beam3

1. BLD61203 STRUCTURES
GROUP 8 ANDY CHIN 0326973 I DAPHNE TAN 0329055 I TANG LAM YU 0324966 I TEOW KAH YAN 0327201
Determine One way or two way slab
Slab B-D/3-5 = Ly/Lx
= 5.000/3.925
= 1.27<2
(Two way slab)
Slab D-E/2-5 = Ly/Lx
= 5.000/4.925
= 1.02<2
(Two way slab)
Slab C-E/5-8 = Ly/Lx
= 8.925/6.850
= 1.30<2
(Two way slab)
Slab self-weight = Thickness of slab x Density of concrete
= 0.15m x 24kN/m3
= 3.60kN/m2
Beam C-E/5

2. BLD61203 STRUCTURES
GROUP 8 ANDY CHIN 0326973 I DAPHNE TAN 0329055 I TANG LAM YU 0324966 I TEOW KAH YAN 0327201
Dead load
Beam Self Weight = Beam size x Density of concrete
= (0.15 x 0.30)m2 x 24kN/m3
= 1.08kN/m
Dead load on slab = Slab self weight x (Lx/2)
B-D/3-5 = 3.60kN/m x (3.925m/2)
= 7.07kN/m
Dead load on slab = Slab self weight x (Lx/2)
D-E/2-5 = 3.60kN/m x (4.925m/2)
= 8.87kN/m
Dead load on slab = Slab self weight x (Lx/2) x 2/3
C-E/5-8 = 3.60kN/m x (6.850m/2) x 2/3
= 8.22kN/m
Total dead load
on beam C-D/5 = (1.08+7.07+8.22)kN/m
= 16.37kN/m
on beam D-E/5 = (1.08+8.87+8.22)kN/m
= 18.17kN/m
C E
6.850m
1.08kN/m
Slab B-D/3-5
7.07kN/m
Slab D-E/2-5
8.87kN/m
Total Dead Load
Slab C-E/5-8
8.22kN/m
D
4.925m1.925m
18.17 kN/m16.37 kN/m

3. BLD61203 STRUCTURES
GROUP 8 ANDY CHIN 0326973 I DAPHNE TAN 0329055 I TANG LAM YU 0324966 I TEOW KAH YAN 0327201
Live load
Live load on slab = Live load (UBBL) x (Lx/2)
B-D/3-5 = 1.5kN/m2 x (3.925m/2)
= 2.94kN/m
Live load on slab = Live load (UBBL) x (Lx/2)
D-E/2-5 = 2.0kN/m2 x (4.925m/2)
= 4.93kN/m
Live load on slab = Live load (UBBL) x (Lx/2) x 2/3
C-E/5-8 = 2.0kN/m2 x (6.850m/2) x 2/3
= 4.57kN/m
Total live load
on beam C-D/5 = (2.94+4.57)kN/m
= 7.51kN/m
on beam D-E/5 = (4.93+4.57)kN/m
= 9.50kN/m
6.35kN/m
6.850m
Slab D-E/2-5
Total Live Load
Slab B-D/3-5
C E
Slab C-E/5-8
2.94kN/m
D
4.93kN/m
4.925m1.925m
4.57 kN/m
9.50 kN/m7.51 kN/m

4. BLD61203 STRUCTURES
GROUP 8 ANDY CHIN 0326973 I DAPHNE TAN 0329055 I TANG LAM YU 0324966 I TEOW KAH YAN 0327201
The Ultimate load
For C-D/5
Ultimate load = Ultimate Dead Load+Ultimate Live load
= (16.37kN/m x 1.4) + (7.51kN/m x1.6)
= 34.93kN/m
For D-E/5
= Ultimate Dead Load+Ultimate Live load
= (18.17kN/m x 1.4) + (9.50kN/m x1.6)
= 40.64kN/m
Point Load
Point load at point C/1a
= Reaction force B from beam B-D/3
= 76.85kN
Reaction forces
Total load on
For C-D/5 = 34.93kN/m x 1.925m
= 67.24kN
For D-E/5 = 40.64kN/m x 4.925m
= 200.15kN
∑Mb = 0
0 = Ra(6.850) - 67.24(5.888) - 76.85(4.925)
- 200.15(2.463)
6.85Ra = 1267.36
Ra = 185.02kN
∑y = 0
0 = 185.02 - 67.24 - 76.85 - 200.15 + Rb
Rb = 159.22kN
The load factor that needs to be applied: 1.4 for dead load and 1.6 for
live load
76.85 kN
200.15 kN67.24 kN
76.85 kN
76.85 kN
76.85 kN
200.15 kN67.24 kN
Rb=159.22kNRa=185.02kN
RbRa
RbRa=185.02kN
C ED
6.850m
4.925m1.925m
0.963m 2.463m
40.64 kN/m34..93 kN/m
Ultimate Load
200.15 kN67.24 kN

5. BLD61203 STRUCTURES
GROUP 8 ANDY CHIN 0326973 I DAPHNE TAN 0329055 I TANG LAM YU 0324966 I TEOW KAH YAN 0327201
Load Diagram
Shear Diagram
x/4.925 = 40.93/(40.93+159.22)
x = 1.01
Bending moment
Area (+)
= 1/2(1.01)(40.93) + 1/2(185.02+117.78)(1.925)
= 20.67+ 291.45
= 312.12 ≈ 312
Area (-)
= 1/2(4.925-1.01)(159.22)
= 311.67 ≈ 312
76.85 kN
200.15 kN67.24 kN
Rb=159.22kNRa=185.02kN
C ED
6.850m
4.925m1.925m
185.02kN
-159.22kN
40.93 kN
117.78 kN
x
40.93 kN
159.22kN
4.925
312 kN
0 kN 0 kN

6. BLD61203 STRUCTURES
GROUP 8 ANDY CHIN 0326973 I DAPHNE TAN 0329055 I TANG LAM YU 0324966 I TEOW KAH YAN 0327201