Building Structures (ARC 2522/2523) ______________________________________________ Project 2: Extension of a R.C. bungalow Part 2 (Individual Components)
Name: Student ID: Tutor:
TAN KWOK SEONG 0314700 MR ADIB BIN RAMLI
Individual Beam Calculation – TAN KWOK SEONG 0314700
1) Beam A-B/4
Facts: (Dead Load) Slab = 3.6 kN/m² Brick Wall = 4.5 x 0.15 x 19 = 12.83 kN/m Beam = 0.45 x 0.15 x 24 = 1.62 kN/m (Live Load) Studio = 2.0 kN/m²
First Floor Structural Plan
Dead load on slab A-B/4-5 = 3.6 x (2.48/2) = 4.5 kN/m Dead load on slab A-B/ 3-4 = 3.6 x (2.48/2) = 4.5 kN/m Total dead load = 1.62 + 12.83 + (4.5 x 2) = 23.45 kN/m Ultimate dead load = 23.45 x 1.4 = 32.83 kN/m
Live load on slab A-B/4-5 = 2 x (2.48/2) = 2.48 kN/m
Live load on slab A-B/3-4 = 2 x (2.48/2) = 2.48 kN/m Total live load = (2.48 x 2) = 5 kN/m Ultimate live load = 5 x 1.6 = 8 kN/m
Total Ultimate Load = 32.83 + 8 = 40.83 kN/m
Beam A-B/4 Reaction Forces ΣM = 0 = (-40.8)(6.1) x (6.1/2) + R₂ (6.1) R₂ (6.1) = 759.084 R₂ = 124.44 kN/m Σfy = 0 = R1 + R₂ - (40.8 x 6.1) R1 = 248.88 – 124.44 = 124.44 kN/m
Bending = (124.44 x 3.05) / 2 = 189.77
2) Beam B/3-5
Facts: (Dead Load) Slab = 3.6 kN/m² Brick Wall = 4.5 x 0.15 x 19 = 12.83 kN/m Beam = 0.45 x 0.15 x 24 = 1.62 kN/m (Live Load) Studio = 2.0 kN/m² Brick wall is above beam B/3-4
First Floor Structural Plan Dead load on slab B-C/3-5 = 3.6 x (3/2) = 5.4 kN/m Total dead load B-C/3-4 = 1.62 + 12.83 + 5.4 = 19.85 kN/m Total dead load B-C/4-5 = 1.62 + 5.4 = 7.02 kN/m Ultimate dead load B-C/3-4 = 19.85 x 1.4 = 27.79 kN/m Ultimate dead load B-C/4-5 = 7.02 x 1.4 = 9.828 kN/m
Live load on slab B-C/3-4 = 2 x (3/2) = 3 kN/m
Live load on slab B-C/4-5 = 2 x (3/2) = 3 kN/m Ultimate live load B-C/3-4 = 3 x 1.6 = 4.8 kN/m Ultimate live load B-C/4-5 = 3 x 1.6 = 4.8 kN/m
Total Ultimate Load B-C/3-4 = 27.79 + 4.8 = 32.6 kN/m Total Ultimate Load B-C/4-5 = 9.828 + 4.8 = 14.6 kN/m
Beam B/3-5 Reaction Forces ΣM = 0 = [(-32.6)(2.48) x (2.48/2)] + (-124.442 x 2.475) + [(-14.6)(2.475) x (2.475 + 2.475/2)] + R₂ (4.95) R₂ (4.95) = 100.25 + 307.989 + 134.15 R₂ = 542.389/4.95 = 109.57 kN/m Σfy = 0 = R1 + R₂ - (32.6 x 2.48) – 124.44 – (14.6 x 2.48) R1 = 241.423 – 109.57 = 131.85 kN/m
Bending = (131.85 + 40.34)/2 x 2.475 = 213.09
3) Beam A-B/1
First Floor Structural Plan
Elevation of A-B/1
Facts: (Dead Load) – Brick wall A = 4.5 x 0.15 x 19 = 12.825 kN/m
Lintel = 0.1 x 0.07 x 24 = 0.168
D = 4.5 x 0.15 x 19 = 12.825 kN/m
B + Lintel = (5.8435 + 0.168)/2 = 6/2 = 3 kN/m
B = 2.05 x 0.15 x 19 = 5.8425 kN/m C = 0.95 x 0.15 x 19 = 2.71 kN/m
Dead load on slab A-A2/1-2 = 3.6 x (4.95/2) = 8.91 kN/m Dead load on slab A2-A3/1-2 = 3.6 x (4.95/2) = 8.91 kN/m Dead load on slab A3-B/1-2 = 3.6 x (4.95/2) = 8.91 kN/m
Total dead load A-A2/1-2 = 1.62 + 12.83 + 3 + 8.91 = 26.355 kN/m Total dead load A2-A3/1-2 = 1.62 + 2.71 + 8.91 = 13.24 kN/m Total dead load A3-B/1-2 = 1.62 + 12.83 + 3 + 8.91 = 26.355 kN/m
Ultimate dead load A-A2/1-2 = 26.355 x 1.4 = 36.904 kN/m Ultimate dead load A2-A3/1-2 = 13.24 x 1.4 = 18.536 kN/m Ultimate dead load A3-B/1-2 = 26.355 x 1.4 = 36.904 kN/m
Live load on slab A-A2/1-2 = 2 x (4.95/2) = 4.95 kN/m Live load on slab A2-A3/1-2 = 2 x (4.95/2) = 4.95 kN/m Live load on slab A3-B/1-2 = 2 x (4.95/2) = 4.95 kN/m
Ultimate live load A-A2/1-2 Ultimate live load A2-A3/1-2 Ultimate live load A3-B/1-2 = 4.95 x 1.6 = 7.92 kN/m
Total Ultimate Load A-A2/1-2 = 36.904 + 7.92 = 44.824 kN/m
Total Ultimate Load A3-B/1-2 = 36.904 + 7.92 = 44.824 kN/m
Total Ultimate Load A2-A3/1-2 = 18.536 + 7.92 = 26.256 kN/m
Beam A-B/1 Reaction Forces ΣM = 0 = [(-44.82)(1.25) x (1.25/2)] + [(-26.2)(3.6) x (1.25 + 3.6/2)] + [(-44.82)(1.25) x (4.85 + 1.25/2)] + R₂ (6.1) R₂ (6.1) = 35 + 288.33 + 306.74 R₂ = 630/6.1 = 103.2 kN/m Σfy = 0 = R1 + R₂ - (44.82 x 1.25) – (26.26 x 3.6) – (44.82 x 1.25) R1 + R₂ = 56 + 94.54 +56 R1 = 206.536 – 103.29 = 103.2 kN/m
Bending = (103.2 x 3.05) / 2 = 157.38
4) Beam B-C/5
Facts: (Dead Load) Slab = 3.6 kN/m² Glass Wall = 4.5 x 0.17 x 2 = 1.53 kN/m Beam = 0.45 x 0.15 x 24 = 1.62 kN/m (Live Load) Studio = 2.0 kN/m² Full glass wall is above beam B-C/5
First Floor Structural Plan
Dead load on slab B-C/3-5 = 3.6 x (3/2) = 5.4 kN/m
Live load on slab B-C/3-5 = 2 x (3/2) = 3 kN/m
Convert triangular load to UDL by applying a factor of 2/3 = 5.4 x (2/3) = 3.6 kN/m
Convert triangular load to UDL by applying a factor of 2/3 = 3 x (2/3) = 2 kN/m
Total dead load B-C/3-5 = 3.6 + 1.62 + 1.53 = 6.75 kN/m
Total live load B-C/3-5 = 3 kN/m
Ultimate dead load B-C/3-5 = 6.75 x 1.4 = 9.45 kN/m Total Ultimate Load B-C/3-5 = 9.45 x 4.8 = 14.25 kN/m
Ultimate live load B-C/3-5 = 3 x 1.6 = 4.8 kN/m
Beam B-C/5 Reaction Forces ΣM = 0 = [(-14.25)(3) x (3/2)] + R₂ (3) R₂ (3) = 64.125 R₂ = 64.125/3 = 21.375 kN/m Σfy = 0 = R1 + R₂ - (14.25 x 3) R1 + R₂ = 42.75 R1 = 42.75 – 21.375 = 21.375 kN/m
Bending = (21.4 x 1.5) / 2 = 16.05
5) Beam A-B/2
Ground Floor Structural Plan
Elevation of wall A-B/2
Facts: (Dead Load) – Brick wall A = 4.2 x 0.15 x 19 = 11.97 kN/m
Lintel = 0.1 x 0.07 x 24 = 0.168
C = 4.2 x 0.15 x 19 = 11.97 kN/m
B + Lintel = (4.845 + 0.168)/2 = 5/2 = 2.5 kN/m
B = 1.7 x 0.15 x 19 = 4.845 kN/m
Dead load on slab A-B2/2-3 = 3.6 x (4.95/2) = 8.91 kN/m Dead load on slab B2-B3/2-3 = 3.6 x (4.95/2) = 8.91 kN/m Dead load on slab B3-B/2-3 = 3.6 x (4.95/2) = 8.91 kN/m
Total dead load A-B2/2-3 = 1.62 + 11.97 + 2.5 + 8.91 = 25 kN/m Total dead load B2-B3/2-3 = 1.62 + 8.91 = 10.53 kN/m Total dead load B3-B/2-3 = 1.62 + 11.97 + 2.5 + 8.91 = 25 kN/m
Ultimate dead load A-B2/2-3 = 25 x 1.4 = 35 kN/m Ultimate dead load B2-B3/2-3 = 10.53 x 1.4 = 14.74 kN/m Ultimate dead load B3-B/2-3 = 25 x 1.4 = 35 kN/m
Live load on slab A-B2/2-3 = 2 x (4.95/2) = 4.95 kN/m Live load on slab B2-B3/2-3 = 2 x (4.95/2) = 4.95 kN/m Live load on slab B3-B/2-3 = 2 x (4.95/2) = 4.95 kN/m
Ultimate live load A-B2/2-3 Ultimate live load B2-B3/2-3 Ultimate live load B3-B/2-3 = 4.95 x 1.6 = 7.92 kN/m
Total Ultimate Load A-B2/2-3 = 35 + 7.92 = 42.92 kN/m
Total Ultimate Load B3-B/2-3 = 35 + 7.92 = 42.92 kN/m
Total Ultimate Load B2-B3/2-3 = 14.74 + 7.92 = 22.66 kN/m
Beam A-B/2 Reaction Forces ΣM = 0 = [(-42.92)(0.5) x (0.5/2)] + [(-22.66)(5.1) x (0.5 + 5.1/2)] + [(-42.92)(0.5) x (5.6 + 0.5/2)] + R₂ (6.1) R₂ (6.1) = 5.365 + 352.48 + 125.54 R₂ = 483.386/6.1 = 79.244 kN/m Σfy = 0 = R1 + R₂ - (42.92 x 0.5) – (22.66 x 5.1) – (42.92 x 0.5) R1 + R₂ = 158.486 R1 = 158.486 – 79.244 = 79.242 kN/m
Bending = (79.24 x 3.05) / 2 = 120.8
6) Beam A-B/2
Roof Structural Plan
source: ww.rushcliffe.gov.uk
Rafters (x10)
Purlin (x5) Chord (x5)
Roof Structural Components
Facts: (Dead Load) Density of Timber = 11 kN/m²
Total roof load (dead load) = 0.825 + 0.93 + 3.7125 = 5.4675 kN/m
Rafters = 0.15 x 0.05 x 11 = 0.0825 kN/m (x10) = 0.825 kN/m Purlin = 0.225 x 0.075 x 11 = 0.186 (x5) = 0.93 kN/m Bottom Chord = 0.45 x 0.15 x 11 = 0.7425 (x5) = 3.7125 kN/m
(Live Load) Roof slope < 4:12 < 18° Uniform load = 20 per sq ft = 20 N : 0.1m² Area of roof (single side) = 9.1 x 5.5 = 50.05 Uniform load = (50.05/0.1) x 20 = 10010 N/m = 10.01 kN/m
Ultimate dead load = 5.47 x 1.4 = 7.66 kN/m Ultimate live load = 10 x 1.6 = 16 kN/m Total Ultimate Load = (7.66/2) + 16 = 19.83 kN/m
Beam A-B/2 Reaction Forces ΣM = 0 = [(-19.8)(6.1) x (6.1/2)] + R₂ (6.1) = [(-120.78)(3.05) + R₂ (6.1) R₂ (6.1) = 368.379 R₂ = 368.379/6.1 = 60.39 kN/m
Σfy = 0 = R1 + R₂ - (19.83 x 6.1) R1 + R₂ = 120.963 R1 = 120.963 – (60.39) = 60.573 kN/m
Bending = (60 x 3.05) / 2 = 91.5
Individual Column Calculation – TAN KWOK SEONG 0314700
1) Column B/1
Facts: (Dead Load) Slab = 3.6 kN/m² Brick Wall (1st) = 4.5 x 0.15 x 19 = 12.83 kN/m Brick Wall (G & 2nd) = 4.2 x 0.15 x 19 = 11.97 kN/m Beam = 0.45 x 0.15 x 24 = 1.62 kN/m (Live Load) Studio = 2.0 kN/m²
Ground Floor Structural Plan
(Dead Load) GRD
1ST
ROOF
Dead load on Slab = 3.6 x 2.475 x 3.05 = 27.1755 kN/m
Dead load on Slab = 3.6 x 2.475 x 3.05 = 27.1755 kN/m
Dead load on Beam = 1.62 x (3.05 + 2.475) = 8.951 kN/m
Dead load on Beam = 1.62 x (3.05 + 2.475) = 8.951 kN/m
Dead load on Beam = 1.62 x (3.05 + 2.475) = 8.951 kN/m
Dead load on Roof = 1 x 3.05 x 2.475 = 7.54875 kN/m
Dead load on Wall = 11.97 x (3.05 + 2.475) = 66.13 kN/m
Dead load on Wall = 12.825 x (3.05 + 2.475) = 70.86 kN/m
Total dead load = 66.13 + 8.951 + 27.18 = 102.25 kN/m
Total dead load = 70.86 + 8.951 + 27.18 = 107 kN/m
Ultimate dead load = 107 x 1.4 = 143.16 kN
Ultimate dead load = 107 x 1.4 = 149.8 kN
Total dead load = 8.951 + 7.548 = 16.499 kN/m Ultimate dead load = 16.499 x 1.4 = 23.1 kN
(Live Load) GRD
1ST
ROOF
Live load = 2 x 2.475 x 3.05 = 15.1 kN/m
Live load = 2 x 2.475 x 3.05 = 15.1 kN/m
Live load = 0.5 x 2.475 x 3.05 = 3.774 kN/m
Ultimate live load = 15.1 x 1.6 = 24.16 kN
Ultimate live load = 15.1 x 1.6 = 24.16 kN
Ultimate live load = 3.774 x 1.6 = 6 kN
Total Ultimate Load = 149.8 + 24.16 = 173.96
Total Ultimate Load = 23.1 + 6 = 29.1
(Total) Total Ultimate Load = 143.16 + 24.16 = 167.36
Total Load – Column B/1 Total load = 173.96 + 167.36 + 29.1 = 370.42 kN
N = 0.4fcuAc + 0.8Ascfy N = 0.4fcuAc + 0.8Ascfy = 0.4 (35) (150 x 550) + 0.8 (825) (460 N/mm²) = 1458600 N = 1458.6 kN
1458.6 > 370.42 ∴ The column size is sufficient.
2) Column B/2
Facts: (Dead Load) Slab = 3.6 kN/m² Brick Wall (1st) = 4.5 x 0.15 x 19 = 12.83 kN/m Brick Wall (G & 2nd) = 4.2 x 0.15 x 19 = 11.97 kN/m Beam = 0.45 x 0.15 x 24 = 1.62 kN/m (Live Load) Studio = 2.0 kN/m²
Ground Floor Structural Plan ROOF
2ND
Dead load on Beam = 1.62 x (3.05 + 2.475 + 2.475 + 2.475) = 1.62 x 10.475 = 16.9695 kN
Dead load on Slab = (3.6 x 2.475 x 3.05) + (3.6 x 2.475 x 3.05) + (3.6 x 2.475 x 1.5) = 67.716 kN
Dead load on Roof = 1 x [(3.05 x 3.05) + (2.475 x 1.5)] = 18.81 kN
Dead load on Beam = 1.62 x (3.05 + 2.475 + 2.475 + 2.475) = 1.62 x 10.475 = 16.9695 kN
Total dead load = 16.97 + 18.81 = 35.78 kN
Dead load on Wall = 11.97 x (1.5 + 2.475) = 47.58 kN
Ultimate dead load = 35.78 x 1.4 = 50.1 kN (Live) Live load = 0.5 x 18.81 = 9.41 kN Ultimate live load = 9.41 x 1.6 = 15.05 kN
Total dead load = 67.716 + 16.9695 + 47.58 = 132.27 kN Ultimate dead load = 132.27 x 1.4 = 185.17 kN
1ST
GRD
Dead load on Slab = (3.6 x 2.475 x 3.05) + (3.6 x 2.475 x 3.05) + (3.6 x 2.475 x 1.5) = 67.716 kN
Dead load on Slab = (3.6 x 2.475 x 3.05) + (3.6 x 2.475 x 3.05) + (3.6 x 2.475 x 1.5) = 67.716 kN
Dead load on Beam = 1.62 x (3.05 + 2.475 + 2.475 + 2.475) = 1.62 x 10.475 = 16.9695 kN
Dead load on Beam = 1.62 x (3.05 + 2.475 + 2.475 + 2.475) = 1.62 x 10.475 = 16.9695 kN
Dead load on Wall = 12.825 x (1.5 + 2.475) = 50.98 kN
Dead load on Wall = 11.97 x (1.5 + 2.475) = 47.58 kN
Total dead load = 67.716 + 16.9695 + 50.98 = 135.66 kN
Total dead load = 67.716 + 16.9695 + 47.58 = 132.27 kN
Ultimate dead load = 135.66 x 1.4 = 189.93 kN
Ultimate dead load = 132.27 x 1.4 = 185.17 kN
(Live) ROOF
2ND
1ST
GRD
Live load = 0.5 x 18.81 = 9.41 kN
Live load slab 1 = 2 x 2.475 x 3.05 = 15.1 kN
Live load slab 1 = 2 x 2.475 x 3.05 = 15.1 kN
Live load slab 1 = 2 x 2.475 x 3.05 = 15.1 kN
Ultimate live load = 9.41 x 1.6 = 15.05 kN
Live load slab 2 = 2 x 2.475 x 3.05 = 15.1 kN
Live load slab 2 = 2 x 2.475 x 3.05 = 15.1 kN
Live load slab 2 = 2 x 2.475 x 3.05 = 15.1 kN
Live load slab 3 = 2.5 x 2.475 x 3.05 = 18.86 kN
Live load slab 3 = 2.5 x 2.475 x 3.05 = 18.86 kN
Live load slab 3 = 2.5 x 2.475 x 3.05 = 18.86 kN
Total live load = 15.1 + 15.1 + 18.86 = 49.06
Total live load = 15.1 + 15.1 + 18.86 = 49.06
Total live load = 15.1 + 15.1 + 18.86 = 49.06
Ultimate live load = 49.06 x 1.6 = 78.5 kN
Ultimate live load = 49.06 x 1.6 = 78.5 kN
Ultimate live load = 49.06 x 1.6 = 78.5 kN
(Total) ROOF
2ND
1ST
GRD
Total Ultimate Load = 50.1 + 15.05 = 65.142
Total Ultimate Load = 78.5 + 185.2 = 263.67
Total Ultimate Load = 189.93 + 78.496 = 268.43
Total Ultimate Load = 78.5 + 185.2 = 263.67
Total Load – Column B/2 Total load = 65.142 + 263.67 + 268.43 + 263.67 = 587.24 kN
N = 0.4fcuAc + 0.8Ascfy N = 0.4fcuAc + 0.8Ascfy = 0.4 (35) (150 x 550) + 0.8 (825) (460 N/mm²) = 1458600 N = 1458.6 kN
1458.6 > 587.24 ∴ The column size is sufficient.
3) Column A/1
Facts: (Dead Load) Slab = 3.6 kN/m² Brick Wall (1st) = 4.5 x 0.15 x 19 = 12.83 kN/m Brick Wall (G & 2nd) = 4.2 x 0.15 x 19 = 11.97 kN/m Beam = 0.45 x 0.15 x 24 = 1.62 kN/m (Live Load) Studio = 2.0 kN/m²
Ground Floor Structural Plan
(Dead Load) GRD
1ST
ROOF
Dead load on Slab = 3.6 x 2.475 x 3.05 = 27.1755 kN/m
Dead load on Slab = 3.6 x 2.475 x 3.05 = 27.1755 kN/m
Dead load on Beam = 1.62 x (3.05 + 2.475) = 8.951 kN/m
Dead load on Beam = 1.62 x (3.05 + 2.475) = 8.951 kN/m
Dead load on Beam = 1.62 x (3.05 + 2.475) = 8.951 kN/m
Dead load on Roof = 1 x 3.05 x 2.475 = 7.54875 kN/m
Dead load on Wall = 11.97 x (3.05 + 2.475) = 66.13 kN/m
Dead load on Wall = 12.825 x (3.05 + 2.475) = 70.86 kN/m
Total dead load = 66.13 + 8.951 + 27.18 = 102.25 kN/m
Total dead load = 70.86 + 8.951 + 27.18 = 107 kN/m
Ultimate dead load = 107 x 1.4 = 143.16 kN
Ultimate dead load = 107 x 1.4 = 149.8 kN
Total dead load = 8.951 + 7.548 = 16.499 kN/m Ultimate dead load = 16.499 x 1.4 = 23.1 kN
(Live Load) GRD
1ST
ROOF
Live load = 2 x 2.475 x 3.05 = 15.1 kN/m
Live load = 2 x 2.475 x 3.05 = 15.1 kN/m
Live load = 0.5 x 2.475 x 3.05 = 3.774 kN/m
Ultimate live load = 15.1 x 1.6 = 24.16 kN
Ultimate live load = 15.1 x 1.6 = 24.16 kN
Ultimate live load = 3.774 x 1.6 = 6 kN
Total Ultimate Load = 149.8 + 24.16 = 173.96
Total Ultimate Load = 23.1 + 6 = 29.1
(Total) Total Ultimate Load = 143.16 + 24.16 = 167.36
Total Load – Column A/1 Total load = 173.96 + 167.36 + 29.1 = 370.42 kN
N = 0.4fcuAc + 0.8Ascfy N = 0.4fcuAc + 0.8Ascfy = 0.4 (35) (150 x 550) + 0.8 (825) (460 N/mm²) = 1458600 N = 1458.6 kN
1458.6 > 370.42 ∴ The column size is sufficient.
4) Column A/5
Facts: (Dead Load) Slab = 3.6 kN/m² Brick Wall (1st) = 4.5 x 0.15 x 19 = 12.83 kN/m Brick Wall (G & 2nd) = 4.2 x 0.15 x 19 = 11.97 kN/m Beam = 0.45 x 0.15 x 24 = 1.62 kN/m (Live Load) Studio = 2.0 kN/m²
Ground Floor Structural Plan (Dead Load) GRD
1ST
2ND
ROOF
Dead load on Slab = 3.6 x 2.475 x 3.05 = 27.1755 kN/m
Dead load on Slab = 3.6 x 2.475 x 3.05 = 27.1755 kN/m
Dead load on Slab = 3.6 x 2.475 x 3.05 = 27.1755 kN/m
Dead load on Beam = 1.62 x (3.05 + 2.475) = 8.951 kN/m
Dead load on Beam = 1.62 x (3.05 + 2.475) = 8.951 kN/m
Dead load on Beam = 1.62 x (3.05 + 2.475) = 8.951 kN/m
Dead load on Beam = 1.62 x (3.05 + 2.475) = 8.951 kN/m
Dead load on Roof = 1 x 3.05 x 2.475 = 7.54875 kN/m
Dead load on Wall = 11.97 x (3.05 + 2.475) = 66.13 kN/m
Dead load on Wall Dead load on Wall = 12.825 x (3.05 + 2.475) = 11.97 x (3.05 + 2.475) = 66.13 kN/m = 70.86 kN/m
Total dead load = 66.13 + 8.951 + 27.18 = 102.25 kN/m
Total dead load = 70.86 + 8.951 + 27.18 = 107 kN/m
Total dead load = 66.13 + 8.951 + 27.18 = 102.25 kN/m
Ultimate dead load = 107 x 1.4 = 143.16 kN
Ultimate dead load = 107 x 1.4 = 149.8 kN
Ultimate dead load = 107 x 1.4 = 143.16 kN
Total dead load = 8.951 + 7.548 = 16.499 kN/m Ultimate dead load = 16.499 x 1.4 = 23.1 kN
(Live Load) GRD
1ST
GRD
ROOF
Live load = 2 x 2.475 x 3.05 = 15.1 kN/m
Live load = 2 x 2.475 x 3.05 = 15.1 kN/m
Live load = 2 x 2.475 x 3.05 = 15.1 kN/m
Live load = 0.5 x 2.475 x 3.05 = 3.774 kN/m
Ultimate live load = 15.1 x 1.6 = 24.16 kN
Ultimate live load = 15.1 x 1.6 = 24.16 kN
Ultimate live load = 15.1 x 1.6 = 24.16 kN
Ultimate live load = 3.774 x 1.6 = 6 kN
Total Ultimate Load = 149.8 + 24.16 = 173.96
Total Ultimate Load = 143.16 + 24.16 = 167.36
Total Ultimate Load = 23.1 + 6 = 29.1
(Total) Total Ultimate Load = 143.16 + 24.16 = 167.36
Total Load – Column A/5 Total load = 173.96 + 167.36 + 167.36 + 29.1 = 537.78 kN
N = 0.4fcuAc + 0.8Ascfy N = 0.4fcuAc + 0.8Ascfy = 0.4 (35) (150 x 550) + 0.8 (825) (460 N/mm²) = 1458600 N = 1458.6 kN
1458.6 > 537.78 ∴ The column size is sufficient.