Individual Components (LEE KAI YUNG 0318314)
STRUCTURAL GROUND FLOOR PLAN
I had assigned to
1. To analysis minimum 6 beams (each beam must subject to different types of load, i.e. UDL from one or more than one slabs, beam with point load(s) or combination of UDL and PL)
2. To analysis minimum 3 columns (from roof to foundation level)
LEE KAI YUNG 0318314
Beam Analysis Calculation1. Ground Floor Beam, A1/4-5
Total Dead Load Diagram
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Dead load on Concrete BeamBeam Self Weight = Beam size x concrete density= 0.15m x 0.3m x 24kN/m³= 1.08kN/m
Dead load on A-A1/4-5 (one way slab)Load is transferred to beam A1/4-5 in one direction. Convert the load into UDL.Dead load from slab A-A1/4-5= Dead load on slab x (Lx/2)= 3.6kN/m² x (2.1m/2)= 3.78kN/m
Dead load on A1-B/4-5 (one way slab)Load is transferred to beam A1/4-5 in one direction. Convert the load into UDL.Dead load from slab A1-B/4-5= Dead load on slab x (Lx/2)= 3.6kN/m² x (1.9m/2)= 3.42kN/m
Total Dead LoadTotal for beam A1/4-5= 1.08kN/m + 3.78kN/m + 3.42kN/m = 8.28kN/m
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LEE KAI YUNG 0318314
Total Live Load Diagram
Live load on A-A1/4-5 (one way slab)Load is transferred to beam A1/4-5 in one direction. Convert the load into UDL.Live load from slab A-A1/4-5= Live load on slab x (Lx/2)= 1.5kN/m² x (2.1m/2)= 1.58kN/m
Live load on A1-B/4-5 (one way slab)Load is transferred to beam A1/4-5 in one direction. Convert the load into UDL.Live load from slab A-A1/4-5= Live load on slab x (Lx/2)
= 1.5kN/m² x (1.9m/2)= 1.43kN/m
Total Live LoadTotal for beam A1/4-5= 1.58kN/m + 1.43kN/m= 3.01kN/m
Total Ultimate Load Diagram
Total Ultimate Dead Load Apply factor of 1.4 to dead load Ultimate Dead load for beam A1/4-5 = 8.28kN/m x 1.4 = 11.59kN/m
Total Ultimate Live Load Apply factor of 1.6 to live load Ultimate Live load for beam A1/4-5 = 3.01kN/m x 1.6 = 4.82kN/m
Total Ultimate load Combining ultimate dead load & ultimate live load Ultimate load for beam A1/4-5 = 11.59kN/m + 4.82kN/m = 16.41kN/m
LEE KAI YUNG 0318314
Total Load Diagram
Load Diagram∑M1 =0 = 5m (R4) - 16.41kN/m (2.5m)5m R4 = 205.125kN/m R4 = 41.025kN
∑Fy =0 = R4 + R5 – 16.41kN/m (5m) = 41.025 + R5 – 82.05kN -R5 = -41.025N R5 = 41.025kN
Shear Force DiagramAt point 4, there is a 41.025kN force acting upwards (+ve).
There is no other force placed between point 4 and 5. 16.41kN/m x 5m = 82.05kN41.025kN – 82.05kN = -41.025kN
At point 5, there is a 41.025kN force acting upwards (+ve).-41.025kN + 41.025kN = 0kN
Bending Moment DiagramAt point 1, there is only a line so no area = 0kNm
At middle of the beam = Area of triangle between 4 and middle= 41.025kN x 2.5m x 0.5= 51.2813kNm
At point 3 = Area of triangle (+ve) + Area of triangle (-ve)
= 51.2813kN + (-41.03kN x 2.5m x 0.5)
= 0kNm
LEE KAI YUNG 0318314
Beam Analysis Calculation2. Ground Floor Beam, A-B/4
Total Dead Load Diagram
LEE KAI YUNG 0318314
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Dead load on Concrete BeamBeam Self Weight = Beam size x concrete density= 0.15m x 0.3m x 24kN/m³= 1.08kN/m
Dead load on Brick WallBrick Self Weight = Wall height x thickness x density= 3m x 0.15m x 19kN/m³= 8.55kN/m
Dead load on A-B/2-4 (two way slab)Load is transferred to beam A-B/4 in a triangular form. Convert the triangle load into UDL.Dead load from slab A-B/2-4= [Dead load on slab x (Lx/2)] x 2/3= [3.6kN/m² x (4m/2)] x 2/3= 4.8kN/m
Total Dead LoadTotal for beam A-B/4= 1.08kN/m + 8.55kN/m + 4.8kN/m = 14.43kN/m
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Total Live Load Diagram
Live load on A-B/2-4 (two way slab)Load is transferred to beam A-B/4 in triangular form. Convert the triangle load into UDL.Live load from slab A-B/2-4= [Live load on slab x (Lx/2)] x 2/3= [1.5kN/m² x (4m/2)] x 2/3= 2kN/m
Total Live LoadTotal for beam A-B/2-4= 2kN/m
Total Ultimate Load Diagram
Total Ultimate Dead Load Apply factor of 1.4 to dead load Ultimate Dead load for beam A-B/4 = 14.43kN/m x 1.4 = 20.2kN/m
Total Ultimate Live Load Apply factor of 1.6 to live load Ultimate Live load for beam A-B/4 = 2kN/m x 1.6 = 3.2kN/m
Total Ultimate load Combining ultimate dead load & ultimate live load Ultimate load for beam A-B/4 = 20.2kN/m + 3.2kN/m = 23.4kN/m
LEE KAI YUNG 0318314
Total Load Diagram
Load Diagram ∑MC = 0 = 4m (Ra) - 23.4kN/m (2m) - 41.025kN/m (1.9m) 4m Ra = 265.1475kN/m Ra = 66.2869kN
∑Fy = 0 = Ra + Rb - 23.4kN/m (4m) – 41.025kN = 66.2869kN + Rb – 93.6kN – 41.025kN = 68.3381kN
Shear Force DiagramAt point A, there is a 66.2869kN force acting upwards (+ve).
Between point A and A1, UDL was converted to PL only for calculation of reaction forces.23.4kN/m x 2.1m = 93.6kN66.2869kN – 96.6kN = 17.1469kN
At point A1, there is a 41.025kN force acting downwards (-ve).17.1469kN – 41.025kN
= -23.8781kN
Between point A1 and B, UDL was converted to PL only for calculation of reaction forces.23.4kN/m x 1.9m = 44.46kN
- 23.8781kN – 44.46kN = -68.3381kN
At point B, there is a 68.3381kN force acting upwards (+ve).
- 68.3381kN + 68.3381kN = 0kN
LEE KAI YUNG 0318314
Bending Moment DiagramAt point A, there is only a line so no area = 0kNm
At middle of the beam = Area of triangle between 4 and middle= 2.1m (66.2869kN + 17.1469kN) / 2= 87.6055kNm
At point B = Area of triangle (+ve) + Area of triangle (-ve)
=
87.6055kNm + [1.9m (-68.3381kN + 23.8781kN) / 2
= 87.6055kNm – 87.6054kNm = 0.0001kNm ≈ 0kNm
LEE KAI YUNG 0318314
Beam Analysis Calculation3. Ground Floor Beam, A-B/5
Total Dead Load Diagram
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Dead load on Concrete BeamBeam Self Weight = Beam size x concrete density= 0.15m x 0.3m x 24kN/m³= 1.08kN/m
Dead load on Brick WallBrick Self Weight = Wall height x thickness x density= 3m x 0.15m x 19kN/m³=8.55kN/m
Dead load on A-B/5-5a (two way slab)Load is transferred to beam A-B/5 in a trapezoidal form. Convert the triangle load into UDL.Dead load from slab A-B/5-5a= Dead load on slab x (Lx/2)= 3.6kN/m² x (3m/2)= 5.4kN/m
Total Dead LoadTotal for beam A-B/5= 1.08kN/m + 8.55kN/m + 5.4kN/m = 15.03kN/m
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Total Live Load Diagram
Live load on A-B/5-5a (two way slab)Load is transferred to beam A-B/5 in trapezoidal form. Convert the triangle load into UDL.Live load from slab A-B/5-5a= Live load on slab x (Lx/2)= 1.5kN/m² x (3m/2)= 2.25kN/m
Total Live LoadTotal for beam A-B/5= 2.25kN/m
Total Ultimate Load Diagram
Total Ultimate Dead Load Apply factor of 1.4 to dead load Ultimate Dead load for beam A-B/5 = 15.03kN/m x 1.4 = 21.042kN/m
Total Ultimate Live Load Apply factor of 1.6 to live load Ultimate Live load for beam A-B/5 = 2.25kN/m x 1.6 = 3.6kN/m
Total Ultimate load Combining ultimate dead load & ultimate live load Ultimate load for beam A-B/5 = 21.042kN/m + 3.6kN/m = 24.642kN/m
LEE KAI YUNG 0318314
Total Load Diagram
Load Diagram ∑MC = 0 = 4m (Ra) - 24.642kN/m (2m) - 41.025kN/m (1.9m) 4m Ra = 275.0835kN/m Ra = 68.7709kN
∑Fy = 0 = Ra + Rb – 24.642kN/m (4m) – 41.025kN = 68.7709kN + Rb - 98.568kN – 41.025kN Rb = 70.8221kN
Shear Force DiagramAt point A, there is a 68.7709kN force acting upwards (+ve).
Between point A and A1, UDL was converted to PL only for calculation of reaction forces.24.642kN/m x 2.1m = 51.7482kN68.7709kN – 51.7482kN = 17.0227kN
At point A1, there is a 41.025kN force acting downwards (-ve).17.0227kN – 41.025kN = -24.0023kN
Between point A1 and B, UDL was converted to PL only for calculation of reaction forces.24.642kN/m x 1.9m = 46.8198kN
-
24.0023kN – 46.8198kN = -70.8221kN
At point B, there is a 70.8221kN force acting upwards (+ve). -70.8221kN + 70.8221kN = 0kN
LEE KAI YUNG 0318314
Bending Moment DiagramAt point A, there is only a line so no area = 0kNm
At middle of the beam = Area of triangle between 4 and middle= 2.1m (68.7709kN + 17.0227kN) / 2= 90.0833kNm
At point B = Area of triangle (+ve) + Area of triangle (-ve)
=
90.0833kNm + [1.9m (-70.8221kN + 24.0023kN) / 2
= 90.0833kNm – 90.0832kNm = 0.0001kNm ≈ 0kNm
LEE KAI YUNG 0318314
Beam Analysis Calculation4. Ground Floor Beam, A-B/5a
Total Dead Load Diagram
Dead load on Concrete BeamBeam Self Weight = Beam size x concrete density= 0.15m x 0.3m x 24kN/m³= 1.08kN/m
Dead load on Brick WallBrick Self Weight = Wall height x thickness x density= 3m x 0.15m x 19kN/m³=8.55kN/m
Dead load on A-B/5-5a (two way slab)Load is transferred to beam A-B/5a in a trapezoidal form. Convert the triangle load into UDL.Dead load from slab A-B/5-5a= Dead load on slab x (Lx/2)= 3.6kN/m² x (3m/2)= 5.4kN/m
Dead load on A-B/5a-6 (one way slab)Load is transferred to beam A-B/5a in one direction. Convert the load into UDL.Dead load from slab A1-B/4-5= Dead load on slab x (Lx/2)= 3.6kN/m² x (1.7m/2)= 3.06kN/m
Total Dead LoadTotal for beam A-B/5a= 1.08kN/m + 8.55kN/m + 5.4kN/m + 3.06kN/m = 18.09kN/m
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Total Live Load Diagram
Live load on A-B/5-5a (two way slab)Load is transferred to beam A-B/5a in a trapezoidal form. Convert the load into UDL.Live load from slab A-B/5-5a= Live load on slab x (Lx/2)= 1.5kN/m² x (3m/2)= 2.25kN/m
Live load on A-B/5a-6 (one way slab)Load is transferred to beam A-B/5a in one direction. Convert the load into UDL.Live load from slab A-B/5a-6= Live load on slab x (Lx/2)= 1.5kN/m² x (1.7m/2)= 1.28kN/m
Total Live LoadTotal for beam A-B/5a= 2.25kN/m + 1.28kN/m= 3.53kN/m
Total Ultimate Load Diagram
Total Ultimate Dead Load Apply factor of 1.4 to dead load Ultimate Dead load for beam A-B/5a = 18.09kN/m x 1.4 = 25.33kN/m
Total Ultimate Live Load Apply factor of 1.6 to live load Ultimate Live load for beam A-B/5a = 3.53kN/m x 1.6 = 5.65kN/m
Total Ultimate load Combining ultimate dead load & ultimate live load Ultimate load for beam A-B/5a = 25.33kN/m + 5.65kN/m = 30.98kN/m
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Total Load Diagram
Load Diagram ∑M1 = 0 = 4m (Ra) - 30.98kN/m (2m)4m Ra = 247.82kN/m Ra = 61.96kN
∑Fy =0 = Ra + Rb – 30.98kN/m (4m) = 61.96kN + Rb – 123.92kN -Rb = -61.96N Rb = 61.96kN
Shear Force DiagramAt point A, there is a 61.96kN force acting upwards (+ve).
There is no other force placed between point A and B. 30.98kN/m x 4m = 123.92kN61.96kN/m – 123.92kN = -61.96kN
At point B, there is a 61.96kN force acting upwards (+ve).-61.96kN + 61.96kN = 0kN
Bending Moment DiagramAt point A, there is only a line so no area = 0kNm
At middle of the beam = Area of triangle between A and middle= 61.96kN x 2m x 0.5= 61.96kNm
At point 3 = Area of triangle (+ve) + Area of triangle (-ve)
= 61.96kN + (-
61.96kN x 2m x 0.5) = 0kNm
LEE KAI YUNG 0318314
Beam Analysis Calculation5. Ground Floor Beam, A/5-6
Total Dead Load Diagram
Dead load on Concrete BeamBeam Self Weight
= Beam size x concrete density= 0.15m x 0.3m x 24kN/m³= 1.08kN/m
Dead load on Brick WallBrick Self Weight
= Wall height x thickness x density= 3m x 0.15m x 19kN/m³
=8.55kN/m
Dead load on A-B/5-5a (two way slab)Load is transferred to beam A/5-6 in a triangular form. Convert the triangle load into UDL.Dead load from slab A-B/5-5a
= [Dead load on slab x (Lx/2)] x 2/3= [3.6kN/m² x (3m/2)] x 2/3= 3.6kN/m
Total Dead LoadTotal for beam A/5-6Total for part 5-5a
= 1.08kN/m + 8.55kN/m + 3.6kN/m = 13.23kN/m
Total for part 5a-6= 1.08kN/m + 8.55kN/m
= 9.63kN/m
LEE KAI YUNG 0318314
LEE KAI YUNG 0318314
Total Live Load Diagram
Live load on A-B/5-5a (two way slab)Load is transferred to beam B/5-6 in triangular form. Convert the triangle load into UDL.Live load from slab A-B/5-5a= [Live load on slab x (Lx/2)] x 2/3= [1.5kN/m² x (3m/2)] x 2/3= 1.5kN/m
Total Live LoadTotal for beam A/5-6For part 5-5a= 1.5kN/m
Total Ultimate Load Diagram
Total Ultimate Dead Load Apply factor of 1.4 to dead load
Ultimate Dead load for beam A/5-6For part 5-5a
= 13.23kN/m x 1.4= 18.522kN/m
For part 5a-6= 9.63kN/m x 1.4m= 13.482kN/m
Total Ultimate Live Load Apply factor of 1.6 to live load
Ultimate Live load for beam A/5-6For part 5-5a
= 1.5kN/m x 1.6 = 2.4kN/m
Total Ultimate load Combining ultimate dead load & ultimate live load
Ultimate load for beam A-B/5For part 5-5a
= 18.522kN/m + 2.4kN/m= 20.922kN/m
For part 5-5a= 13.482kN/m
LEE KAI YUNG 0318314
Total Load Diagram
Load Diagram∑MC = 0
= 4.7m (R5) - 62.766kN/m (3.2m) - 61.96kN/m (1.7m) – 22.9194kN/m (0.85m)4.7m R5 = 325.6647kN/m R5 = 69.2904kN
∑Fy = 0 = R5 + R6 – 20.922kN/m (3m) – 61.96kN – 13.482kN/m (1.7m) = 69.2904kN + R6 – 62.766kN – 61.96kN – 22.9194kN R6 = 78.355kN
Shear Force DiagramAt point 5, there is a 69.2904kN force acting upwards (+ve).
Between point 5 and 5a, UDL was converted to PL only for calculation of reaction forces.20.922kN/m x 3m = 62.722kN69.2904kN – 62.766kN = 6.5244kN
At point 5a, there is a 61.96kN force acting downwards (-ve).6.5244kN – 61.96kN = -55.4356kN
Between point 5a and 6, UDL was converted to PL only for calculation of reaction forces.13.482kN/m x 1.7m = 22.9194kN
-
55.4356kN – 22.9194kN = -78.355kN
At point B, there is a 78.355kN force acting upwards (+ve). -78.355kN + 78.355kN = 0kN
LEE KAI YUNG 0318314
LEE KAI YUNG 0318314
Bending Moment DiagramAt point 5, there is only a line so no area = 0kNm
At point 5a = Area of trapezoid between 5 and 5a= 3m (69.5904kN + 6.5244kN) / 2= 113.7222kNm
At point 6 = Area of trapezoid (+ve) + Area of trapezoid (-ve) = 113.7222kNm + [1.7m (-78.355kN + 55.4356kN) / 2= 113.7222kNm – 113.722kNm= 0.0002kNm ≈ 0kNm
LEE KAI YUNG 0318314
Beam Analysis Calculation6. Ground Floor Beam, B/5-6
Total Dead Load Diagram
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Dead load on Concrete BeamBeam Self Weight = Beam size x concrete density= 0.15m x 0.3m x 24kN/m³= 1.08kN/m
Dead load on Brick WallBrick Self Weight, for 5-a and 5a-6= Wall height x thickness x density= 3m x 0.15m x 19kN/m³=8.55kN/m
Dead load on A-B/5-5a (two way slab)Load is transferred to beam B/5-6 in a triangular form. Convert the triangle load into UDL.Dead load from slab A-B/5-5a= [Dead load on slab x (Lx/2)] x 2/3= [3.6kN/m² x (3m/2)] x 2/3= 3.6kN/m
Total Dead LoadTotal for beam B/5-6Total for part 5-a= 1.08kN/m + 8.55kN/m + 3.6kN/m = 13.23kN/m
Total for part a-5a= 1.08kN/m + 3.6kN/m = 4.68kN/m
Total for part 5a-6= 1.08kN/m + 8.55kN/m = 9.63kN/m
LEE KAI YUNG 0318314
Total Live Load Diagram
Live load on A-B/5-5a (two way slab)Load is transferred to beam B/5-6 in triangular form. Convert the triangle load into UDL.
Live load from slab A-B/5-5a= [Live load on slab x (Lx/2)] x 2/3= [1.5kN/m² x (3m/2)] x 2/3= 1.5kN/m
Total Live LoadTotal for beam B/5-6For part 5-5a= 1.5kN/m
Total Ultimate Load Diagram
Total Ultimate Dead Load Apply factor of 1.4 to dead load
Ultimate Dead load for beam B/5-6For part 5-a
= 13.23kN/m x 1.4= 18.522kN/m
For part a-5a= 4.68kN/m x 1.4m= 6.522kN/m
For part 5a-6= 9.63kN/m x 1.4m= 13.482kN/m
Total Ultimate Live Load Apply factor of 1.6 to live load
Ultimate Live load for beam B/5-6For part 5-5a
= 1.5kN/m x 1.6 = 2.4kN/m
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Total Ultimate load Combining ultimate dead load & ultimate live loadUltimate load for beam A-B/5For part 5-a= 18.522kN/m + 2.4kN/m= 20.922kN/m
For part a-5a= 6.522kN/m + 2.4kN/m= 8922kN/m
For part 5a-6= 13.482kN/m
Total Load Diagram
Load Diagram∑MC = 0
= 4.7m (R5) - 62.766kN/m (3.2m) - 61.96kN/m (1.7m) – 22.9194kN/m (0.85m)4.7m R5 = 325.6647kN/m R5 = 69.2904kN
∑Fy = 0 = R5 + R6 – 20.922kN/m (3m) – 61.96kN – 13.482kN/m (1.7m) = 69.2904kN + R6 – 62.766kN – 61.96kN – 22.9194kN R6 = 78.355kN
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Shear Force DiagramAt point 5, there is a 69.2904kN force acting upwards (+ve).
Between point 5 and 5a, UDL was converted to PL only for calculation of reaction forces.20.922kN/m x 3m = 62.722kN69.2904kN – 62.766kN = 6.5244kN
At point 5a, there is a 61.96kN force acting downwards (-ve).6.5244kN – 61.96kN = -55.4356kN
Between point 5a and 6, UDL was converted to PL only for calculation of reaction forces.13.482kN/m x 1.7m = 22.9194kN
-
55.4356kN – 22.9194kN = -78.355kN
At point B, there is a 78.355kN force acting upwards (+ve).-78.355kN + 78.355kN = 0kN
Bending Moment Diagram
At point 5, there is only a line so no area = 0kNm
At point 5a = Area of trapezoid between 5 and 5a= 3m (69.5904kN + 6.5244kN) / 2= 113.7222kNm
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At point 6 = Area of trapezoid (+ve) + Area of trapezoid (-ve)
= 113.7222kNm + [1.7m (-78.355kN + 55.4356kN) / 2 = 113.7222kNm – 113.722kNm = 0.0002kNm ≈ 0kNm
LEE KAI YUNG 0318314
Column Analysis CalculationTributary Area Method (Live Load Only)
To determine 3 columns: A4, A5, C4
Structural Ground Floor Plan (Showing Distribution of load from slab to column)
Based on the UBBL, it states that all rooms in Bungalow are using the live load factor of 1.5kN/m² except for car porch which is 2.5kN/m²
Column Area Live Load
GF A4 2m x 5.65m = 11.3m² 11.3m² x 1.5kN/m² = 16.95kN
GF A5 2m x 4.85m = 9.7m² 9.7m² x 1.5kN/m² = 14.55kN
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CF C4 (3.5m x 3.15m) + (5m x 2.5m) + (2m x 1.5m) = 26.525m²
26.525m² x 1.5kN/m² = 39.7875kN
Tributary Area Method (Live Load Only)
Structural First Floor Plan (Showing Distribution of load from slab to column)
Based on the UBBL, it states that all rooms in Bungalow are using the live load factor of 1.5kN/m².
Column Area Live Load
FF A4 2m x 1.5m = 3m² 3m² x 1.5kN/m² = 4.5kN
FF A5 2m x 2.35m = 4.7m² 4.7m² x 1.5kN/m² = 7.05kN
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FF C4 (2m x 4m) + (2m x 3.9m) = 15.8m²
15.8m² x 1.5kN/m² = 23.7kN
Tributary Area Method (Live Load Only)
Structural Roof Plan (Showing Distribution of load from slab to column)
Based on the UBBL, it states that all rooms in Bungalow are using the live load factor of 1.5kN/m² but assumed live load for roof is taken as 0.5kN/m² and 1.0kN/m² as dead load given by lecturer. There is no live load on roof floor plan.
Column Area Live Load
FF A4 2m x 5.5m = 11m² 19.4m² x 0kN/m² = 0kN
FF A5 2m x 4.85m= 9.7m² 9.7m² x 0kN/m² = 0kN
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FF C4 (2m x 4m) + (2m x 3.9m) = 15.8m²
15.8m² x 0kN/m² = 0kN
Column Analysis CalculationTributary Area Method Column A4
Determine the load acting on column A4
Dead load
Roof LevelDead LoadSlab 11m² x 1.0kN/m² = 11kNRoof beams (2.5m + 1.5m + 2m)x 1.08kN/m = 6.48kNTotal 17.48N
First FloorDead LoadWalls (2.5m + 1.5m) x 8.55kN/m = 34.2kNSlabs 3m² x 3.6kN/m² = 10.8kNBeams (2.5m + 1.5m + 2m) x 1.08kN/m = 6.48kNColumns 0.3m x 0.4m x 3m x 24kN/m³ = 8.64kN
Total 25.92kN
Ground FloorDead LoadWall (2.5m + 1.5m + 2m) x 8.55kN/m = 51.3kNSlabs 11.3m² x 3.6kN/m² = 40.68kNBeams (2.5m + 1.5m + 2m) x 1.08kN/m = 6.48kNColumns 0.3m x 0.4m x 3m x 24kN/m³ = 8.64kNTotal 107.1kN
Total Dead Load 17.48kN + 25.92kN + 107.1kN = 150.5N
Apply 1.4 Factor 150.5kN x 1.4 = 210.7kN
LEE KAI YUNG 0318314
Live load
First FloorLive LoadSlabs 3m² x 1.5kN/m² = 4.5kN
Ground FloorLive LoadSlabs 11.3m² x 1.5kN/m² = 16.95kN
Total Live Load 4.5kN + 16.95kN = 21.45kN
Apply 1.6 Factor 21.45kN x 1.6 = 34.32kN
Total Ultimate Dead load + Ultimate Live load210.7kN + 34.32kN = 245.02kN
Hence, the ultimate load acting on column A4 is 245.02kN.
LEE KAI YUNG 0318314
Column Analysis CalculationTributary Area Method Column A5
Determine the load acting on column A5
Dead load
Roof LevelDead LoadSlab 9.7m² x 1.0kN/m² = 9.7kNRoof beams (2.5m + 2.35m + 2m) x 1.08kN/m = 7.398kNTotal 17.098kN
First FloorDead LoadWalls (2m + 2.35m) x 8.55kN/m =
41.4675kNSlabs 4.7m² x 3.6kN/m² = 16.92kNBeams (2.5m + 2.35m + 2m) x 1.08kN/m = 7.398kNColumns 0.3m x 0.4m x 3m x 24kN/m³ = 8.64kNTotal 74.4255kN
Ground FloorDead LoadWalls (2.5m + 2.35m + 2m) x 8.55kN/m = 58.5675kNSlabs 9.7m² x 3.6kN/m² = 34.92kNBeams (2.5m + 2.35m + 2m) x 1.08kN/m = 7.398kNColumns 0.3m x 0.4m x 3m x 24kN/m³ = 8.64kNTotal 109.5255kN
Total Dead Load 17.098kN + 74.4255kN + 109.5255kN = 201.049kN
Apply 1.4 Factor 201.049kN x 1.4 = 281.4686kN
LEE KAI YUNG 0318314
Live load
First FloorLive LoadSlabs 4.7m² x 1.5kN/m² = 7.05kN
Ground FloorLive LoadSlabs 9.7m² x 1.5kN/m² = 14.55kN
Total Live Load 7.05kN + 14.55kN = 21.6kN
Apply 1.6 Factor 21.6kN x 1.6 = 34.56kN
Total Ultimate Dead load + Ultimate Live load281.4686kN + 34.56kN = 316.0286kN
Hence, the ultimate load acting on column A5 is 316.0286kN
LEE KAI YUNG 0318314
Column Analysis CalculationTributary Area Method Column C4
Determine the load acting on column C4
Dead load
Roof LevelDead LoadSlab 15.8m² x 1.0kN/m² = 15.8kNRoof beam (4m + 4m + 2m) x 1.08kN/m = 10.8kNTotal 25.8kN
First FloorDead LoadWalls (4m + 2m +2m) x 8.55kN/m = 68.4kNSlabs 15.8m² x 3.6kN/m² = 56.88kNBeams 4m + 4m + 2m) x 1.08kN/m = 10.8kNColumns 0.3m x 0.4m x 3m x 24kN/m³ = 8.64kNTotal 144.72kN
Ground FloorDead LoadWalls 2m x 8.55kN/m = 17.7kNSlabs 26.525m² x 3.6kN/m² = 95.49kNBeams (5.65m + 5.5m + 4m) x 1.08kN/m = 16.362kNColumns 0.3m x 0.4m x 3m x 24kN/m³ = 8.64kNTotal 137.592kN
Total Dead Load 25.8kN + 144.72kN + 137.592kN = 308.112kN
Apply 1.4 Factor 308.112kN x 1.4 = 431.3568kN
LEE KAI YUNG 0318314
LEE KAI YUNG 0318314
Live load
First FloorLive LoadSlabs 15.8m² x 1.5kN/m² = 23.7kN
Ground FloorLive LoadSlabs 26.525m² x 1.5kN/m² = 39.7875kN
Total Live Load 23.7kN + 39.7578kN = 63.4875kN
Apply 1.6 Factor 63.4875kN x 1.6 = 101.58kN
Total Ultimate Dead load + Ultimate Live load431.3568kN + 101.58kN = 532.9368kNHence, the ultimate load acting on column C4 is 532.9368kN.
LEE KAI YUNG 0318314