Building structure

1. Beam 1-2,B (Ground Floor Plan) Teo Vi Vien
Dead load
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Brick wall weight
= 3m x 0.15m x 19kN/m
= 8.55kN/m
Dead load at 1-2,A-B
= 3.6kN/m² x 1.875m/2
= 3.375kN/m
Dead load at 1-2,B-C
= 3.6kN/m² x 2.9m/2
= 5.22kN/m
Total dead load
= (1.62 + 8.55 + 3.375 + 5.22)kN/m
= 18.765kN/m
Ultimate dead load
= 18.765kN/m x 1.4
= 26.3kN/m
Live load
Live load at 1-2,A-B
= 1.5kN/m² x 1.875m/2
= 1.41kN/m
Live load at 1-2,B-C
= 1.5kN/m² x 2.9m/2
= 2.175kN/m
Total live load
= (1.41 + 2.175)kN/m
= 3.59kN/m
Ultimate live load
= 3.59kN/m x 1.6
= 5.74kN/m
Total ultimate load
= 26.3kN/m + 5.74kN/m
= 32.04kN/m
Distributed load
= (32.04kN/m x 3.775m)
= 120.95kN /2 (UDL)
= 60.48kN (Reaction Force) 60.48kN x 1.89m x 1/2 = 57.15kNm

2. Beam 2-Y,C (Ground Floor Plan) Lim Zanyu
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Dead load at 2-Y,A-C
= 3.6kN/m² x 4.78m/2
= 8.6kN/m
Dead load 2-Y,C-D
= 3.6 kN/m² x 1.75m/2
= 3.15kN/m
Total dead load
= (8.6 + 3.15 + 1.62)kN/m
= 13.37kN/m
Ultimate dead load
= 13.37kN/m x 1.4
= 18.72kN/m
Live load
Live load at 2-Y,A-C
= 1.5kN/m² x 4.78m/2
= 3.59kN/m
Live load at 2-Y,C-D
= 1.5kN/m² x 1.75m/2
= 1.31kN/m
Total live load
= (3.59 + 1.31)kN/m
= 4.9kN/m
Ultimate live load
= 4.9kN/m x 1.6
= 7.84kN/m
Total ultimate load
= 7.84kN/m + 18.72kN/m
= 26.56kN/m
Distributed load
= (26.56kN/m x 5.2m)
= 138.11kN /2 (UDL)
= 69.06kN (Reaction Force)
Shear force diagram
69.06kN x 2.6m x 1/2 = 89.78kNm

3. Beam 2,A-D (Ground Floor Plan) Teo Vi Vien
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Brick wall weight
= 3m x 0.15m x 19kN/m
= 8.55kN/m
Dead load at 2-4,A-C
= 3.6kN/m² x 4.775m/2 x 2/3
= 5.73kN/m
= 3.6kN/m² x 2.9m/2 x 2/3
= 3.48kN/m
Dead load at U-2,C-D
= 3.6kN/m² x 1.6m/2
= 2.88kN/m
Total dead load at grid A-B
= (1.62 + 8.55 + 5.73)kN/m
= 15.9kN/m
Total dead load at grid B-C
= (1.62 + 8.55 + 5.73 + 3.48)kN/m
= 19.38kN/m
Total dead load at grid C-D
= (1.62 + 8.55 + 2.88)kN/m
= 13.05kN/m
Ultimate dead load of grid A-B
= 15.9kN/m x 1.4
= 22.26kN/m
Ultimate dead load of grid B-C
= 19.38kN/m x 1.4
= 27.13kN/m
Ultimate dead load of grid C-D
= 13.05kN/m x 1.4
= 18.27kN/m

Live load
Live load at 2-4,A-C
= 1.5kN/m² x 4.775m/2 x 2/3
= 2.39kN/m
= 1.5kN/m² x 2.9m/2 x 2/3
= 1.45kN/m
Live load at U-2,C-D
= 1.5kN/m² x 1.6m/2
= 1.2kN/m
Total live load on grid A-B
= 2.39kN/m
Total live load on grid B-C
= (2.39 + 1.45)kN/m
= 3.84kN/m
Total live load on grid C-D
= 1.2kN/m
Ultimate live load for grid A-B
= 2.39kN/m x 1.6
= 3.824kN/m
Ultimate live load for grid B-C
= 3.84kN/m x 1.6
= 6.144kN/m
Ultimate live load for grid C-D
= 1.2kN/m x 1.6
= 1.92kN/m
Total ultimate load on grid A-B
= (22.26 + 3.824)kN/m
26.08kN/m
Total ultimate load on grid B-C
= (27.13 + 6.144)kN/m
= 33.28kN/m
Total ultimate load on grid C-D
= (18.27 + 1.92)kN/m
= 20.19kN/m
Take point load from 1-2,B
= 60.48kN
Take point load from 2-4,C and 1-2,C
= 69.06kN + 73.19kN
= 142.25kN

Take moment at point A,
48.9kN/m(0.9375m) + 60.48kN/m(1.875m) + 96.51kN/m(3.325m) + 142.25kN/m(4.775m) +
35.33kN/m(5.65m) - DkN/m(6.525m) = 0
6.525D = 1358.998
D = 208.28kN
Take moment at point D,
35.33kN/m(0.875m) + 142.25kN/m(1.75m) + 96.51kN/m(3.2m) + 60.48kN/m(4.65m) +
48.9kN/m(5.59m) - AkN/m(6.525m) = 0
6.525A = 1143.266
A = 175.21kN
Shear area diagram
A = 1/2 x (126.31 + 175.21)kN x 1.875m
= 282.68kNm
B = 1/2 x 65.83kN x 1.978m
= 65.11kNm
C = 1/2 x 30.68kN x 0.921m
= 14.13kNm
D = 1/2 x (172.93 + 208.26)kN x 1.75m
= 333.54kNm

4. Beam U,C-D (Ground Floor Plan) Teo Vi Vien
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Brick wall weight
= 3m x 0.15m x 19kN/m
= 8.55kN/m
Dead load at 1-U,C-D
= 3.6kN/m² x 1.4m/2
= 2.52kN/m
= 3.6kN/m² x 1.75m/2 x 2/3
= 2.1kN/m
Total dead load
= (1.62 + 8.55 + 2.52 + 2.1)kN/m
= 14.79kN/m
Ultimate dead load
= 14.79kN/m x 1.4
= 20.71kN/m
Live load
Live load at 1-U,C-D
= 1.5kN/m² x 1.4m/2
= 1.05kN/m
= 1.5kN/m² x 1.75m/2 x 2/3
= 0.875kN/m
Total live load
= (1.05 + 0.875)kN/m
= 1.925kN/m
Ultimate live load
= 1.925kN/m x 1.6
= 3.08kN/m
Total ultimate load
= (20.71 + 3.08) kN/m
= 23.79kN/m
Distributed load
= 23.79kN/m x 1.75m
= 41.63kN /2 (UDL)
= 20.82kN (Reaction Force/Point Load at 1-2,C) 20.82kN x 0.875m x 1/2 = 9.11kNm

5. Beam 1-2,C (Ground Floor Plan) Teo Vi Vien
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Brick wall weight
= 3m x 0.15m x 19kN/m
= 8.55kN/m
= 3.6kN/m² x 2.9m/2
= 5.22kN/m
= 3.6kN/m² x 1.4m/2 x 2/3
= 1.68kN/m
= 3.6kN/m² x 1.75m/2
= 3.15kN/m
Total dead load
= (1.62 + 8.55 + 5.22 + 1.68 + 3.15)kN/m
= 20.22kN/m
Ultimate dead load
= 20.22kN/m x 1.4
= 28.3kN/m
Live load
= 1.5kN/m² x 2.9m/2
= 2.175kN/m
= 1.5kN/m² x 1.4m/2 x 2/3
= 0.7kN/m
Live load at 1-U,C-D
= 1.5kN/m² x 1.75m/2
= 1.31kN/m
Total live load
= (2.175 + 0.7 + 1.31)kN/m
= 4.19kN/m
Ultimate live load
= 4.19kN/m x 1.6
= 6.71kN

Total ultimate load
= (28.3 + 6.71)kN/m
= 35.01kN/m x 3.775m
= 132.16kN (UDL)
Point load from Beam 4. U,C-D
= 20.82kN
Take moment at point 2C,
20.8kN(1.4m) + 132.16kN(1.8875m) - 2CkN(3.775m) = 0
Reaction force at 2C = 73.79kN
Reaction force at 1C
= 20.8kN + 132.16kN - 73.79kN
= 79.17kN
Shear graph area
A = 1/2 x (30.16kN + 79.17kN) x 1.4m = 76.53kNm
x/2.375 = 9.36/83.15
x = 0.267
B = 1/2 x 9.36kN x 0.267m = 1.25kNm
C = 1/2 x 73.79kN x 2.108m = 77.77kNm

6. Beam T-2,D’ Lim Zanyu
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Brick wall weight
= 3m x 0.15m x 19kN/m
= 8.55kN/m
Dead load T-2,D-D’
= 3.6kN/m² x 1.2m/2
= 2.16kN/m
Dead load T-2,D’-E
= 3.6kN/m² x 1.2m/2
= 2.16kN/m
Total dead load
= (1.62 + 8.55 + 2.16 + 2.16)kN/m
= 14.49kN/m
Ultimate dead load
= 14.49kN/m x 1.4
= 20.29kN/m
Live load
Live load at T-2,D-D’
= 1.5kN/m² x 1.2m/2
= 0.9kN/m
Live load at T-2,D’-E
= 1.5kN/m² x 1.2m/2
= 0.9kN/m
Total live load
= (0.9 + 0.9)kN/m
= 1.8kN/m
Ultimate live load
= 1.8kN/m x 1.6
= 2.88kN/m
Total ultimate load
= (20.29 + 2.88)kN/m
= 23.17kN/m
Distributed load
= 23.17kN/m x 2.1m
=48.66kN /2
= 24.33kN (Point load)
Shear area diagram = 24.33kN x 1.05m x 1/2 = 12.77kNm

7. Beam T,D-E Lim Zanyu
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Brick wall weight
= 3m x 0.15m x 19kN/m
= 8.55kN/m
Dead load at T-2,D-D’
= 3.6kN/m² x 1.2m/2 x 2/3
= 1.44kN/m
Dead load at T-2,D’-E
= 3.6kN/m² x 1.2/2 x 2/3
= 1.44kN/m
Dead load 1-T,D-E
= 3.6kN/m² x 1.5m/2
= 2.7kN/m
Total dead load
= (1.62 + 8.55 + 1.44 + 1.44 + 2.7)kN/m
= 15.75kN/m
Ultimate dead load
= 15.75kN/m x 1.4
= 22.05kN/m
= 1.5kN/m² x 1.2m/2 x 2/3
= 0.6kN/m
Live load at T-2,D’-E
= 1.5kN/m² x 1.2m/2 x 2/3
= 0.6kN/m
Live load at 1-T,D-E
= 1.5kN/m² x 1.5m/2
= 1.125kN/m
Total live load
= (0.6 + 0.6 + 1.125)kN/m
= 2.325kN/m
Ultimate live load
= 2.325kN/m x 1.6
= 3.72kN/m

Total ultimate load
= (22.05 + 3.72)kN/m
= 25.77kN/m x 2.7m
= 69.58kN
Point load from beam T-2,D’
= 24.33kN
Take moment at point D,
69.58kN(1.35m) + 24.33kN(1.35m) - DkN(2.7m) = 0
Reaction force at D = 46.95kN
Reaction force at E
= 24.32kN + 69.58kN - 46.95kN
= 46.95kN
Shear area diagram
= 1/2 x (46.95 + 12.16)kN x 1.35m
=39.9kNm

8. Beam 1-2,D (Ground Floor Plan) Lim Zanyu
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN
Brick wall weight
= 3m x 0.15m x 19kN/m
= 8.55kN/m
= 3.6kN/m² x 1.5m/2 x 2/3
= 1.8kN/m
= 3.6kN/m² x 1.75m/2
= 3.15kN/m
Dead load at T-2,D-D’
= 3.6kN/m² x 1.2m/2
= 2.16kN/m
Dead load at 1-T,D-D’
= 3.6kN/m² x 1.6m/2 x 2/3
= 1.92kN/m
Total dead load at grid 2-U
= (1.62 + 1.8 + 2.16)kN/m = 5.58kN/m
Total dead load at grid U-T
= (1.62 + 8.55 + 3.15 + 2.16)kN/m = 15.48kN/m
Total dead load at grid T-1
= (1.62 + 8.55 + 3.15 + 1.92)kN/m = 15.24kN/m
Ultimate dead load at grid U-2
= 5.58kN/m x 1.4
= 7.81kN/m
Ultimate dead load at grid T-U
= 15.48kN/m x 1.4
= 21.67kN/m
Ultimate dead load at grid 1-T
= 15.24kN/m x 1.4
= 21.34kN/m

Live load
Live load at U-2,CD
= 1.5kN/m² x 1.5m/2 x 2/3
= 0.75kN/m
Live load at 1-U,CD
= 1.5kN/m x 1.75m/2
= 1.31kN/m
= 1.5kN/m² x 1.2m/2
= 0.9kN/m
Live load 1-T,D-D’
= 1.5kN/m² x 1.6m/2 x 2/3
= 0.8kN/m
Total live load at grid 2-U
= (0.75 + 0.9)kN/m
= 1.65kN/m
Total live load at grid U-T
= (1.31 + 0.9)kN/m
= 1.21kN/m
Total live load at grid T-1
= (1.31 + 0.8)kN/m
= 2.11kN/m
Ultimate load at grid U-2
= 1.65kN/m x 1.6
= 2.64kN/m
Ultimate load at grid T-U
= 1.21kN/m x 1.6
= 1.936kN/m
Ultimate load at grid 1-T
= 2.11kN/m x 1.6
= 3.376kN/m
Total ultimate load on grid U-2
= (7.81 + 2.64)kN/m
= 10.45kN/m
Total ultimate load on grid T-U
= (21.67 + 1.936)kN/m
= 23.61kN/m
Total ultimate load on grid 1-T
= (21.34 + 3.376)kN/m
= 24.71kN/m
Point load of grid U-2

= (7.81 + 2.64)kN/m
= 10.45kN/m x 1.5m
= 15.68kN
Point load of grid T-U
= (21.67 + 1.936)kN/m
= 23.61kN/m x 0.5m
= 11.8kN
Point load of grid 1-T
= (21.34 + 3.376)kN/m
= 24.71kN/m x 1.6m
= 39.54kN/m
Point load from Beam 4. U,C-D
= 20.8kN
Reaction force as point load from Beam 7. T,D-E
= 46.95kN
Take moment at point A,
15.68kN/m(0.75m) + 20.8kN/m(1.5m) + 11.8kN/m(1.75m) + 46.95kN/m(2m) + 39.54kN/m(2.8m)
- B(3.6m) = 0
3.6B = 268.22kN/m
B = 74.51kN
Take moment at point B,
-39.54kN/m(0.8m) - 46.95kN/m(1.6m) - 11.8kN/m(1.85m) - 20.8kN/m(2.1m) - 15.68kN/m(2.85m)
+ A(3.6m) = 0
3.6A = 216.95kN/m
A = 60.26kN
Shear area diagram
Area A
= 1/2 x (44.58kN + 60.26kN) x 1.5m
= 78.63kNm
Area B
= 1/2 x (11.98kN + 23.78kN) x 0.5m
= 8.94kNm
Area C
= 1/2 x (34.97kN + 74.51kN) x 1.6m
= 87.58kNm

Beam 4-2, E (First Floor Plan) Yen Wei Zheng
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Brick wall weight
= 3m x 0.15m x 19kN/m
= 8.55kN/m
Dead load at 2-4, E-F
= 3.6kN/m² x 5.6m/2
= 10.08kN/m
Dead load 1-X, D-E
= 3.6kN/m² x 2.6m/2
= 4.68kN/m
Total dead load X-4, E
= (1.62 + 8.55 + 10.08) kN/m
= 20.25kN/m
Total dead load 2-X, E
= (1.62 + 8.55 + 10.08 + 4.68) kN/m
= 24.93kN/m
Ultimate dead load X-4, E
=20.25kN/m x 1.4
= 28.35kN/m
Ultimate dead load 2-X, E
= 24.93kN/m x 1.4
= 34.9kN/m
Live load 2-4, E-F
= 1.5kN/m² x 5.6m/2
= 4.2kN/m
Live load 1-X, D-E
= 1.5kN/m² x 2.6m/2
=1.95kN/m
Total live load at X-4, E
= 4.2kN/m
Total live load 2-X, E
= (4.2 + 1.95) kN/m
= 6.15kN/m
Ultimate live load X-4, E
= 4.2kN/m x 1.6
= 6.72kN/m
Ultimate live load 2-X, E
= 6.15kN/m x 1.6

= 9.84kN/m
Total ultimate load X-4, E
= (28.35 + 6.72) kN/m
= 35.07kN/m
Total ultimate load 2-X, E
= (34.9 + 9.84) kN/m
= 44.74kN/m
Point load from beam X, D-E
= 11.34kN/m
Distributed load X-4, E
= 35.07kN/m x 4m
= 140.28kN
Distribution load 2-X, E
= 44.74kN/m x 1.6m
= 71.58kN/m
Total moment of point 4E
= 140.28kN(2m) + 11.34kN(4m) + 71.58kN(4.8m) - 2E(5.6m)
2E(5.6m) = 669.5kNm
2E reaction force = 119.55kN
4E reaction force
= (140.28 + 11.34 + 71.58 - 119.55) kN
= 103.65kN
Shear graph area
x/4 = 36.63/140.28
x = 1.04m
A = ½ (103.65kN x 2.96m)
= 153.4kNm
B = ½ (36.63kN x 1.04m)
= 19.05kNm
C = ½ (47.97kN+ 119.55kN) x 1.6m
= 134.02kNm

Beam X, D-E (First Floor Plan) Yen Wei Zheng
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Dead load at 1-X, D-E
= 3.6kN/m² x 2.6m/2 x ⅔
= 3.12kN/m
Total dead load
= (3.12 + 1.62) kN/m
= 4.74kN/m
Ultimate dead load
= 4.74kN/m x 1.4
= 6.64kN/m
Live load 1-X, D-E
= 1.5kN/m² x 2.6m/2 x ⅔
= 1.3kN/m
Ultimate live load 1-X, D-E
= 1.3kN/m x 1.6
= 2.08kN/m
Total ultimate load
= 6.64kN/m + 2.08kN/m
=8.72kN/m
Distributed load
= 8.72kN/m x 2.6m
= 22.67kN/m /2
= 11.34kN
Shear force area
= ½ (11.34kN + 1.3m)
= 6.32kNm

Beam 2 E-E’ (First Floor Plan) Yen Wei Zheng
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Brick wall weight
= 3m x 0.15m x 19kN/m
= 8.55kN/m
Dead load 1-2, E-E’
= 3.6kN/m² x 3.4m/2 x ⅔
4.08kN/m
Dead load 2-4, E-F
= 3.6kN/m² x 5.6m/2 x ⅔
= 6.72kN/m
Total dead load
= (1.62 + 8.55 + 4.08 + 6.72) kN/m
= 20.97kN/m
Ultimate dead load
= 20.97kN/m x 1.4
= 29.36kN/m
Live load 1-2, E-E’
= 1.5kN/m² x 3.4m/2 x ⅔
= 1.7kN/m
Live load 2-4, E-F
= 1.5kN/m² x 5.6m/2 x ⅔
= 2.8kN/m
Total live load
= (1.7 + 2.8)kN/m
= 4.5kN/m
Ultimate live load
= 4.5kN/m x 1.6
= 7.2kN/m
Total ultimate load
= (29.36 + 7.2)kN/m
= 36.56kN/m
Distributed load
= 36.56kN/m x 3.4m
= 124.3kN / 2
= 62.15kN

Shear force area
= ½ (62.15kN x 1.7m)
= 52.83kNm

Beam T, E’-F (First Floor Plan) Yen Wei Zheng
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Brick wall weight
= 3m x 0.15m x 19kN/m
= 8.55kN/m
Dead load T-2, E’-F
= 3.6kN/m² x 2/2 x ⅔
= 2.4kN/m
Total dead load
= (1.62 +8.55 + 2.4) kN/m
= 12.57kN/m
Ultimate dead load
= 12.57kN/m x 1.4
= 17.6kN/m
Live load T-2, E’-F
= 1.5kN/m² x 2/2 x ⅔
= 1kN/m
Ultimate live load
= 1kN/m x 1.6
= 1.6kN/m
Total ultimate load
= (17.6 + 1.6) kN/m
= 19.2kN/m
Distributed load
= 19.2kN/m x 2m
= 38.4kN / 2
= 19.2kN/m
Shear force area
= ½ (1m x 19.2kN)
= 9.6kNm

Beam 1-2, E’ (First Floor Plan) Yen Wei Zheng
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Brick wall weight
= 3m x 0.15m x 19kN/m
= 8.55kN/m
Dead load 1-2, E-E’
= 3.6kN/m² x 3.5m/2
= 6.3kN/m
Dead load T-2, E’-F
= 3.6kN/m² x 2m/2
= 3.6kN/m
Total dead load T-2, E’
= (1.62 + 8.55 + 6.3 + 3.6)kN/m
= 20.07kN/m
Total dead load 1-T, E’
= (1.62 + 8.55 + 6.3)kN/m
= 16.47kN/m
Ultimate dead load T-2, E’
= 20.07kN/m x 1.4
= 28.1kN/m
Ultimate dead load 1-T, E’
= 16.47kN/m x 1.4
= 23.06kN/m
Live load 1-2, E-E’
= 1.5kN/m x 3.5m/2
= 2.63kN/m
Live load T-2, E’-F
= 1.5kN/m x 2m/2
= 1.5kN/m
Total live load T-2, E’
= (2.63 + 1.5)kN/m
= 4.13kN/m
Ultimate live load T-2, E’
= 4.13kN/m x 1.6
= 6.61kN/m
Ultimate live load 1-1’E’
= 2.63kN/m x 1.6
= 4.21kN/m

Total ultimate load T-2, E’
= (28.1 + 6.61)kN/m
= 34.71kN/m
Total ultimate load 1-T, E’
= (23.06 + 4.21)kN/m
= 27.27kN/m
UDL (T-2, E’) to point load
= 34.71kN/m x 2m
= 69.42kN
UDL (1-T, E’) to point load
= 27.27kN/m x 1.5m
= 40.9kN
Point load from Beam T, E’-F
= 19.2kN
Total moment of point 2E’
= 69.42kN(1m) + 19.2kN(2m) + 40.9kN(2.75m) - 1E’(3.5m)
1E’(3.5m) = 220.3kN
Reaction force 1E’ = 62.94kN
Reaction force 2E’
= (69.42 + 19.2 + 40.9 - 62.94)kN
= 66.58kN
Shear force area
x/2 = 2.84/69.42
x = 0.08m
A = ½ (66.58kN x 1.92m)
= 63.92kNm
B = ½ ( 0.08m x 2.84kN)
= 0.11kNm
C = ½ (22.04kN + 62.94kN) x 1.5m
= 63.74kNm

Beam W-Y, C winter
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Brick wall weight
= 3m x 0.15m x 19kN/m
= 8.55kN/m
Dead load WY, CD
= 3.6kN/m² x 1.75m/2
= 3.15kN/m
Dead load WY, A’C
= 3.6kN/m² x 2.9m/2
= 5.22kN/m
Total dead load 3Y, C
= (1.62 + 8.55 + 3.15 + 5.22) kN/m
= 18.54kN/m
Total dead load 3W, C
= (1.62 + 3.15 + 5.22) kN/m
= 9.99kN/m
Ultimate dead load 3Y, C
= 18.54kN/m x 1.4
= 26.3kN/m
Ultimate dead load 3W, C
= 9.99kN/m x 1.4
= 13.986kN/m
Live load WY, CD
= 1.5kN/m² x 1.75m/2
= 1.313kN/m
Live load WY, A’C
= 1.5kN/m² x 2.9m/2
= 2.175kN/m²
Total live load
= (1.313 + 2.175)kN/m
= 3.488kN/m
Ultimate live load
= 3.488kN/m x 1.6
= 5.581kN/m
Total ultimate load 3Y, C
= (26.3 + 5.581) kN/m
= 31.881kN/m

Point load 3Y, C
= 31.881kN/m x 2.9m
= 92.455kN
Point load 3W, C
= 19.567kN/m x 1.6m
= 31.307kN
Total moment YC
= 92.455kN(1.45m) + 31.307kN(3.7) - WC(4.5)
WC(4.5) = 249.896kN
Reaction force WC = 55.532kN
Reaction force YC = (92.455 + 31.307 - 55.532)
= 68.23kN
Shear force area
x/2.9 = 24.225/92.455
x = 0.76m
A = ½ (68.23kN x 2.14m)
= 73kNm
B = ½ (24.225kN x 0.76m)
= 9.21kNm
C = ½ (24.225kN + 55.532kN) x 1.6m
= 63.81

Beam Y, A’D winter
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Brick wall weight
= 3m x 0.15m x 19kN/m
= 8.55kN/m
Dead load WY, A’C
= 3.6kN/m² x 3.5m/2 x ⅔
= 4.2kN/m
Dead load YZ, A’D
= 3.6kN/m² x 1m/2
= 1.8kN/m
Total dead load Y, A’C
= (1.8+4.2+1.62+8.55)
= 16.17kN/m
Ultimate dead load Y, A’C
= 16.17kN/m x 1.4
= 22.64kN/m
Total dead load Y, CD
= (1.8+1.62+8.55)kN/m
= 11.97kN/m
Ultimate dead load Y, CD
= 11.97kN/m x 1.4
= 16.758kN/m
Live load WY, A’C
= 1.5kN/m² x 3.5m/2 x ⅔
= 1.75kN/m
Live load YZ, A’D
= 1.5kN/m² x 1m/2
= 0.75kN/m
Total ultimate load Y, A’C
= (0.75+1.75) kN/m
= 2.5kN/m
Ultimate live load Y, A’C
= 2.5kN/m x 1.6
= 4kN/m
Live load Y,CD
=1.75kN/m

Ultimate live load Y, CD
= 1.75kN/m x 1.6
= 2.8kN/m
Total ultimate load Y, A’C
= (22.638+4) kN/m
= 26.64kN/m
Total ultimate load Y, CD
= (16.758+2.8) kN/m
= 19.558kN/m
Point load at Y, A’C
= 26.638kN/m x 3.5m
= 93.24kN
Point load Y, CD
= 19.558kN/m x 1.75m
= 34.2265kN
Total moment of YD
= 34.2265kN(0.875m) + 68.23kN(1.75m) + 93.24kN(3.5m) - YA’(5.25m)
YA’(5.25) = 475.69
YA’ reaction force = 90.61kN
YD reaction force = (34.2265+68.23+93.24-90.61)
= 105.09kN
Shear force area
x/3.5 = 2.63/93.24
x = 0.0987m
A = ½ (105.09kN+70.86kN) x 1.75m
= 153.96kNm
B = ½ (0.0987m x 2.63kN)
= 0.13kN
C = ½ (90.61kN x 3.4m)
= 154.04kNm

Beam X-4, D winter
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Brick wall weight
= 3m x 0.15 x 19kN/m
=8.55kN/m
Dead load WY, CD
= 3.6kN/m x 1.75m/2
= 3.15kN/m
Total dead load Y-4, D
= (1.62+8.55)
= 10.17kN/m
Ultimate dead load Y-4, D
= 10.17kN/m x 1.4
= 14.238kN/m
Total dead load X-Y, D
= (1.62+8.55+3.15)
= 13.32kN/m
Ultimate dead load X-Y, D
= 13.32kN/m x 1.4
= 18.648kN/m
Live load WY, CD
= 1.5kN/m x 1.75m/2
= 2.625kN/m
Ultimate live load
= 2.625kN/m x 1.6
= 4.2kN/m
Total ultimate load Y-4, D
= 14.238kN/m
Total ultimate load X-Y, D
= (18.648+4.2) kN/m
= 22.848kN/m
Point load from beam Y, A’D
= 105.09kN
Point load at Y-4
= 14.238kN/m x 0.4m
= 5.695kN

Point load at X-Y
= 22.848kN/m x 3.8m
= 86.822kN
Total moment at 4,D
= 5.695kN(0.2m) + 105.09kN(0.4m) + 86.822kN(2.3m) - XD(4.2)
XD(4.2) = 242.87Kn
Reaction force at XD = 57.83kN
Reaction force at 4D
= (5.695+105.09+86.822-57.83)kN
= 139.78kN
Shear force area
x/3.8 = 29/86.83
x = 1.27m
A = ½ (139.78kN+132.09kN) x 0.4m
= 54.37kNm
B = ½ (29kN x 1.27m)
= 18.42kNm
C = ½ (2.53m x 57.83kN)
= 73.15kNm

Beam V, C-D (First Floor Plan) Teo Chong Yih
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Brick wall weight
= 3m x 0.15 x 19kN/m
=8.55kN/m
Dead load 1-V, CD
= 3.6kN/m² x 1.75/2 x ⅔
= 2.1kN/m
Dead load V-W, CD
= 3.6kN/m² x 1.75/2 x ⅔
= 2.1kN/m
Total dead load
= (1.62 + 8.55 + 2.1 + 2.1 ) kN/m
= 14.37kN/m
Ultimate dead load
= 14.37kN/m x 1.4
= 20.118kN/m
Live load 1-V, CD
= 1.5kN/m² x 1.75/2
= 1.31kN/m
Live load V-W, CD
= 1.5kN/m² x 1.75/2
= 1.31kN/m
Total live load
= (1.31 + 1.31 )kN/m
= 2.62kN/m
Ultimate live load
= 2.62kN/m x 1.6
= 4.19kN/m
Total ultimate load
= (20.118 + 4.19 )kN/m
= 24.31kN/m
Distributed load
= 24.31kN/m x 1.75m
= 42.54kN / 2
= 21.27kN/m
Shear force area
= ½ (0.87m x 21.27kN/m)
= 9.3kNm

Beam W, C-D (First Floor Plan) Teo Chong Yih
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Brick wall weight
= 3m x 0.15 x 19kN/m
=8.55kN/m
Dead load V-W, CD
= 3.6kN/m² x 1.75/2 x ⅔
= 2.1kN/m
Dead load W-Y, CD
= 3.6kN/m² x 1.75/2
= 3.15kN/m
Total dead load
= (1.62 + 8.55 + 2.1 + 3.15 ) kN/m
=15.42kN/m
Ultimate dead load
= 15.42kN/m x 1.4
= 21.588kN/m
Live load W, C-D
= 1.5kN/m² x 1.75/2
= 1.31kN/m
Live load W, C-D
= 1.5kN/m² x 1.75/2
= 1.31kN/m
Total live load
= (1.31 + 1.31 )kN/m
= 2.62kN/m
Ultimate live load
= 2.62kN/m x 1.6
= 4.19kN/m
Total ultimate load
= (21.59 + 4.19 )kN/m
= 25.78kN/m
Distributed load
= 25.78kN/m x 1.75m
= 45.12kN / 2
= 22.56kN/m
Shear force area
= ½ (0.87m x 22.56kN/m)
= 9.87kNm

Beam 1-X, D (First Floor Plan) Teo Chong Yih
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Brick wall weight
= 3m x 0.15 x 19kN/m
=8.55kN/m
Dead load 1-V, D
= 3.6kN/m² x 2.65/2 x ⅔
= 3.18kN/m
Dead load V-W, D
= 3.6kN/m² x 2/2 x ⅔
= 2.4kN/m
Dead load 1-X
= 3.6kN/m² x 5.3
= 19.08kN/m
Dead load W-X,D
= 3.6kN/m² x 0.875m
= 3.15kN/m
Total dead load
= (1.62 + 8.55 + 19.08 + 3.15 ) kN/m, (1.62 + 2.4 + 19.08)kN/m, (1.62 + 8.55 + 3.18 +
19.08)kN/m
= 32.4kN/m , 23.1kN/m, 32.43kN/m
Ultimate dead load
= 32.4kN/m x 1.4, 23.1kN/m x 1.4, 32.43kN/m x 1.4
= 45.36kN/m, 32.34kN/m, 45.4kN/m
Live load 1-V, D
= 1.5kN/m² x 2.65/2
= 1.99kN/m
Live load V-W, D
= 1.5kN/m² x 2/2
= 1.5kN/m
Live load W-X, D
= 1.31kN/m
Live load 1-X
= 1.5 x 5.3/2
= 3.98kN/m

Total live load
= (1.31 + 3.98 )kN/m , (1.5 + 3.98)kN/m , (1.99 + 3.98)kN/m
= 5.29kN/m , 5.48kN/m , 5.97kN/m
Ultimate live load
= (5.29kN/m x 1.6) , (5.48kN/m x 1.6) , (5.97kN/m x 1.6)
= 8.46kN/m , 8.77kN/m , 9.55kN/m
Total ultimate load
= (45.36 + 8.46)kN/m , (32.34 + 8.77 )kN/m , (45.4 + 9.55)kN/m
= 53.82kN/m, 41.11kN/m, 54.95kN/m
Distributed load
= 53.82kN/m x 0.7m , 41.11kN/m x 2m , 54.95 x 2.65m
= 37.67kN, 82.22kN, 145.62kN
Take moment at point XD,
(37.67kN x 0.35m) + (22.56kN x 0.7m) + (82.22kN x 1.7m) + (21.27 x 2.7m) + (145.62kN x
4.025m) - 5.35z = 13.18kNm + 15.79kNm + 139.77kNm + 57.43kNm + 586.12kNm - 5.35z
= 812.29Nm - 5.35z
(5.35m)z = 812.29kNm
z = 151.83kN
(145.62kN x 1.325m) + (21.27kN x 2.65m) + (82.22kN x 3.65m) + (22.56kN x 4.65) + (37.67kN x
5.025m ) = 5.35x
192.95kNm + 56.37kNm + 300.1kNm + 104.9kNm + 189.29kNm = (5.35m)x
x = 157.68kN
Shear graph area
A = ½ (157.68kN + 120.01kN) x 0.7 = 97.19kNm
B = ½ (97.45kN + 15.23kN) x 2 = 112.68kNm
C = ½ (-6.04kN - 151.66kN) x 2.65 = -208.95kNm

Beam W, A’-C (First Floor Plan) WINTER
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Brick wall weight
= 3m x 0.15m x 19kN/m
= 8.55kN/m
Dead load at W-Y, A’-C
= 3.6kN/m² x 3.5m/2 x 2/3
= 4.2kN/m
Dead load at 1-W, A’-C
= 3.6kN/m² x 1.2/2 x 2/3
= 4.2kN/m
Total dead load
= (1.62 + 8.55 + 4.2 + 4.2)kN/m
= 18.57kN/m
Ultimate dead load
= 18.57kN/m x 1.4
= 26kN/m
Live load at W-Y, A’-C
= 1.5kN/m² x 3.5m/2 x 2/3
= 1.75kN/m
Live load at 1-W, A’-C
= 1.5kN/m² x 3.5m/2 x 2/3
= 1.75kN/m
Total live load
= (1.75 + 1.75)kN/m
= 3.5kN/m
Ultimate live load
= 3.5kN/m x 1.6
= 5.6kN/m
Total ultimate load
= (26 + 5.6)kN/m
= 31.6kN/m
Distributed load
31.6kN/m x 3.5m/2
= 55.3kN
Shear graph area
= ½ x 55.3kN x 1.75m
= 48.3kNm

Beam A’, 2-Y (First Floor Plan) WINTER
Beam self weight
= 0.15m x 0.45m x 24kN/m
= 1.62kN/m
Brick wall weight
= 3m x 0.15m x 19kN/m
= 8.55kN/m
Dead load at 1-Y, A-A’
= 3.6kN/m² x 1.2m/2
= 2.16N/m
Dead load at W-Y, A’-C
= 3.6kN/m² x 3.5m/2
= 6.3kN/m
Dead load at 2-W, A’-C
= 3.6kN/m² x 3.5m/2
= 6.3kN/m
Total dead load at grid W-Y
= (1.62 + 8.55 + 2.16 + 6.3)kN/m
= 18.63kN/m
Total dead load at grid 2-W
= (1.62 + 8.55 + 2.16 + 6.3)kN/m
= 18.63kN/m
Ultimate dead load at grid W-Y
= (18.63kN/m x 1.4)
= 26.08kN/m
Ultimate dead load at grid 2-W
= (18.63kN/m x 1.4)
= 26.08kN/m
Live load at 1-Y, A-A’
= 1.5kN/m² x 1.2m/2
= 0.9kN/m
Live load at W-Y, A’-C
= 1.5kN/m² x 3.5m/2
= 2.63kN/m
Live load at 2-W, A’-C
= 1.5kN/m² x3.5m/2
= 2.63kN/m
Total live load at grid W-Y
= (0.9 + 2.63)kN/m
= 3.53kN/m
Total live load at grid 2-W

= (0.9 + 2.63)kN/m
= 3.53kN/m
Ultimate live load at grid W-Y
= (3.53kN/m x 1.6)
= 5.65kN/m
Ultimate live load at grid 2-W
= (3.53kN/m x 1.6)
= 5.65kN/m
Total ultimate load at grid W-Y
= (26.08 + 5.65)kN/m
= 31.73kN/m
Total ultimate load at grid 2-W
= (26.08 + 5.65)kN/m
= 31.73kN/m
Distributed load of gid W-Y
= 31.73kN/m x 4.5m
= 142.79kN
Distributed load of grid 2-W
= 31.73kN/m x 1m
= 31.73kN
Take moment at point YA’
(142.79kN x 2.25m) + (55.3kN x 4.5m) + (31.73kN x 5m) = (5.5m)YA’
(5.5m)YA’ = 728.78kNm
YA’ = 132.51kN
Take moment at point A’2
(31.73kN x 0.5m) + (55.3kN x 1m) + (142.79kN x 3.25m) = (5.5m)2A’
(5.5m)2A’ = 535.23kNm
2A’ = 97.32kN
Shear graph area
x/4.5 = 97.32/142.79
x = 3.07
A = ½ x 3.07m x 97.32kN = 149.24kNm
B = ½ x 1.23m x 45.47kN = 32.51kNm
C = ½ x (100.77kN + 132.5kN) x 1m = 116.64

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