Design of RCC Building G+4

ANALAYSIS & DESIGN

Construction of Residential house at Gudivada

Design Data:-

Plan length of the building l = 10.80m

Plan depth of the building w = 6.10m

Height of the building excluding pitched roof h = 14.15m

Wind coefficients upto 10m height :-

k1 (risk coefficient assuming 50 years of design life) = 1.00

k2 (assuming terrain category 2&Class of structure C ) = 0.91

k3 = 1.0 (topography factor) 1.00

Basic wind speed Vb = 50.00m/sec

Internal wind pressure coefficient Cpi (Buildings with low permeability) = 0.20

Wind coefficients upto 15m height :-

k1 (risk coefficient assuming 50 years of design life) = 1.00

k2 (assuming terrain category 2&Class of structure C ) = 0.97

k3 = 1.0 (topography factor) 1.00

Basic wind speed Vb = 50.00m/sec

Internal wind pressure coefficient Cpi (Buildings with low permeability 0.20

with openings less than 5%) =

The plan and elevation of the shed are as shown below:-

Wind load calculations on RCC Structure

Calculation of Wind Load:-

Upto 10m height:-

Assuming the building is situated in Vijayawada, the basic wind speed is = 50.00m/sec

Design wind speed, Vz = k1 k2 k3 Vb = 45.50m/sec

Design wind pressure, Pd = 0.6*Vz2 = 1.24KN/sqm

In between 10 to 15m height:-

Assuming the building is situated in Vijayawada, the basic wind speed is = 50.00m/sec

Design wind speed, Vz = k1 k2 k3 Vb = 48.50m/sec

Design wind pressure, Pd = 0.6*Vz2 = 1.41KN/sqm

Calculations of Wind pressure coefficients:-

i)Longitudinal walls:-

The wind load, WL acting normal to the individual surfaces is given by

WL = (Cpe – Cpi ) A*Pd

Assuming buildings with low degree of permeability,the internal pressure coefficient Cpi =

For the proposed building, h/w = 2.319672

l/w = 1.770492

From table 4 of IS 875--Part-3:1985,the external wind pressure coefficients are as given below:-

Wind angle Cpi

00 degrees Face A Face B Face A Face B

0.7 -0.4 0.20 0.5 -0.6

0.7 -0.4 -0.20 0.9 -0.2

Wind angle Cpi

00 degrees Face C Face D Face C Face D

-0.7 -0.7 0.20 -0.9 -0.9Short walls

Long walls

Cpe (Cpe-Cpi)

Cpe (Cpe-Cpi)

-0.7 -0.7 -0.20 -0.5 -0.5

Short walls

Wind load calculations on RCC Structure

#DIV/0!

Design Parametres:-

Concrete mix :

Steel :

Cover to Reinforcement :

Characteristic compressive strength of concrete =

Yield strength of steel =

Item

Distance from node at start(Node 19) 0.00m 4.50m 9.00m 10.80m

Width of beam 'b' in 'm' 0.23 0.23 0.23 0.23

Depth of beam 'D' in 'm' 0.415 0.415 0.415 0.415

Dia.of bars assumed 16mm 16mm 16mm 16mm

Bending Moment Mu in KN-m 49.8 77.1 43.8 7.28

Shear force Vu in KN 78.4 89.5 74.7 8.37

Torsional Moment 'T' in KN-m 0.63 0.63 0.63 0.63

Equivalent bending moment Mt in KN-m 1.04 1.04 1.04 1.04

Design Moment Me1 in KN-m 50.84 78.14 44.84 8.32

Effective depth for balanced section in 'mm' 283 350.85 265.78 114.48

Effective depth provided 'd' in 'mm' 382 382 382 382

Actual depth of neutral axis 'xu' in 'mm' 89.0953877 147.417157 77.4839691 13.3481338

Maximum depth of neutral axis 'xumax' in

'mm'

183.36 183.36 183.36 183.36

Singly Reinforced or Doubly reinforced Singly

reinforced

Singly

reinforced

Singly

reinforced

Singly

reinforced

Area of steel required Ast in 'mm2' 408.65 676.15 355.39 61.22

Main Steel provided 2-16mm+1-

12mm extra

2-16mm+2-

16mm

extra

2-16mm 2-16mm

Side face reinforcement required in mm2 on

each face

0 0 0 0

Side face reinforcement provided on

each face

Nil Nil Nil Nil

Side face reinforcement provided in mm2

on each face

0 0 0 0

Total Area of steel provided in 'mm2' 514.96 803.84 401.92 401.92

Percentage of steel provided pt 0.59 0.91 0.46 0.46

Equivalent shear force Ve in KN 82.78 93.88 79.08 12.75

Equivalent shear stress tve in N/sqmm 0.94 1.07 0.9 0.15

Max.shear strength of section tcmax in

N/sqmm

2.8 2.8 2.8 2.8

Design shear strength of section tc in

N/sqmm

0.51 0.60 0.46 0.46

DESIGN OF ROOF BEAM

Longitudinal Beam (19--20--21--114)

At Top

Shear force Vus for which stirrups required

in KN

37.9714 41.164 38.6644 -27.6656

Dia of Vertical two legged stirrups

assumed

8mm 8mm 8mm 8mm

Area of two legged vertical stirrups Asv in

mm2

100.48 100.48 100.48 100.48

Spacing required S v in mm 359.68 319.39 375.46 1761.07

Design Bond stress tbd in N/sqmm 1.92 1.92 1.92 1.92

Development length Ld in mm 752.19 752.19 752.19 752.19

(M1/V)+Lo 1255.722 1535.989 1083.238 5818.67

Design Parametres:-

Concrete mix :

Steel :




Item

Distance from node at start(Node 22) 0.00m 4.50m 9.00m

Width of beam 'b' in 'm' 0.23 0.23 0.23

Depth of beam 'D' in 'm' 0.415 0.415 0.415

Dia.of bars assumed 16mm 16mm 16mm

Bending Moment Mu in KN-m 46.6 76.2 49.2

Shear force Vu in KN 75.2 89 78.1

Torsional Moment 'T' in KN-m 1.64 1.64 1.64

Equivalent bending moment Mt in KN-m 2.71 2.71 2.71

Design Moment Me1 in KN-m 49.31 78.91 51.91

Effective depth for balanced section in 'mm' 278.71 352.57 285.96

Effective depth provided 'd' in 'mm' 382 382 382

Actual depth of neutral axis 'xu' in 'mm' 86.099736 149.223513 91.2050531


'mm'

183.36 183.36 183.36


reinforced

Singly

reinforced

Singly

reinforced

Area of steel required Ast in 'mm2' 394.91 684.43 418.32

Main Steel provided 2-16mm 2-16mm+2-

16mm

extra

2-16mm+1-

12mm extra


each face

0 0 0


each face

Nil Nil Nil

DESIGN OF ROOF BEAM

Longitudinal Beams (22--23--24 & 25--26--27)

At Top


on each face

0 0 0

Total Area of steel provided in 'mm2' 401.92 803.84 514.96

Percentage of steel provided pt 0.46 0.91 0.59

Equivalent shear force Ve in KN 86.61 100.41 89.51

Equivalent shear stress tve in N/sqmm 0.99 1.14 1.02


N/sqmm

2.8 2.8 2.8


N/sqmm

0.46 0.60 0.51


in KN

46.1944 47.694 44.7014


assumed

8mm 8mm 8mm


mm2

100.48 100.48 100.48

Spacing required S v in mm 315.9 277.66 307.01

Design Bond stress tbd in N/sqmm 1.92 1.92 1.92

Development length Ld in mm 752.19 752.19 752.19

(M1/V)+Lo 1002.872 1449.474 1177.683

Design Parametres:-

Concrete mix :

Steel :




Item

Distance from node at start(Node 39) 0.00m 3.05m 6.10m

Width of beam 'b' in 'm' 0.23 0.23 0.23

Depth of beam 'D' in 'm' 0.415 0.415 0.415

Dia.of bars assumed 16mm 16mm 16mm

Bending Moment Mu in KN-m 27.6 30 22.8

Shear force Vu in KN 64.9 64 49.4

Torsional Moment 'T' in KN-m 6.34 6.34 6.34

Equivalent bending moment Mt in KN-m 10.46 10.46 10.46

Design Moment Me1 in KN-m 38.06 40.46 33.26

Effective depth for balanced section in 'mm' 244.86 252.46 228.9

Effective depth provided 'd' in 'mm' 382 382 382

Actual depth of neutral axis 'xu' in 'mm' 64.7789014 69.2283948 56.0288435

DESIGN OF ROOF BEAM

Cross Beams (19--22--25 & 20--23--26 & 21--24--48--27)

At Top


'mm'

183.36 183.36 183.36


reinforced

Singly

reinforced

Singly

reinforced

Area of steel required Ast in 'mm2' 297.12 317.52 256.98

Main Steel provided 2-16mm 2-16mm 2-16mm


each face

0 0 0


each face

Nil Nil Nil


on each face

0 0 0

Total Area of steel provided in 'mm2' 401.92 401.92 401.92

Percentage of steel provided pt 0.46 0.46 0.46

Equivalent shear force Ve in KN 109 108.1 93.5

Equivalent shear stress tve in N/sqmm 1.24 1.23 1.06


N/sqmm

2.8 2.8 2.8


N/sqmm

0.46 0.46 0.46


in KN

68.5844 67.6844 53.0844


assumed

8mm 8mm 8mm


mm2

100.48 100.48 100.48

Spacing required S v in mm 195.94 197.03 216.73

Design Bond stress tbd in N/sqmm 1.92 1.92 1.92

Development length Ld in mm 752.19 752.19 752.19

(M1/V)+Lo 863.642 865.488 972.855

M20

Fe415

25mm

20N/sqmm

415N/sqmm

2.25m 6.75m 10.35m

0.23 0.23 0.23

0.415 0.415 0.415

16mm 16mm 16mm

42.2 39.8 0

45 40 25

0.63 0.63 0.63

1.04 1.04 1.04

43.24 40.84 1.04

260.99 253.64 40.48

382 382 382

74.4474587 69.9376157 1.647012

183.36 183.36 183.36

Singly

reinforced

Singly

reinforced

Singly

reinforced

341.46 320.78 7.55

2-16mm 2-16mm 2-16mm

0 0 0

Nil Nil Nil

0 0 0

401.92 401.92 401.92

0.46 0.46 0.46

49.38 44.38 29.38

0.56 0.51 0.33

2.8 2.8 2.8

0.46 0.46 0.46

DESIGN OF ROOF BEAM

Longitudinal Beam (19--20--21--114)

At Top At bottom

8.9644 3.9644 -11.0356

8mm 8mm 8mm

100.48 100.48 100.48

579.68 638.11 914.72

1.92 1.92 1.92

752.19 752.19 752.19

1589.51 1748.513 2697.955

M20

Fe415

25mm

20N/sqmm

415N/sqmm

4.19m 2.25m

0.23 0.23

0.415 0.415

16mm 16mm

47.1 46.2

38 45

1.64 1.64

2.71 2.71

49.81 48.91

280.12 277.58

382 382

87.0760224 85.3205644

183.36 183.36

Singly

reinforced

Singly

reinforced

399.38 391.33

2-16mm+1-

12mm extra

2-16mm+1-

12mm extra

0 0

Nil Nil

DESIGN OF ROOF BEAM

Longitudinal Beams (22--23--24 & 25--26--27)

At Top At bottom

0 0

514.96 514.96

0.59 0.59

49.41 56.41

0.56 0.64

2.8 2.8

0.51 0.51

4.6014 11.6014

8mm 8mm

100.48 100.48

502.43 452.18

1.92 1.92

752.19 752.19

1939.366 1732.835

M20

Fe415

25mm

20N/sqmm

415N/sqmm

1.52m 4.57m

0.23 0.23

0.415 0.415

16mm 16mm

29.2 27.8

33 32

6.34 6.34

10.46 10.46

39.66 38.26

249.95 245.5

382 382

67.7395465 65.1477517

DESIGN OF ROOF BEAM

Cross Beams (19--22--25 & 20--23--26 & 21--24--48--27)

At Top At bottom

183.36 183.36

Singly

reinforced

Singly

reinforced

310.7 298.81

2-16mm 2-16mm

0 0

Nil Nil

0 0

401.92 401.92

0.46 0.46

77.1 76.1

0.88 0.87

2.8 2.8

0.46 0.46

36.6844 35.6844

8mm 8mm

100.48 100.48

244.15 246.05

1.92 1.92

752.19 752.19

1114.659 1128.725

0.91

0.97

Design Parametres:-

Unit weight of RCC = 25KN/cum

Concrete mix : M20

Steel : Fe415

Cover to Reinforcement : 25mm

Characteristic compressive strength of concrete = 20N/sqmm

Yield strength of steel = 415N/sqmm

Item

S1

Length of slab panel ly in m 4.5

Width of slab panel lx in m 3.05

ly/lx 1.48

Overall depth required in mm 79

Width of slab panel considered 'b' in

'm'

1.00

Depth provided 'D' in 'm' 0.115

Dia.of bars assumed 8mm

Dead load in KN/sqm 3.88

Live load in KN/sqm 2.50

Floor finishes in KN/sqm 1.00

Total Load in KN/sqm 7.38

Short span(-) moment at continuous

edge

6.24

Short span(+) moment at mid span 4.73

Long span(-) moment at continuous

edge

4.12

Long span(+) moment at mid span 4.12

Design Moment Me1(-)ve in KN-m 9.36

Effective depth for balanced section in

'mm'

58.25

Effective depth provided 'd' in 'mm' 86

Actual depth of neutral axis 'xu' in

'mm'

16.44

Maximum depth of neutral axis 'xumax'

in 'mm'

41.28

Area of steel required Ast in 'mm2' 327.93

Main Steel provided at continuous

edge

8mm@150m

m c/c

Area of steel provided in mm2 334.93

Design Moment Me1(+)ve in KN-m 7.10


'mm'

50.72


'mm'

12.19


in 'mm'

41.28


DESIGN OF TWO WAY SLAB:-

Slab panel Description

Main Steel provided at mid span 8mm@150m

m c/c


Design Moment Me1(-)ve in KN-m(Long

span)

6.17


'mm'

47.3


'mm'

10.51


in 'mm'

41.28


Dist. Steel provided at continuous

edge

8mm@175m

m c/c


Dist.steel at mid span 8mm@175m

m c/c

DESIGN OF TWO WAY SLAB:-

Slab panel Description

Design Parametres:-

Concrete mix : M20

Steel : Fe415




Item Piles(1,7,9,110) Piles(46,111)

Design Load 'P' in KN 386.39 246.7

Dia.of pile proposed in 'mm' 375 300

No.of Under Reams proposed 2 2

Dia.of under reamed in 'm' 0.94 0.75

Depth of the pile proposed in 'm' 4.35 3.80

Safe Bearing capacity of the pile in KN 388.08 248.92

Main Reinforcement 5-12mm 4-12mm

Stirrups 8mm@300 c/c 6mm@200 c/c

Note:-1)The above design is as per clauses 6.3, 6.3.1, 6.6 and 8.3.2.2 of IS 2911(PartIII)-1973

2)Ultimate loads are divided by a factor of 1.5 to arrive at design loads

3)Pile caps are designed for the remaining columns

DESIGN OF PILES

DESIGN OF PILES

I) Design Parametres:-

Concrete mix : M20

Steel : Fe415


Unit weight of RCC = 25.0KN/cum

Unit weight of Brick masonry = 19.0KN/cum

Characteristic compressive strength of concrete = 20.00N/sqmm


Bredth of column = b = 0.23m

Depth of column = a = 0.45m

Dia of pile = 0.300m

Factored load on column = P = 1126.14KN

II) Proportioning of pile cap:-

Factored load on the pile cap =

Add for self weight of pile cap =

Total load = Pu =

As per Table 1 of IS:2911(Part III)-1980,safe load carrying capacity 300mm dia DUR piles in medium compact

sandy soils or clayey soils of medium consistency is = 240.00KN

As per clause 5.2.7.2 of IS:2911(Part III)-1980,the minimum spacing between the centre to centre of bored DUR

piles should not be less than 1.5Du.

Further as per clause 5.2.8.1,the load carrying capacity of each individual pile should be reduced by 10% due to

group action.


sandy soils or clayey soils of medium consistency is =

Hence,the load carrying capacity of the individual pile =

Providing four piles,the load carrying capacity of the pile cap will be

Reducing 10% per each pile due group action,the net safe load carrying

capacity

Hence,ultimate load carrying capacity of the pile cap =

As per the above criteria,the proposed pile cap is as shown below:-

DESIGN OF PILE CAPS----PC1(2,3,4,5,6,8)

1.592.19

1.13

Pile cap with 300Ø DUR piles

0.60

Ø0.30

Y

Y

X X0.23

0.150.45

As such,the dimensions of the pile cap of as given below:-

The length of pile cap proposed =

The width of pile cap proposed =

Distance between c/c of piles = L =

Depth of pile cap assumed = D =

Effective depth = d =

Shear span av =

III) Depth of pile cap:-

1.592.19

1.13


0.60

Ø0.30

Y

Y

X X0.23

0.150.45

a)For bending action about Y--Y direction:-

The ultimate bending moment on the pile cap = Mu = (Pu/4)x[L/2-a/4] =

Adopting Limit state method of design Mu = 0.138 fckbd2

The effective depth of footing required = d = [Mu/(0.138fckb)]0.5

187.03mm

Over all depth required assuming 20mm dia bars = = 272.03mm

However assume 600mm overall depth,then the effective depth comes to

The actual depth of neutral axis =

Area of steel required =

No.of 20mm dia bars required =

Hence No.of 20mm dia bars to be provided within pile diametre =

Then the area of reinforcement provided =

Percentage of reinforcement provided =

b)For bending action about X--X direction:-

The ultimate bending moment on the pile cap = Mu = (Pu/4)x[L/2-b/4] =

Adopting Limit state method of design Mu = 0.138 fckbd2

The effective depth of footing required = d = [Mu/(0.138fckb)]0.5

194.41mm

Over all depth required assuming 20mm dia bars = = 279.41mm

However assume 600mm overall depth,then the effective depth comes to

The actual depth of neutral axis =

Area of steel required =

No.of 20mm dia bars required =

Hence No.of 20mm dia bars to be provided within pile diametre =

Then the area of reinforcement provided =

Percentage of reinforcement provided =

c)Check for shear:-

The critical section of one way shear is at a distance of 'd' from the face of the column

Hence,the factored design shear force VFd = 309.69KN

Nominal shear stress Tv = 0.274N/sqmm <2.8 N/sqmm

(As per Table 20 of 1S 456)

Hence,the section is safe from shear point of view

The percentage area of the tensile reinforcement provided = 0.139%

The design shear strength of concrete for the above steel percentage from

Table 19 of IS 456 is 0.298 N/sqmm

As per clause 40.5.1 of IS 456:2000,the shear strength can be increased by 2d/av times for the sections located

at a distance closer than 2d from concentrated load or face of support,where av is the shear span

2d/av = 1.81

Hence,increased shear strength = 0.539 N/sqmm Hence Vuc = 608.62KN

0.539 >0.274

Hence,no shear reinforcement is required.

c) Check for Truss action:-

The shear span to depth ratio = av/d = 1.11 >0.60

Though,the truss action is not pre-dominant,the tensile reinforcement should be checked for horizontal tensile force ' H '

resulting from truss action,because av/d ratio is not more than 2.

Hd=(Pu/4)[L/2-a/4]

H = Pu/16d[2L-b] = 443.79KN

Area of steel required to resist the above above tensile force Ast =

The tensile reinforcement provided is more than the above value.Hence O.K

d) Bursting steel:-

Generally 0.2 times tensile steel will be provided as bursting steel.

Hence,the bursting steel required = 314.00sqmm

Adopting 12mm rings,No.of rings required = 2.78

However,provide 4 Nos of 12mm dia rings as bursting steel.

1126.14KN

112.61KN

1238.75KN


As per clause 5.2.7.2 of IS:2911(Part III)-1980,the minimum spacing between the centre to centre of bored DUR

Further as per clause 5.2.8.1,the load carrying capacity of each individual pile should be reduced by 10% due to


240.00KN

240.00KN

960.00KN

864.00KN

1296.00KN > Total load

Hence O.K

DESIGN OF PILE CAPS----PC1(2,3,4,5,6,8)

1.592.19

1.13


0.60

Ø0.30

Y

Y

X X0.23

0.150.45

2.191m

2.191m

1.591m

0.600m

0.515m

0.571m

1.592.19

1.13


0.60

Ø0.30

Y

Y

X X0.23

0.150.45

211.52KN-m

515.00mm

26.61mm

1162.80sqmm

3.70Nos

5Nos

1570.00sqmm

0.139

228.55KN-m

515.00mm

28.81mm

1258.73sqmm

4.01Nos

5Nos

1570.00sqmm

0.139

The critical section of one way shear is at a distance of 'd' from the face of the column

As per clause 40.5.1 of IS 456:2000,the shear strength can be increased by 2d/av times for the sections located

at a distance closer than 2d from concentrated load or face of support,where av is the shear span

Though,the truss action is not pre-dominant,the tensile reinforcement should be checked for horizontal tensile force ' H '

1229.16sqmm

The tensile reinforcement provided is more than the above value.Hence O.K

Design Parametres:-

Concrete mix : M20

Steel : Fe415

Cover to Reinforcement d' : 40mm




Item

Member in STADD Analysis 1 2 3 4 153

Axial load Pu (KN) 579.58 475.03 338.82 200.45 60.88

Moment about 'y' axis My(KN-

m)

22.28 6.25 8.83 9.53 9.08

Moment about 'z' axis Mz(KN-

m)

23.58 23.67 26.62 28.45 26.36

Eccentricity about 'y' axis in

'mm'

38.44 13.16 26.06 47.54 149.15

Eccentricity about 'z' axis in

'mm'

40.68 49.83 78.57 141.93 432.98


m) for Min.Eccentricity

22.28 9.5 8.83 9.53 9.08



23.58 23.67 26.62 28.45 26.36

Un supported length about 'y'

axis in 'm'

1.65 4.1 3.35 3.35 3.35

Un supported length about 'z'

axis in 'mm'

1.65 4.1 3.35 3.35 3.35

Depth about 'y' axis in 'm' 0.23 0.23 0.23 0.23 0.23

Depth about 'z' axis in 'm' 0.3 0.3 0.3 0.3 0.3

Effective length about 'y' axis

ley in 'm'

1.485 3.69 3.015 3.015 3.015

Effective length about 'z' axis

lez in 'm'

1.485 3.69 3.015 3.015 3.015

Slenderness ratio about 'y'

axis

6.46 16.04 13.11 13.11 13.11

Slenderness ratio about 'z'

axis

4.95 12.3 10.05 10.05 10.05

Percentage of steel 'p' 2.99 2.99 2.99 2.99 2.99

Moment due to slenderness

about 'y' axis May in KN-m

0 14.06 6.7 3.96 1.2


about 'z' axis Maz in KN-m

0 10.78 0 0 0

Design moment Muy in KN-m 22.28 23.56 15.53 13.49 10.28

Design moment Muz in KN-m 23.58 34.45 26.62 28.45 26.36

d'/D about 'y' axis 0.17 0.17 0.17 0.17 0.17

d'/D about 'z' axis 0.13 0.13 0.13 0.13 0.13

DESIGN OF COLUMNS

Column C1---(1,3,7,9)

Pu/fckbD 0.336 0.275 0.196 0.116 0.035

p/fck 0.1196 0.1196 0.1196 0.1196 0.1196

Muy1/fckbd2 from SP-16 0.1 0.105 0.11 0.105 0.09

Muz1/fckbd2 from SP-16 0.11 0.115 0.12 0.115 0.1

Max.moment carrying

capacity for uniaxial bending

about 'y' axis Muy1

39.68 41.66 43.64 41.66 35.71

Max.moment carrying


about 'z' axis Muz1

56.93 59.51 62.1 59.51 51.75

Max.axial load capacity Puz 1395.18 1395.18 1395.18 1395.18 1395.18

Pu/Puz 0.42 0.34 0.24 0.14 0.04

an 1.37 1.23 1.07 1.00 1.00

(Muy/Muy1)an

+ (Muz/Muz1)an 0.75 1 0.74 0.8 0.8

Area of steel Required in mm2 2063.10 2063.10 2063.10 2063.10 2063.10

Spacing of 8mm ties in 'mm' 190 190 190 190 190

Reinforcement provided 4-16+4-16 4-16+4-16 4-16+4-16 4-16+4-16 4-16+4-16

Area of steel provideded in

mm2

2059.84 2059.84 2059.84 2059.84 2059.84

Design Parametres:-

Concrete mix : M20

Steel : Fe415





Item


Axial load Pu (KN) 982.71 790.43 558.95 321.49 100.22


m)

6.74 9.9 10.68 10.92 10.26


m)

5.64 6.23 5.05 6.28 7.58


'mm'

6.86 12.52 19.11 33.97 102.37


'mm'

5.74 7.88 9.03 19.53 75.63



19.65 15.81 11.18 10.92 10.26



19.65 15.81 11.18 6.43 7.58

DESIGN OF COLUMNS

Column C2---(2,4,6,8)


axis in 'm'

1.65 4.1 3.35 3.35 3.35


axis in 'mm'

1.65 4.1 3.35 3.35 3.35




ley in 'm'

1.32 3.28 2.68 2.68 2.68


lez in 'm'

1.32 3.28 2.68 2.68 2.68


axis

5.74 14.26 11.65 11.65 11.65


axis

2.93 7.29 5.96 5.96 5.96




0 18.49 0 0 0



0 0 0 0 0



d'/D about 'y' axis 0.17 0.17 0.17 0.17 0.17

d'/D about 'z' axis 0.09 0.09 0.09 0.09 0.09

Pu/fckbD 0.38 0.305 0.216 0.124 0.039

p/fck 0.062 0.062 0.062 0.062 0.062

Muy1/fckbd2 from SP-16 0.05 0.07 0.07 0.07 0.05

Muz1/fckbd2 from SP-16 0.07 0.09 0.09 0.085 0.07

Max.moment carrying


about 'y' axis Muy1

29.76 41.66 41.66 41.66 29.76

Max.moment carrying


about 'z' axis Muz1

81.51 104.79 104.79 98.97 81.51


Pu/Puz 0.6 0.48 0.34 0.2 0.06

an 1.67 1.47 1.23 1.00 1.00

(Muy/Muy1)an

+ (Muz/Muz1)an 0.59 0.81 0.26 0.33 0.44





mm2

1607.68 1607.68 1607.68 1607.68 1607.68

DESIGN OF COLUMNS

Design Parametres:-

Concrete mix : M20

Steel : Fe415





Item


Axial load Pu (KN) 1126.14 975.06 688.18 413.99 143.35


m)

21.01 4.5 28.66 16.83 4.25


m)

5.08 5.6 28.99 17.3 4.58


'mm'

18.66 4.62 41.65 40.65 29.65


'mm'

4.51 5.74 42.13 41.79 31.95



22.52 19.5 28.66 16.83 4.25



22.52 19.5 28.99 17.3 4.58


axis in 'm'

1.65 4.1 3.35 3.35 3.35


axis in 'mm'

1.65 4.1 3.35 3.35 3.35




ley in 'm'

1.32 3.28 2.68 2.68 2.68


lez in 'm'

1.32 3.28 2.68 2.68 2.68


axis

5.74 14.26 11.65 11.65 11.65


axis

2.93 7.29 5.96 5.96 5.96




0 22.8 0 0 0



0 0 0 0 0



d'/D about 'y' axis 0.17 0.17 0.17 0.17 0.17

d'/D about 'z' axis 0.09 0.09 0.09 0.09 0.09

Pu/fckbD 0.435 0.377 0.266 0.16 0.055

ColumnC3----(9)

p/fck 0.0972 0.0972 0.0972 0.0972 0.0972

Muy1/fckbd2 from SP-16 0.06 0.075 0.1 0.1 0.09

Muz1/fckbd2 from SP-16 0.075 0.095 0.115 0.115 0.105

Max.moment carrying


about 'y' axis Muy1

35.71 44.63 59.51 59.51 53.56

Max.moment carrying


about 'z' axis Muz1

87.33 110.62 133.9 133.9 122.26


Pu/Puz 0.59 0.51 0.36 0.22 0.07

an 1.65 1.52 1.27 1.03 1.00

(Muy/Muy1)an

+ (Muz/Muz1)an 0.57 0.99 0.54 0.39 0.12





mm2

2512.00 2512.00 2512.00 2512.00 2512.00

Design of RCC Building G+4

Documents

Transcript of Design of RCC Building G+4