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 C-E/5-8 = Ly/Lx
= 8.925/6.850
= 1.30<2
(Two way slab)
Slab D-E/2-5 = Ly/Lx
= 5.000/4.925
= 1.02<2
(Two way slab)
Slab E-F/3-5a = Ly/Lx
= 6.000/4.934
= 1.22<2
(Two way slab)
Slab self-weight = Thickness of slab x Density of concrete
= 0.15m x 24kN/m3
= 3.60kN/m2
Beam E/3-5a
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
Brick Wall Weight = Wall height x Wall thickness x Density of wall
= (3.5 x 0.15) m2 x 19 kN/m3
= 9.98 kN/m
Dead load on slab = Slab self weight x (Lx/2)
C-E/5-8 = 3.60kN/m x (6.850m/2)
= 12.33kN/m
Dead load on slab = Slab self weight x (Lx/2) x 2/3
D-E/2-5 = 3.60kN/m x (4.925m/2) x 2/3
= 5.91kN/m
Dead load on slab = Slab self weight x (Lx/2) x 2/3
E-F/3-5a = 3.60kN/m x (4.934m/2) x 2/3
= 5.92kN/m
Total dead load
on beam E/3-5 = (1.08+9.98+5.91+5.92)kN/m
= 22.89kN/m
on beam E/5-5a = (1.08+9.98+12.33+5.92)kN/m
= 29.31kN/m
3 5a
1.08kN/m
Slab C-E/5-8
12.33kN/m
Slab D-E/2-5
5.91kN/m
Slab E-F/3-5a
5.92kN/m
5
4.934m
1.009m3.925m
Total Dead Load
22.89 kN/m 29.31 kN/m
9.98kN/m
Brick wall weight
Beam self weight
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)
C-E/5-8 = 2.0kN/m2 x (6.850m/2)
= 6.85kN/m
Live load on slab = Live load (UBBL) x (Lx/2) x 2/3
D-E/2-5 = 2.0kN/m2 x (4.925m/2) x 2/3
= 3.28kN/m
Live load on slab = Live load (UBBL) x (Lx/2) x 2/3
E-F/3-5a = 1.5kN/m2 x (4.934m/2) x 2/3
= 2.47kN/m
Total live load
on beam E/3-5 = (3.28+2.47)kN/m
= 5.75kN/m
on beam E/5-5a = (6.85+2.47)kN/m
= 9.32kN/m
6.35kN/m
Slab D-E/2-5
Total Live Load
Slab C-E/5-8
3 5a
Slab E-F/3-5a
6.85kN/m
3.28kN/m
2.47 kN/m
5.75 kN/m 9.32 kN/m
5
4.934m
1.009m3.925m
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 E/3-5
Ultimate load = Ultimate Dead Load+Ultimate Live load
= (22.89kN/m x 1.4) + (5.75kN/m x1.6)
= 41.25kN/m
For E/5-5a
= Ultimate Dead Load+Ultimate Live load
= (29.31kN/m x 1.4) + (9.32kN/m x1.6)
= 55.95kN/m
Point Load
Point load at point C/1a
= Reaction force B from beam B-D/3
= 159.22kN
Reaction forces
Total load on
For E/3-5 = 41.25kN/m x 3.925m
= 161.91kN
For E/5-5a = 55.95kN/m x 1.009m
= 56.45kN
∑Mb = 0
0 = Ra(4.934) - 161.91(2.972) - 159.22(1.009)
- 56.45(0.505)
4.934Ra = 670.36
Ra = 135.86kN
∑y = 0
0 = 135.86 - 161.91 - 159.22 - 56.45 + Rb
Rb = 241.72kN
The load factor that needs to be applied: 1.4 for dead load and 1.6 for
live load
159.22 kN
56.45 kN161.91 kN
159.22 kN
159.22 kN
159.22 kN
56.45 kN161.91 kN
Rb=241.72kNRa=135.86kN
RbRa
RbRa=135.86kN
3 5a
0.505m1.963m
41.25 kN/m 55.95 kN/m
Ultimate Load
56.45 kN161.91 kN
5
4.934m
1.009m3.925m
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/3.925 = 26.05/(26.05+135.86)
x = 0.63
Bending moment
Area (+)
= 1/2(3.925-0.63)(135.86)
= 223.83 ≈ 224
Area (-)
= 1/2(0.63)(26.05) + 1/2(185.27+241.72)(1.009)
= 8.21 + 215.42
= 223.63 ≈ 224
3 5a5
4.934m
1.009m3.925m
135.86kN
-241.72kN
-26.05kN
-185.27kN
56.45 kN161.91 kN
Rb=241.72kNRa=135.86kN
159.22 kN
x
26.05 kN
135.86kN
3.925
224 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
7. BLD61203 STRUCTURES
GROUP 8 ANDY CHIN 0326973 I DAPHNE TAN 0329055 I TANG LAM YU 0324966 I TEOW KAH YAN 0327201
