Total live Load Total for A-B = 1.9kN /m Total for B-F = 1.9kN/m + 3 kN/m = 4.9 kN/m -Ultimate Load Apply factor 1.4 and 1.6 to dead load and live load respectively. Dead load A-B= 4.1 kN/m x 1.4 = 5.7 kN/m Dead Load B-F = 16.3 kN/m x 1.4 = 22.8 kN/m Live load A-B = 1.9 kN/m x 1.6 = 3 kN/m Live load B-F = 4.9 kN/m x 1.6 = 7.8 kN/m Ultimate Load A-B = 5.7kN/m + 3kN/m = 8.7 kN/m Ultimate load B-F = 22.8kN/m + 7.8 kN/m = 30.6 kN/m - Reactions = 0 ∑Mᴬ = R 8.7 (1) ( ½+ 5.5)-24.3- 30.6 (5.5) ( 5.5/2) Ḟᵧ(6.5) – = 6.5 R - 52.2- 24.3 462.8 Ḟᵧ – R = 83 kN Ḟᵧ =0 ∑F ᵧ = R + Rᴬᵧ - (8.7 x 1) - (30.6 x 5.5) Ḟᵧ –24.3 = Rᴬᵧ +83 - 8.7 24.3 168.3 – – Rᴬᵧ = 118.3 kN 3. First Floor Beam, B, 1-5
Total live Load Total for A-B = 1.9kN /m Total for B-F = 1.9kN/m + 3 kN/m = 4.9 kN/m -Ultimate Load Apply factor 1.4 and 1.6 to dead load and live load respectively. Dead load A-B= 4.1 kN/m x 1.4 = 5.7 kN/m Dead Load B-F = 16.3 kN/m x 1.4 = 22.8 kN/m Live load A-B = 1.9 kN/m x 1.6 = 3 kN/m Live load B-F = 4.9 kN/m x 1.6 = 7.8 kN/m Ultimate Load A-B = 5.7kN/m + 3kN/m = 8.7 kN/m Ultimate load B-F = 22.8kN/m + 7.8 kN/m = 30.6 kN/m - Reactions ∑Mᴬ = 0 = R Ḟᵧ(6.5) – 8.7 (1) ( ½+ 5.5)-24.3- 30.6 (5.5) ( 5.5/2) = 6.5 R Ḟᵧ - 52.2- 24.3 – 462.8 R Ḟᵧ = 83 kN ∑F ᵧ =0 = R Ḟᵧ + Rᴬᵧ - (8.7 x 1) –24.3 - (30.6 x 5.5) = Rᴬᵧ +83 - 8.7 – 24.3 – 168.3 Rᴬᵧ = 118.3 kN 3. First Floor Beam, B, 1-5