Chong yu xuan bstruc indi

Individual Components (CHONG YU XUAN 0317950)

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)

CHONG YU XUAN 0317950

Beam Analysis Calculation(UDL)First Floor Beam, B-C/4

Total Dead Load Diagram

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 B-C/3-4 (two way slab)Load is transferred to beam B-C/4 in trapezium form Convert the load into UDL.Dead load from slab C-D/1-4= Dead load on slab x (Lx/2)= 3.6kN/m² x (3m/2)= 5.4kN/m

Dead load on slab B-C/4-4a (two way slab)Load is transferred to beam D/1-3 in a trapezium form. Convert the trapezium load into UDL.Dead load from slab D-F/1-3= Dead load on slab x (Lx/2)= 3.6kN/m² x (3m/2)= 5.4kN/m

Dead load on Concrete BeamBeam Self Weight = Beam size x concrete density= 0.15m x 0.3m x 24kN/m³= 1.08kN/m

Total Dead LoadTotal for beam D/1-3= 8.55 + 5.4 + 5.4 + 1.08= 20.41kN/m


Total Live Load Diagram

Live load on B-C/3-4 (two way slab)Load is transferred to beam B-C/4 in trapezium form. Convert the load into UDL.Live load from slab B-C/3-4= Live load on slab x (Lx/2)= 1.5kN/m² x (3m/2)= 2.25kN/m

Live load on slab B-C/4-4a (two way slab)Load is transferred to beam B-C/4 in a trapezium form. Convert the trapezium load into UDL.Live load from slab B-C/4-4a= Live load on slab x (Lx/2)= 1.5kN/m² x (3m/2)= 2.25kN/m

Total Live LoadTotal for beam D/1-3= 2.25 + 2.25= 4.5kN/m

Total Ultimate Load Diagram

Total Ultimate Dead Load Apply factor of 1.4 to dead load Ultimate Dead load for beam D/1-3 = 20.41kN/m x 1.4 = 28.574kN/m

Total Ultimate Live Load Apply factor of 1.6 to live load Ultimate Live load for beam D/1-3 = 4.5kN/m x 1.6 = 7.2kN/m

Total Ultimate load Combining ultimate dead load & ultimate live load Ultimate load for beam D/1-3

= 28.574 + 7.2 = 35.774kN/m


Total Load Diagram

Load Diagram∑M1 =0 = -4m (R3y) + 35.774kN/m(4m)(4m/2)4m RBy = 286.192kN/m

RBy = 71.548kN

∑Fy =0 = RCy + RBy – 35.774(4) = RCy + 71.548 – 286.192RCy = 71.548kN

Shear Force DiagramAt point 1, there is a 71.548kN force acting upwards (+ve).

At middle of the beam there is no point load. Hence, UDL was converted into PL only for calculation of reaction forces. 35.774kN/m x 4 = 143.096kN143.096kN – 143.096kN = 0kN

At point 3, there is a 143.096kN force acting downwards (-ve).0kN – 143.096kN = -143.096kN

Bending Moment DiagramAt point 1, there is only a line so no area = 0kN

At middle of the beam = Area of triangle between 1 and middle= 143.096kN x 4m x 0.5= 286.192kN/m

At point 3 = Area of triangle (+ve) + Area of triangle (-ve)= 286.192kN + -143.096kN x 4m x 0.5= 0kN/m


Beam Analysis Calculation(UDL)First Floor Beam, B-C/4a



Dead load on B-C/4-4a (two way slab)Load is transferred to beam B-C/4a in trapezium form Convert the load into UDL.Dead load from slab B-C/4-4a= Dead load on slab x (Lx/2)= 3.6kN/m² x (3m/2)= 5.4kN/m

Dead load on slab B-C/4a-5 (two way slab)Load is transferred to beam B-C/4a in a trapezium form. Convert the trapezium load into UDL.Dead load from slab B-C/4a-5= Dead load on slab x (Lx/2)= 3.6kN/m² x (2m/2)=3.6kN/m





Live load on B-C/4-4a (two way slab)Load is transferred to beam B-C/4a in trapezium form. Convert the load into UDL.Live load from slab B-C/4-4a= Live load on slab x (Lx/2)= 1.5kN/m² x (3m/2)= 2.25kN/m

Live load on slab B-C/4a-5 (two way slab)Load is transferred to beam B-C/4 in a trapezium form. Convert the trapezium load into UDL.Live load from slab B-C/4-4a= Live load on slab x (Lx/2)= 1.5kN/m² x (2m/2)= 1.5kN/m

Total Live LoadTotal for beam B-C/4a= 2.25 + 1.5= 3.75kN/m


Total Ultimate Dead Load Apply factor of 1.4 to dead load Ultimate Dead load for beam B-C/4a = 18.63kN/m x 1.4 = 26.082kN/m

Total Ultimate Live Load Apply factor of 1.6 to live load Ultimate Live load for beam B-C/4a = 3.75kN/m x 1.6 = 6kN/m

Total Ultimate load Combining ultimate dead load & ultimate live load Ultimate load for beam B-C/4a

= 26.082 + 6 = 32.082kN/m


Total Load Diagram

Load Diagram∑M1 =0 = -4m (R3y) + 32.082kN/m(4m)(4m/2)4m RBy = 256.656km

RBy = 64.164kN

∑Fy =0 = RCy + RBy – 32.082(4) = RCy + 64.164 – 128.328RCy = 64.164kN


At middle of the beam there is no point load. Hence, UDL was converted into PL only for calculation of reaction forces. 32.082kN/m x 4m = 128.328kN128.328kN – 128.328kN = 0kN



At middle of the beam = Area of triangle between 1 and middle= 128.328kN x 4m x 0.5= 256.656kN/m

At point 3 = Area of triangle (+ve) + Area of triangle (-ve)= 256.656kN + 128.328kN x 4m x 0.5= 0kN/m


Beam Analysis Calculation(combination)First Floor Beam, B/4-5



Dead load on A1-B/4-5(one way slab)Load is transferred to beam B/4-5 in a trapezium form. 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

Dead load on B-C/4-4q(two way slab)Load is transferred to beam B-C/4-4a in a triangular form. Convert the triangle load into UDL.Dead load from slab B-c/4-4a= Dead load on slab x (Lx/2) x 2/3= 3.6kN/m² x (3m/2) x 2/3= 3.6kN/m

Dead load on B-C/4a-5(two way slab)Load is transferred to beam B-C/4a-5 in a triangular form. Convert the triangle load into UDL.Dead load from slab B-c/4a-5= Dead load on slab x (Lx/2) x 2/3= 3.6kN/m² x (2m/2) x 2/3= 2.4kN/m


Total Dead LoadTotal for 4-4a= 3.6+8.55kN/m + 1.08kN/m+3.42= 16.65kN/m

Total for 4a-5= 3.42kN/m + 2.4kN/m + 1.08kN/m= 6.9kN/m



Live load on slab A1-B/4-5 (one way slab)Load is transferred beam B/4-5. Convert the load into UDL.Live load from slab A1-B/4-5= Live load on slab x (Lx/2) = 1.5kN/m² x (1.9m/2) = 1.425kN/m

Live load on slab B-C/4-4a (two way slab)Load is transferred beam B-C/4-4a in a triangular form. Convert the load into UDL.Live load from slab B-C/4-4a= Live load on slab x (Lx/2) = 1.5kN/m² x (3m/2) x2/3= 1.5kN/mLive load on slab B-C/4a-5 (two way slab)Load is transferred beam B-C/4a-5 in a triangular form. Convert the load into UDL.Live load from slab B-C/4a-5= Live load on slab x (Lx/2)x2/3 = 1.5kN/m² x (2m/2) x2/3= 1kN/m

Total Live LoadTotal for 4-4a= 1.425kN/m + 1.5kN/m= 2.925kN/m

Total for 4a-5= 1.425kN/m + 1.kN/m= 2.425kN/m


Total Ultimate Dead Load Apply factor of 1.4 to dead load Ultimate Dead load for 4-4a = 16.65kN/m x 1.4

= 23.31N/m Ultimate Dead load for 4a-5 = 6.9kN/m x 1.4 = 9.66kN/m


Total Ultimate Live Load Apply factor of 1.6 to live load Ultimate Live load for 4-4a = 2.925kN/m x 1.6

= 4.68kN/m

Ultimate Live load for 4a-5 = 2.425kN/m x 1.6 = 3.88kN/m

Total Ultimate load Combining ultimate dead load & ultimate live load Ultimate load for 4-4a

= 27.98kN/mUltimate load for 4a-5= 9.66kN/m + 3.88kN/m= 13.54kN/m

Total Load Diagram

Load Diagram∑MC =0 = 5m (RF5) –(83.88)(1.5)-(64.164)(3)-(27.08x4)5m RF5 = 426.632kN RF5 = 85.3264kN∑Fy =0 = RF4+ RF5 – 83.94kN – 64.164kN/m – 27.08kNR4= 89.856kNShear Force DiagramAt point C, there is a 89.858kN force acting upwards (+ve).

UDL was converted to PL only for calculation of reaction forces.89.858kN– 83.88kN = 5.978kN

At point 4a, there is a 64.164kN force acting downwards (-ve).5.978kN – 64.164kN= -58.186kNUDL was converted to PL only for calculation of reaction forces.=-58.186kN – 27.08kN = 85.266kN


Bending Moment DiagramAt point C, there is only a line so no area = 0kN/m

At point 4a = Area of trapezium between 4 and 4a= (5.978 + 89.858) x 3 x 0.5= 143.754kN/m

At point 5= Area of trapezium between4aand 5 = (58.186 +85.266) x 2 x 0.5 = 143.45kN/m

143.754kN/m - 143.45kN/m = 0.3kN/m ≈0


Beam Analysis Calculation(UDL)First Floor Beam, B1-C/5a



Dead load on B-C/3-4 (two way slab)Load is transferred to beam B1-C/5-5a in trapezium form Convert the load into UDL.Dead load from slab B1-C/5-5a= Dead load on slab x (Lx/2)= 3.6kN/m² x (1.7m/2)= 3.06kN/m

Dead load on slab B1-C/5a-6 (two way slab)Load is transferred to beam B1-C/5a-6 in a triangle form. Convert the triangle load into UDL.Dead load from slab B1-C/5a-6= Dead load on slab x (Lx/2)x2/3= 3.6kN/m² x (1.8m/2)x2/3= 2.16kN/m





Live load on B1-C/5-5a (two way slab)Load is transferred to beam B1-C/5-5a in trapezium form. Convert the load into UDL.Live load from slab B1-C/5-5a = Live load on slab x (Lx/2)= 1.5kN/m² x (1.7m/2)= 1.275kN/m

Live load on slab B1-C/5a-6 (two way slab)Load is transferred to beam B1-C/5a-6 in a triangle form. Convert the triangle load into UDL.Live load from slab B1-C/5a-6= Live load on slab x (Lx/2)x2/3= 1.5kN/m² x (1.8m/2)x2/3= 0.9kN/m

Total Live LoadTotal for beam B1-C/5a= 1.275 + 0.9= 2.175kN/m


Total Ultimate Dead Load Apply factor of 1.4 to dead load Ultimate Dead load for beam B1-C/5a = 14.85kN/m x 1.4 = 20.79kN/m

Total Ultimate Live Load Apply factor of 1.6 to live load Ultimate Live load for beam B1-C/5a = 2.175kN/m x 1.6 = 3.48kN/m

Total Ultimate load Combining ultimate dead load & ultimate live load Ultimate load for beam B1-C/5a

= 20.79 + 3.48 = 24.27kN/m


Total Load Diagram

Load Diagram∑M1 =0 = 1.8m (Rcy) + 35.774kN/m(1.8m)(1.8m/2)1.8m R3y = 39.317kN/m

Rcy = 21.84kN

∑Fy =0 = Rb1y + Rcy – 43.686 = Rb1y + 21.84 – 43.686Rb1y = 21.84kN


At middle of the beam there is no point load. Hence, UDL was converted into PL only for calculation of reaction forces. 24.27kN/m x 1.8 = 43.686kN21.84kN – 43.686kN = -21.84kN



At middle of the beam = Area of triangle between 1 and middle= 21.84kN x 0.9m x 0.5= 9.828kN/m2

At point 3 = Area of triangle (+ve) + Area of triangle (-ve)= 9.828kN + -9.828kN = 0kN/m


Beam Analysis Calculation(combination)First Floor Beam, B1/5-6



Dead load on B-B1/5-6(one way slab)Load is transferred to beam B-B1/5-6. Convert the load into UDL.Dead load from slab B-B1/5-6= Dead load on slab x (Lx/2)= 3.6kN/m² x (2.19m/2) = 3.942kN/m

Dead load on B1-C/5-5a(two way slab)Load is transferred to beam B1-C/5-5a in a triangular form. Convert the triangle load into UDL.Dead load from slab B1-C/5-5a= Dead load on slab x (Lx/2) x 2/3= 3.6kN/m² x (1.7m/2) x 2/3= 2.04kN/m

Dead load on B1-C/5a-6(two way slab)Load is transferred to beam B1-C/5a-6 in a trapezium form. Convert the trapezium load into UDL.Dead load from slab B1-C/5a-6= Dead load on slab x (Lx/2) = 3.6kN/m² x (1.8m/2) = 3.24kN/m


Total Dead LoadTotal for 5-5a= 2.04 1.08kN/m+3.942= 7.042kN/m

Total for 5a-6= 3.24 +8.55kN/m + 1.08kN/m+3.942= 16.792kN/m



Live load on on B-B1/5-6(one way slab)Load is transferred to beam B-B1/5-6. Convert the load into UDL.live load from slab B-B1/5-6Live load from slab B/4-5= Live load on slab x (Lx/2) = 1.5kN/m² x (2.9m/2) = 1.6425kN/mLive load on B1-C/5-5a(two way slab)Load is transferred to beam B1-C/5-5a in a triangular form. Convert the triangle load into UDL.live load from slab B1-C/5-5a= Live load on slab x (Lx/2) = 1.5kN/m² x (1.7m/2) x2/3= 0.85kN/mLive load on B1-C/5a-6(two way slab)Load is transferred to beam B1-C/5a-6 in a trapezium form. Convert the trapezium load into UDL.live load from slab B1-C/5a-6= Live load on slab x (Lx/2)x2/3 = 1.5kN/m² x (1.8m/2) x2/3= 3.24kN/mTotal live LoadTotal for 5-5a= 0.85 +1.6425kN/m= 2.4925kN/m

Total for 5a-6= 3.24 +1.6425= 4.8825kN/m


Total Ultimate Dead Load Apply factor of 1.4 to dead load Ultimate Dead load for 5-5a = 7.042kN/m x 1.4

= 9.859N/m Ultimate Dead load for 5a-6 = 16.792kN/m x 1.4 = 23.5098kN/m


Total Ultimate Live Load Apply factor of 1.6 to live load Ultimate Live load for 5-5a = 2.493kN/m x 1.6

= 3.989kN/m Ultimate Live load for 5a-6

= 4.883kN/m x 1.6 = 7.813kN/mTotal Ultimate load Combining ultimate dead load & ultimate live load Ultimate load for 5-5a

= 9.859 +3.389kN/m=13.248Ultimate load for 5a-6= 23.509kN/m + 7.813kN/m= 31.322kN/m

Total Load Diagram

Load Diagram∑MC =0 =4.7m (RF5) –(22.52)(0.85)-(21.84)(1.7)-(93.966)(3.2)4.7m RF5 = 356.96kN RF6 = 75.949kN∑Fy =0 = RF5+ RF6 – 22.52kN – 21.84kN/m – 93.966kNR5= 62.377kN


UDL was converted to PL only for calculation of reaction forces.62.377kN– 22.52kN = 39.857kN

At point 5a, there is a 21.84kN force acting downwards (-ve).39.857kN– 21.84kN= 18.017kN

UDL was converted to PL only for calculation of reaction forces.=-18.017kN – 93.966kN = -75.949kN


Bending Moment DiagramAt point 5, there is only a line so no area = 0kN/m

At point 5a = Area of trapezium between 4 and 4a= (62.377 + 39.857) x 1.7 x 0.5= 86.8989kN/m

At point 5a = area of triangle =18.017x0.575x0.5=5.17kN/mAt point 6= Area of triangle between 5a and 6= 75.949 x (3-0.575) x 0.5 = 92.088kN/m

86.8989kN/m+5.17kN/m - 92.088kN/m = -0.0191kN/m ≈0


Beam Analysis Calculation(combination)First Floor Beam, B-C/5



Dead load on B-C/4a-5(two way slab)Load is transferred to beam B-C/4a-5 in a trapezium form. Convert the load into UDL.Dead load from slab B-C/4a-5= Dead load on slab x (Lx/2)= 3.6kN/m² x (2m/2) = 3.6kN/m

Dead load on B1-C/5-5a(two way slab)Load is transferred to beam B-C/5-5a in a trapezium form. Convert the load into UDL.Dead load from slab B-C/5-5a= Dead load on slab x (Lx/2)= 3.6kN/m² x (1.7m/2) = 3.06kN/m


Total Dead LoadTotal for B-B1= 3.6+8.55kN/m + 1.08kN/m= 13.23kN/m

Total for B1-C= 3.6kN/m + 8.55kN/m + 1.08kN/m+3.06= 16.29kN/m



Live load on B-C/4a-5(two way slab)Load is transferred to beam B-C/4a-5 in a trapezium form. Convert the load into UDL.live load from slab B-C/4a-5= Live load on slab x (Lx/2) = 1.5kN/m² x (2m/2) = 1.5kN/m

Live load on B1-C/5-5a(two way slab)Load is transferred to beam B-C/5-5a in a trapezium form. Convert the load into UDL. Live load from slab B-C/5-5a= Live load on slab x (Lx/2) = 1.5kN/m² x (1.7m/2) = 1.275kN/m


Total Ultimate Dead Load Apply factor of 1.4 to dead load Ultimate Dead load for B-B1 = 13.23kN/m x 1.4

= 18.522N/m Ultimate Dead load for B1-C = 16.29kN/m x 1.4 = 22.806N/mTotal Ultimate Live Load Apply factor of 1.6 to live load Ultimate Live load for B-B1 = 1.5kN/m x 1.6

= 2.4kN/m Ultimate Live load for B1-C = 1.275kN/m x 1.6 = 2.04kN/mTotal Ultimate load Combining ultimate dead load & ultimate live load Ultimate load for B-B1

= 18.522kN/m+2.4=20.922kN/mUltimate load for B1-C= 22.806kN/m + 2.04kN/m= 24.846kN/m


Total Load Diagram

Load Diagram∑MC =0 = 4m (RFb) –(46.028)(2.9)-(62.377)(1.8)-(44.723x0.9) Rc = 81.625kN ∑Fy =0 = Rc+ Rb– 62.377kN – 20.922kN/mx2.2 – 24.846kNx1.8Rb= 71.503kN

Shear Force DiagramAt point C, there is a 71.503kN force acting upwards (+ve).

UDL was converted to PL only for calculation of reaction forces.71.503kN – 46.028kN = 25.475kN

At point B1, there is a 62.377kN force acting downwards (-ve).25.475kN – 62.377kN= -36.902kN

UDL was converted to PL only for calculation of reaction forces.=-36.902kN – 44.723kN = 81.625kN

Bending Moment DiagramAt point B, there is only a line so no area = 0kN/m

At point B1 = Area of trapezium between B and B1= (71.503 + 25.475) x 2.2 x 0.5= 106.676kN/m

At point C= Area of trapezium betweenB1and C = (36.902 +81.625) x 1.8 x 0.5 = 106.674kN/m106.676kN/m - 106.674kN/m = 0.02kN/m ≈0


Column Analysis CalculationTributary Area Method (Live Load Only)

To determine 3 columns: B4, B5, B6

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 B4 (4m x 5.65m) = 22.6m² 22.6m²x 1.5kN/m² = 33.9kN

GF B5 4m x 4.85m = 19.4m² 19.4m²x 1.5kN/m² = 29.1kN

CF B6 4m x 2.35m = 9.4m² 9.4m²x 1.5kN/m² = 14.1kN



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 B4 4mx4m= 16m² 16m²x 1.5kN/m²= 24kN

FF B5 4m x 4.85m = 19.4m² 19.4m²x 1.5kN/m² = 29.1kN

FF B6 4m x 2.35m = 9.4m² 9.4m²x 1.5kN/m² = 14.1kN



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 B4 (4m x 5.65m) = 22.6m² 22.6m²x 1.5kN/m² = 33.9kN

FF B5 4m x 4.85m = 19.4m² 19.4m²x 1.5kN/m² = 29.1kN

FF B6 4m x 2.35m = 9.4m² 9.4m²x 1.5kN/m² = 14.1kNColumn Analysis Calculation


Tributary Area Method Column B4

Determine the load acting on column C5

Dead load

Roof LevelDead LoadSlab 22.6m² x 1.0kN/m² = 22.6kNRoof beam (9.65m) x 1.08kN/m = 9.56kNTotal 22.6+ 10.02 = 32.62kN

First FloorDead LoadWalls (6m) x 8.55kN/m = 51.3kNSlabs 16m² x 3.6kN/m² = 57.6kNBeams 8mx 1.08kN/m = 8.64kNColumns 0.3m x 0.4m x 3m x 24kN/m³ = 8.64kNTotal 51.3kN + 57.6kN + 8.64kN + 8.64 = 126.18kN

Ground FloorDead LoadWalls 4m x 8.55kN/m = 34.2kNSlabs 22.6m² x 3.6kN/m² = 81.36kNBeams

(2.462m+4m+5.65)x1.08kN/m=13.08kNColumns 0.3m x 0.4m x 3m x 24kN/m³ = 8.64kNTotal 34.2+ 81.36+ 13.08+ 8.64 =

128.64kN

Total Dead Load 32.62+ 126.18+ 128.64= 287.44kNApply 1.4 Factor 287.44kN x 1.4 = 402.416kN


Live load

First FloorLive LoadSlabs 16m² x 1.5kN/m² = 24kN

Ground FloorLive LoadSlabs 22.6m² x 1.5kN/m² = 33.9kN

Total Live Load 24 + 33.9 = 57.9kNApply 1.6 Factor 57.9kN x 1.4 = 92.64kN

Total Ultimate Dead load + Ultimate Live load402.416kN + 92.64kN = 495.05kN

Hence, the ultimate load acting on column B4 is 495.05kN.


Column Analysis Calculation


Determine the load acting on column B5

Dead load

Roof LevelDead LoadSlab (4x4.887)m² x 1.0kN/m² = 19.548kNRoof beam (8.887m) x 1.08kN/m = 9.598kNTotal 19.548kN + 9.598kN = 29.146kN

First FloorDead LoadWalls (2.35+2+2) x 8.55kN/m =54.2925kNSlabs 19.52m² x 3.6kN/m² = 70.272kNBeams (2.53+2.35+6)mx 1.08kN/m = 11.75kNColumns 0.3m x 0.4m x 3m x 24kN/m³ = 8.64kNTotal 54.2925kN + 70.272kN + 11.75kN + 8.64 = 144.955kN

Ground FloorDead LoadWalls 4.35m x 8.55kN/m = 37.19kNSlabs 19.52m² x 3.6kN/m² = 70.272kNBeams (2+2.53+2.35+2)x1.08kN/m=9.59kNColumns 0.3m x 0.4m x 3m x 24kN/m³ = 8.64kNTotal 37.19kN + 70.272kN + 9.59kN + 8.64 = 125.692kN

Total Dead Load 29.146kN + 144.955kN + 125.692kN = 299.692kNApply 1.4 Factor 299.692kN x 1.4 = 419.71kN


Live load

First FloorLive LoadSlabs 19.52m² x 1.5kN/m² = 29.28kN


Total Live Load 29.28kN + 29.28kN = 58.56kNApply 1.6 Factor 58.56kN x 1.4 = 93.696kN




Column Analysis Calculation


Determine the load acting on column B5

Dead load

Roof LevelDead LoadSlab (2.35x4)m² x 1.0kN/m² = 9.4kNRoof beam (6.35m) x 1.08kN/m = 6.85kNTotal 9.4kN+ 6.85kN = 16.25kN

First FloorDead LoadWalls 6.35m x 8.55kN/m =54.29kNSlabs 9.4m² x 3.6kN/m² = 33.84kNBeams 6.35mx 1.08kN/m = 6.85kNColumns 0.3m x 0.4m x 3m x 24kN/m³ = 8.64kNTotal 54.29kN + 33.84kN + 6.85kN + 8.64 = 103.62kN

Ground FloorDead LoadWalls 8.35m x 8.55kN/m = 71.39kNSlabs 9.4m² x 3.6kN/m² = 33.84kNBeams 8.35x1.08kN/m=9.018kNColumns 0.3m x 0.4m x 3m x 24kN/m³ = 8.64kNTotal 71.39kN+ 33.84kN + 9.018kN + 8.64 = 122.889kN

Total Dead Load 16.25kN + 103.62kN + 339.86kN = 242.75kNApply 1.4 Factor 242.75kN x 1.4 = 339.86kN


Live load

First FloorLive LoadSlabs 9.4m² x 1.5kN/m² = 14.1kN


Total Live Load 14.1kN + 14.1kN = 28.2kNApply 1.6 Factor 28.2kN x 1.4 = 45.12kN




Career

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