Lamyu 4
- 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