGRAM
∑PL = (30.194) (3.2) = 96.6208kN
Ra = Rb ,
96.6208 / 2 = 48.3104kN
(iv) SHEAR FORCE GRAPH
(v) BENDING MOMENT GRAPH
30.194kN/m
3.2m
96.6208kN
48.3104kN 48.3104kN
48.3104
48.3104
AREA OF A = AREA OF B
AREA OF A = (1/2) (3.2/2) (48.3104)
= 38.648kNm
1.6
38.648
A
B
Ra Rb
94

97. INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137)
RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m
SAFETY FACTOR : UDL = 1.4 , ULL = 1.6
(ii) LIVE LOAD
X1 = (1.5) (3.75/2) = 2.8125kN/m
X2 = (1.5) (3.7/2) = 2.775kN/m
X3 = (1.5) (3.2/2) = 2.4kN/m
X3 to B4 = (2.4) (0.5/3.6) = 0.33kN/m
ULL = (2.8125 + 2.775 + 0.33) (1.6) = 9.468kN/m
∑UL : UDL + ULL = 34.202 + 9.468 = 43.674kN/m
BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m
WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m
UBBL LIVE LOAD DENSITY : 1.5kN/m
BEAM 4
X1
X2
X3
(i) DEAD LOAD
X1 = (3.6) (3.75/2) = 6.75kN/m
X2 = (3.6) (3.7/2) = 6.66kN/m
X3 = (3.6) (3.2/2) = 5.76kN/m
X3 to B4 = (5.76) (0.5/3.6) = 0.8kN/m
UDL = (6.75 + 6.66 + 0.8 + 1.68 + 8.55) (1.4) = 34.202kN/m
95

98. ∑M = 0
0 = (Ra) (5.4) - (91.9804) (5.4-0.5) - (192.148) [(5.4-0.5-0.5)/2]
Ra (5.4) = 450.7 + 422.7256
Ra = (450.7 + 422.7256) / 5.4
Ra = 161.75kN
0 = 161.75 - 91.9804 - 192.148 - Rb
Rb = -122.3784kN
INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137)
(iii) LOAD DIAGRAM
∑PL1 = (43.67) (0.5+0.5) + 48.3104 = 91.9804kN/m
∑PL2 = (43.67) (5.4-0.5-0.5) = 192.148kN/m
43.67kN/m
5.4m
161.75kN 122.3784kN
Ra Rb
48.3104kN/m
5.4mRa Rb
0.5m
B3
48.3104kN/m
+
91.9804kN/m
0.5m
192.148kN/m
96

99. (v) BENDING MOMENT GRAPH
INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137)
(iv) SHEAR FORCE GRAPH
161.75 - 48.3104 = 113.4396
AREA OF C = (1/2) (5.4/2) (122.3748) = 165.20598kNm
AREA OF B = (1/2) [(5.4/2) -0.5)] (113.4396) = 124.78356kNm
AREA OF A + B = AREA OF C
AREA OF A = AREA OF C - AREA OF B
= 165.20598 - 124.78356
= 40.42242kNm
y
x
161.75
113.4396
122.3748
0.5 2.7
A
B
C
0.5 2.7
165.206
y
x
97

100. INDIVIDUAL CALCULATION (COLUMNS) - TAN JINGWEI (0320137)
98

101. INDIVIDUAL CALCULATION (COLUMNS) - TAN JINGWEI (0320137)
RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m
SAFETY FACTOR : UDL = 1.4 , ULL = 1.6
RC DENSITY = 24kN/m3
(i) LIVE LOAD
(1.6) (2.95) (4.0) (1.5) = 28.32kN
∑DL + LL = 97.8789 + 28.32 = 126.1989kN
BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m
WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m
UBBL LIVE LOAD DENSITY : 1.5kN/m
COLUMN 1
(i) DEAD LOAD
Wall = (1.45) (8.55) = 12.3975kN
Slab = (2.95) (4.0) (3.6) = 42.48kN
Beam = (1.5 + 1.45 + 1.6 + 2.4) (1.68) = 11.676kN
Column = (0.2) (0.2) (3.5) (24.0) = 3.36kN
∑DL = (1.4) (12.3975 + 42.48 + 11.676 + 3.36) = 97.8789kN
99

102. INDIVIDUAL CALCULATION (COLUMNS) - TAN JINGWEI (0320137)
RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m
SAFETY FACTOR : UDL = 1.4 , ULL = 1.6
RC DENSITY = 24kN/m3
(i) LIVE LOAD
(1.6) (2.35) (4.0) (1.5) = 22.56kN
∑DL + LL = 85.8543 + 22.56 = 108.4143kN
BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m
WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m
UBBL LIVE LOAD DENSITY : 1.5kN/m
COLUMN 2
(i) DEAD LOAD
Wall = (1.45 + 0.9) (8.55) = 20.0925kN
Slab = (2.34) (4.0) (2.95) (3.6) = 33.84kN
Beam = (2.4) (1.68) = 4.032kN
Column = (0.2) (0.2) (3.5) (24.0) = 3.36kN
∑DL = (1.4) (20.0925 + 33.84 + 4.032 + 3.24) = 85.8543kN
100

103. APPENDIX
(PROGRESSION & CALCULATION)

104. APPENDIX (CHONG CHIN PIN)

105. APPENDIX (CHONG CHIN PIN)

106. APPENDIX (CHONG CHIN PIN)

107. APPENDIX (CHONG CHIN PIN)

108. APPENDIX (ERICA CHIN CHING)

109. APPENDIX (ERICA CHIN CHING)

110. APPENDIX (ERICA CHIN CHING)

111. APPENDIX (ERICA CHIN CHING)

112. APPENDIX (FRANCIS YEOW SHENG)

113. APPENDIX (FRANCIS YEOW SHENG)

114. APPENDIX (FRANCIS YEOW SHENG)

115. APPENDIX (FRANCIS YEOW SHENG)

116. APPENDIX (LIEW MIN YEE)

117. APPENDIX (LIEW MIN YEE)
118

118. APPENDIX (LIEW MIN YEE)

119. APPENDIX (LIEW MIN YEE)

120. APPENDIX (LIEW MIN YEE)

121. APPENDIX (LOONG BO LIN)

122. APPENDIX (LOONG BO LIN)

123. APPENDIX (LOONG BO LIN)

124. APPENDIX (TAN JINGWEI)

125. APPENDIX (TAN JINGWEI)

126. APPENDIX (TAN JINGWEI)

127. APPENDIX (TAN JINGWEI)

128. APPENDIX (TAN JINGWEI)

129. APPENDIX (TAN JINGWEI)