Yung Part, structure

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

-

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


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


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


Beam Analysis Calculation2. Ground Floor Beam, A-B/4



-


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



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 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


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


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


Beam Analysis Calculation3. Ground Floor Beam, A-B/5




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



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 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


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


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



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


Beam Analysis Calculation4. Ground Floor Beam, A-B/5a



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



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 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


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


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


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


Beam Analysis Calculation5. Ground Floor Beam, A/5-6


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



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 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


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


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 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


Beam Analysis Calculation6. Ground Floor Beam, B/5-6




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



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 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


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



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


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


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


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.


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


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.


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


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


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


Total Ultimate Dead load + Ultimate Live load210.7kN + 34.32kN = 245.02kN

Hence, the ultimate load acting on column A4 is 245.02kN.


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



Live load

First FloorLive LoadSlabs 4.7m² x 1.5kN/m² = 7.05kN




Total Ultimate Dead load + Ultimate Live load281.4686kN + 34.56kN = 316.0286kN

Hence, the ultimate load acting on column A5 is 316.0286kN


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



Live load

First FloorLive LoadSlabs 15.8m² x 1.5kN/m² = 23.7kN




Total Ultimate Dead load + Ultimate Live load431.3568kN + 101.58kN = 532.9368kNHence, the ultimate load acting on column C4 is 532.9368kN.


Yung Part, structure

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