Design of Steel Chimney and Rcc Foundation as Per Indian Code 22052014

November 6, 2017 | Author: Ahmad Badsha Quadri | Category: Young's Modulus, Bending, Structural Engineering, Building Engineering, Solid Mechanics
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Short Description

Visit Abqconsultants.com This program Designs and Optimises Steel Chimney and the RCC Foundation as per Indian Code. ...

Description

Prepared by :

Date :

Sheet : Job No. : Cont'd :

Verified by :

Revision Notes :

Calculation Sheet Project : Subject : CALCULATION

Note : Enter Data in Cells marked

this only

Design of Self supporting Steel Chimney for Data Wind Loads as per India Standards. Height of Steel Chimney

80.00

m

3.00

m

Outside Diameter at Top Intensity of Wind Pressure upto a height of 30 m as per Is 875

1.50 kn/m2

Recommended height of Flared Portion = H/3

Adopt height of Flared Portion Minimum outside diameter of flared chimney at base = 1.60*Dtop

26.67

m

25.00

m

4.80

m

5.00

m

Consider outside diameter of the chimney at base dbase := Shape factor of Steel chimney circullar in plan.

0.70 Yeild stress of Chimney Steel as per IS 20622006 fy = Temperature of Steel Chimney

250

mpa

400

°C

0.50

Temperature Coefficient Kt External corrosion allowance Tce mm (ref.Table1; IS-6533 part-2:1989 for non-copper bearing steel and design life 20 years) Internal corrosion allowance Tci mm (ref.Table1; IS-6533 part-2:1989 for non-copper bearing steel and design life 20 years) Minimum thickness of the shell without corrosion = Tmin = dtop/500 Consider a shell thickness = TtopA

3

mm

5

mm

6

mm

6 mm

Ttop = TtopA + Tce + Tci = 6 + 3 + 5 =

Thickness of Brick Lining

14

mm

100

mm

Unit wt of Brick lining

20.12 kn/m3

Steel density Allowable tensile stress in steel plate as per IS 800-2007 = 0.6*fy*kt*ηt =

78.50 kn/m3

efficiency of joint on tension side efficiency of joint on tension side

ηt = ηc =

mpa

0.70 1.00 200000

E = Youngs modulus of Elasticity of steel Load Combinations

53

mpa

Reference: clauses 6.5, IS 6533(Part-2):1989

Visit Abqconsultants.com This program Designs and (b) Dead load+ Load due to lining+ Imposed load on service platforms + Wind load Optimises Steel Chimney and the RCC Foundation. (a) Dead load+ Wind load

ρ

2: Forces acting on Steel Chimney :

=

density of steel

=

78.50

kn/m3

Weight of the (platform+ access ladder+ helical strake+ rain cap + Written and programmed by etc) is assumed to be 20% of the self weight of chimney shell. . (π d) . (t) .(h)

1) Self weight of chimney . Ws

=

Ws

=

ρ

:= 1.2 . Ws (compression) A B Quadri ρ 20.12 kn/m3 2) Weight of Lining . = density of lining = www.abqconsultants.com ρ t 100.00 mm Ws = . (π d) . (t) .(h) = thickness of lining = [email protected] [email protected] 9959010210 Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com 9959010211 Ws (tension)

Ws

9959010211 Wind Pressure , Moment and Shear from Top at every Segment =

25

Each Segment depth

Shear @ Force on each bottom of each segment P @ segment cg

Kn

Moment @ bottom of each segment.

m

kn/m2

m

D*S.f

Kn

0

80.00

1.73

3.00

2.10

11.60

0

0

1

76.80

1.72

3.00

2.10

11.53

12

37

2

73.60

1.71

3.00

2.10

11.46

23

111

3

70.40

1.69

3.00

2.10

11.39

35

222

4

67.20

1.68

3.00

2.10

11.31

46

369

5

64.00

1.67

3.00

2.10

11.23

57

552

6

60.80

1.66

3.00

2.10

11.15

69

771

7

57.60

1.65

3.00

2.10

11.06

80

1026

8

54.40

1.63

3.00

2.10

10.97

91

1317

9

51.20

1.62

3.00

2.10

10.88

102

1642

10

48.00

1.60

3.00

2.10

10.78

113

2002

11

44.80

1.59

3.00

2.10

10.67

123

2397

12

41.60

1.57

3.00

2.10

10.56

134

2826

13

38.40

1.55

3.00

2.10

10.44

145

3289

14

35.20

1.53

3.00

2.10

10.31

155

3785

15

32.00

1.51

3.00

2.10

10.17

165

4314

16

28.80

1.50

3.00

2.10

10.08

176

4876

17

25.60

1.50

3.00

2.10

10.08

186

5470

18

22.40

1.50

3.19

2.23

10.71

196

6096

19

19.20

1.50

3.42

2.39

11.48

206

6756

20

16.00

1.50

3.65

2.55

12.26

218

7454

21

12.80

1.50

3.88

2.71

13.03

230

8190

22

9.60

1.50

4.11

2.88

13.81

243

8968

23

6.40

1.50

4.34

3.04

14.58

257

9790

24

3.20

1.50

4.57

3.20

15.35

272

10659

25

0.00

1.50

4.80

3.36

0.00

287

11577

3.20

m.

90.00

Wind pressure diagram

Kn.m 80.00

70.00

Height in meters

s .no

Nos of horizontal Segments chimney divided into Height from Wind diameter effective D = ground Pressure D*0.7

60.00

50.00

40.00

Wind force

30.00

20.00

10.00

0.00 0.00

0.50

1.00

1.50

2.00

Wind pressure KN/m2 -10.00

90.00

Moment Diagram Shear Diagram

90.00 80.00 80.00

70.00 70.00

60.00 60.00

50.00 50.00 Moment Diagram 40.00 Shear Diagram

20.00

30.00

20.00

10.00

10.00

0.00

0.00 0.00

-10.00

Height in meters

30.00

Height in meters

40.00

2000.00

4000.00

6000.00

8000.00

Moment in Kn.m

10000.00

12000.00

0.00

14000.00

-10.00

50.00

100.00

150.00

200.00

250.00

Shear Force in KN

Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com

300.00

350.00

0

0.00

3000

1

3.20

3000

2 3

6.40 9.60

4 12.80 5 16.00

3000 3000 3000 3000

6 19.20

3000

7 22.40

3000

8 25.60

3000

9 28.80

3000

10 32.00

3000

11 35.20

3000

12 38.40

3000

13 41.60

3000

14 44.80 15 48.00 16 51.20 17 54.40 18 57.60

3000 3000 3000 3000 3187

19 60.80

3418

20 64.00

3648

21 67.20

3878

22 70.40

4109

23 73.60

4339

24 76.80 25 80.00

4570 4800

6 6 6 6 6 6 6 8 8 10 10 12 12 14 14 16 16 20 20 20 20 20 20 20 20 20

Allowable stress in bending as per table 3 * kt

Section Modulus Z = 0.77 d2 t

Self wt Ws from top

Wt of Lining from top

mm

Allowable stress in axial compression as per table 3 * kt

mm

ratio h1/D for bending stress = 0.5*h1/D

Thickness of Steel Plate without corrosion

mm

D/t ratio

ratio h1/D for axial stress

diameter of chimney from top

m

Effective height for axial stress h1

Height from top

s .no

4 : Thickness of Chimney Plate without corrosion allowance :

N/mm2

N/mm2

m3

Kn

Kn

500

Ok

0

0.000

0.000

0.00

0.00

0.04158

0

0

500

Ok

6400

2.133

1.067

29.23

29.23

0.04158

14.21

61

500

Ok

12800

4.267

2.133

29.23

29.23

0.04158

28.41

121

500

Ok

19200

6.400

3.200

29.23

29.23

0.04158

42.62

182

500

Ok

25600

8.533

4.267

29.23

29.23

0.04158

56.82

243

500

Ok

32000

10.667

5.333

29.23

29.23

0.04158

71.03

303

500

Ok

38400

12.800

6.400

29.23

29.23

0.04158

85.23

364

375

Ok

44800

14.933

7.467

36.96

36.96

0.05544

132.58

425

375

Ok

51200

17.067

8.533

36.96

36.96

0.05544

151.52

485

300

Ok

57600

19.200

9.600

43.69

43.69

0.06930

213.08

546

300

Ok

64000

21.333

10.667

43.50

43.69

0.06930

236.75

607

250

Ok

70400

23.467

11.733

47.56

49.41

0.08316

312.51

667

250

Ok

76800

25.600

12.800

45.90

49.41

0.08316

340.92

728

214

Ok

83200

27.733

13.867

48.43

54.13

0.09702

430.89

789

214

Ok

89600

29.867

14.933

46.58

54.13

0.09702

464.03

850

188

Ok

96000

32.000

16.000

47.81

57.84

0.11088

568.20

910

188

Ok

102400

34.133

17.067

45.88

57.84

0.11088

606.08

971

150

Ok

108800

36.267

18.133

47.35

62.25

0.13860

804.95

1032

159

Ok

115200

36.145

18.072

46.79

61.37

0.15644

905.49

1160

171

Ok

121600

35.581

17.790

46.29

60.03

0.17987

1024.88

1313

182

Ok

128000

35.088

17.544

45.57

58.53

0.20494

1151.55

1476

194

Ok

134400

34.653

17.327

44.72

56.95

0.23165

1285.50

1647

205

Ok

140800

34.268

17.134

43.79

55.35

0.25999

1426.71

1828

217

Ok

147200

33.923

16.962

42.82

53.76

0.28996

1575.20

2019

228

Ok

153600

33.613

16.807

41.83

52.20

0.32157

1730.97

2218

240

Ok

160000

33.333

16.667

40.84

50.68

0.35482

1894.00

2427

Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com

Total thickness of Steel plate required with internal and external corrosion = SW total

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

mm

3

4

5

6

Thickness check

Leeward side compressive stress in steel due to (Total dead load = 1.25*Ws) + wt of lining + Wind

2

Windward side tensile stress in steel due to (Total dead load = 1.25*Ws) + wt of lining - Wind

1

Leeward side compressive stress in steel due to (Wind + Self wt of Chimney.)

Compressive stress in steel due to Lining wt N/mm2

Windward side tensile stress in steel due to (Wind + Self wt of Chimney.)

Compressive stress in steel due to Self wt N/mm2

tensile and compreeive stress due to wind.

Height from top

s .no

m

0

0.00

0.000

0.000

0.000

0.000

0.000

0.000

0.000

14

Ok

1

3.20

0.251

1.073

0.892

-0.641

1.144

0.495

2.280

14

Ok

2

6.40

0.502

2.146

2.672

-2.170

3.175

0.102

5.446

14

Ok

3

9.60

0.754

3.219

5.334

-4.580

6.087

-1.172

9.495

14

Ok

4 12.80

1.005

4.292

8.872

-7.867

9.876

-3.323

14.420

14

Ok

5 16.00

1.256

5.365

13.280

-12.024

14.536

-6.345

20.215

14

Ok

6 19.20

1.507

6.438

18.553

-17.045

20.060

-10.230

26.875

14

Ok

7 22.40

1.758

5.634

18.513

-16.754

20.271

-10.681

26.344

16

Ok

8 25.60

2.010

6.438

23.749

-21.740

25.759

-14.799

32.700

16

Ok

9 28.80

2.261

5.795

23.696

-21.435

25.957

-15.075

32.316

18

Ok

10 32.00

2.512

6.438

28.894

-26.382

31.406

-19.316

38.473

18

Ok

11 35.20

2.763

5.902

28.826

-26.062

31.589

-19.470

38.182

20

Ok

12 38.40

3.014

6.438

33.983

-30.969

36.998

-23.777

44.190

20

Ok

13 41.60

3.266

5.979

33.898

-30.632

37.164

-23.837

43.958

22

Ok

14 44.80

3.517

6.438

39.012

-35.495

42.528

-28.177

49.846

22

Ok

15 48.00

3.768

6.036

38.907

-35.139

42.675

-28.161

49.653

24

Ok

16 51.20

4.019

6.438

43.973

-39.954

47.992

-32.511

55.435

24

Ok

17 54.40

4.270

5.473

39.464

-35.193

43.734

-28.653

50.274

28

Ok

18 57.60

4.522

5.795

38.967

-34.445

43.488

-27.520

50.413

28

Ok

19 60.80

4.773

6.116

37.562

-32.789

42.335

-25.479

49.644

28

Ok

20 64.00

5.024

6.438

36.369

-31.345

41.393

-23.651

49.087

28

Ok

21 67.20

5.275

6.760

35.355

-30.080

40.631

-22.001

48.710

28

Ok

22 70.40

5.526

7.082

34.495

-28.968

40.021

-20.504

48.485

28

Ok

23 73.60

5.778

7.404

33.765

-27.987

39.542

-19.138

48.391

28

Ok

24 76.80

6.029

7.726

33.148

-27.119

39.177

-17.886

48.410

28

Ok

25 80.00

6.280

8.048

32.630

-26.350

38.910

-16.732

48.528

28

Ok

Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com

s .no

Check total thickness of Chimney with corrosion allowance : Height diamete r of from chimne top y from top

m

mm

0

0.00

3000

1

3.20

3000

2 3

6.40 9.60

4 12.80 5 16.00 6 19.20

3000 3000 3000 3000 3000

7 22.40

3000

8 25.60

3000

9 28.80

3000

10 32.00

3000

11 35.20

3000

12 38.40

3000

13 41.60

3000

14 44.80

3000

15 48.00

3000

16 51.20

3000

17 54.40

3000

18 57.60

3187

19 60.80

3418

20 64.00

3648

21 67.20

3878

22 70.40

4109

23 73.60

4339

24 76.80 25 80.00

4570 4800

Total thickness of Steel Plate with corrosion allowance.

ratio h1/D Effective for axial height for stress axial stress-h1

D/t ratio

mm 14 14 14 14 14 14 14 16 16 18 18 20 20 22 22 24 24 28 28 28 28 28 28 28 28 28

ratio h1/D Allowable Allowable for bending stress in stress in stress = axial bending as 0.5*h1/D compression per table 3 as per table * kt 3 * kt

mm

Self wt Ws Wt of Lining Section from top Modulus Z (total) from top = 0.77 d2 t

N/mm2

N/mm2

m3

Kn

Kn

214

Ok

0

0.000

0.000

0.00

0.00

0.09702

0

0

214

Ok

6400

2.133

1.067

54.13

54.13

0.09702

33.15

61

214

Ok

12800

4.267

2.133

54.13

54.13

0.09702

66.29

121

214

Ok

19200

6.400

3.200

54.13

54.13

0.09702

99.44

182

214

Ok

25600

8.533

4.267

54.13

54.13

0.09702

132.58

243

214

Ok

32000

10.667

5.333

54.13

54.13

0.09702

165.73

303

214

Ok

38400

12.800

6.400

54.13

54.13

0.09702

198.87

364

188

Ok

44800

14.933

7.467

57.84

57.84

0.11088

265.16

425

188

Ok

51200

17.067

8.533

57.84

57.84

0.11088

303.04

485

167

Ok

57600

19.200

9.600

60.55

60.55

0.12474

383.54

546

167

Ok

64000

21.333

10.667

60.29

60.55

0.12474

426.15

607

150

Ok

70400

23.467

11.733

59.93

62.25

0.13860

520.85

667

150

Ok

76800

25.600

12.800

57.82

62.25

0.13860

568.20

728

136

Ok

83200

27.733

13.867

56.32

62.95

0.15246

677.11

789

136

Ok

89600

29.867

14.933

54.17

62.95

0.15246

729.19

850

125

Ok

96000

32.000

16.000

51.67

62.50

0.16632

852.30

910

125

Ok

102400

34.133

17.067

49.58

62.50

0.16632

909.12

971

107

Ok

108800

36.267

18.133

47.54

62.50

0.19404

1126.93

1032

114

Ok

115200

36.145

18.072

47.65

62.50

0.21901

1267.68

1160

122

Ok

121600

35.581

17.790

48.19

62.50

0.25182

1434.84

1313

130

Ok

128000

35.088

17.544

48.98

62.92

0.28692

1612.18

1476

139

Ok

134400

34.653

17.327

49.39

62.90

0.32431

1799.70

1647

147

Ok

140800

34.268

17.134

49.44

62.49

0.36398

1997.40

1828

155

Ok

147200

33.923

16.962

49.24

61.81

0.40595

2205.29

2019

163

Ok

153600

33.613

16.807

48.84

60.95

0.45020

2423.35

2218

171

Ok

160000

33.333

16.667

48.32

59.96

0.49674

2651.60

2427

Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com

s .no

Height from top

Windward Windward Compressiv Compressiv tensile and Leeward side tensile e stress in compreeive side tensile e stress in side stress in steel due to steel due to stress due compressive stress in steel due to stress in Lining wt to wind. steel due to Self wt (total). (Wind + Self steel due to (Total dead load = wt of (Wind + Self 1.25*Ws) + wt of Chimney.) Chimney.) wt of lining Wind

Leeward side compressive stress in steel due to (Total dead load = 1.25*Ws) + wt of lining + Wind

91

10

11

12

N/mm2

N/mm2

N/mm2

N/mm2

N/mm2

0.000

0.000

0.000

0.000

0.000

0.000

0.251

0.460

0.382

-0.131

0.634

0.391

1.156

6.40

0.502

0.920

1.145

-0.643

1.648

0.403

2.693

9.60

0.754

1.380

2.286

-1.532

3.039

0.036

4.608

4 12.80

1.005

1.840

3.802

-2.797

4.807

-0.707

6.898

5 16.00

1.256

2.299

5.691

-4.435

6.947

-1.822

9.561

6 19.20

1.507

2.759

7.951

-6.444

9.458

-3.308

12.594

7 22.40

1.758

2.817

9.256

-7.498

11.015

-4.242

14.271

8 25.60

2.010

3.219

11.875

-9.865

13.884

-6.144

17.606

9 28.80

2.261

3.219

13.164

-10.904

15.425

-7.119

19.210

10 32.00

2.512

3.577

16.052

-13.540

18.564

-9.336

22.769

11 35.20

2.763

3.541

17.295

-14.532

20.059

-10.300

24.291

12 38.40

3.014

3.863

20.390

-17.376

23.404

-12.759

28.021

13 41.60

3.266

3.805

21.571

-18.306

24.837

-13.685

29.458

14 44.80

3.517

4.097

24.826

-21.309

28.342

-16.332

33.319

15 48.00

3.768

4.024

25.938

-22.170

29.706

-17.204

34.672

16 51.20

4.019

4.292

29.315

-25.296

33.335

-19.999

38.632

17 54.40

4.270

3.909

28.188

-23.918

32.459

-18.941

37.435

18 57.60

4.522

4.139

27.833

-23.312

32.355

-18.043

37.624

19 60.80

4.773

4.369

26.830

-22.057

31.603

-16.495

37.165

20 64.00

5.024

4.599

25.978

-20.954

31.002

-15.099

36.857

21 67.20

5.275

4.829

25.254

-19.979

30.529

-13.831

36.677

22 70.40

5.526

5.059

24.639

-19.113

30.165

-12.672

36.606

23 73.60

5.778

5.289

24.118

-18.340

29.895

-11.607

36.628

24 76.80

6.029

5.519

23.677

-17.648

29.706

-10.622

36.732

25 80.00

6.280

5.749

23.307

-17.027

29.587

-9.708

36.905

7

8

m

N/mm2

N/mm2

0

0.00

0.000

1

3.20

2 3

Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com

10 :- Design of Anchor Bolts (Holding Down Bolts) :-

44

mm dia

Maximum tensile force per unit length of circumferance = *

26.350 Provide M

=

28.0 44

Area at root of threads

n/mm

738

Ok

84 nos

dia Anchor bolt

mm =

mm2

1186

@

Allowable Stress in Anchor bolt = 120 N/mm2 Strength of Anchor Bolt

=

188 mm

*

1186

=

120

Kn

142.32

1000 Spacing of Bolt

=

*

142.32

=

1000

193

mm d2

738 Provide Anchor Bolt at

190

mm spacing Ok

5023

=

mm

Nos of Anchor Bolts Required

=

84

nos

Spacing of Bolt provided

=

188

mm

Ok

9 :- Design of Base Plate :Maximum stress on Chimney base plate due to Load case 1 to 12 = 48.528

28.0

*

1359

=

Ok

n/mm

Allowable Bearing Stress for Steel on Concrete Width of base Plate required

=

1359

=

4.00

N/mm2

mm

Ok

340

=

44

18

dia

4.00 Allowable stress in bending of Base Plate = 0.75 fy 0.75 *

=

250

188 mm

Moment on

187.5

=

A

A

n/mm2 4.00 *

wide plate =

188

290

*

290

*

6000000 = =

188

*

45

Kn.m

t^2

6 .:

t

=

=

[

10511188 * 6* 188 * 187.50

42.31

thk base pl

290

188

Z of plate

10.511

mm

]

Adopt

½

=

t

=

thickness of base plate. Sect A-A 45

mm

Ok

18

thk

45 thk

9 :- Design of Vertical Stiffner Plate :Axial load on stiffner

=

Effective length of stiffner

340

Tensile load on one bolt 0.85 *

=

500

Assume thickness of stiffner , including external corrosion allowance =

= =

18

=

3.464

mm

L/r

425

=

142.32 mm

290

Net thickness of stiffner 122.687

=

fcc

=

3.464 =

Allowable stress in compression σac Allowable Load = σac x A

=

.: Provide Vertical stiffner Plate =

61.71 18

mm 12

= =

π² E

mm

9.870 *

(l/r)²

61.71 *

Kn

Width of stiffner =

mm

r

Fa = 425

mpa

290

*

mm

thick

12

=

215

kn

200000 15052

=

131

>=

142

mpa kn

Ok

Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com

Ok

mm

Height diamete r of from chimne top y from top

m 0 1 2

0.00 3.20 6.40

mm 3000 3000 3000

Assumed thickness of Steel Plate without corrosion

Moment of Inertia I (m4)

Wind Moment at bottom of each segment.

M/EI

Area M/EI

Moment of (Area M/EI) from top

mm

m4

Kn.m

1/mm

mm

mm2

Ok

0.14553

0

Ok

0.14553

37

Ok

0.14553

Ok

6 6 6

deflection mm

s .no

10 :- Deflection of Chimney :height to deflecti on ratio (h/δ)

check less than H/200

mm

90.00

80.00

0.00E+00 0.00E+00 0.00E+00

233

344

Ok

1.27E-09

2.04E-06

4.35E-03

218

352

Ok

111

3.82E-09

8.15E-06

3.91E-02

204

362

Ok

0.14553

222

7.62E-09

1.83E-05

1.46E-01

189

373

Ok

Ok

0.14553

369

1.27E-08

3.25E-05

3.64E-01

174

386

Ok

Ok

0.14553

552

1.90E-08

5.06E-05

7.29E-01

160

400

Ok

Ok

0.14553

771

2.65E-08

7.28E-05

1.28E+00

146

417

Ok

Ok

0.16632

1026

3.53E-08

9.88E-05

2.06E+00

132

437

Ok

Ok

0.16632

1317

3.96E-08

1.20E-04

2.87E+00

118

461

Ok

Ok

0.18711

1642

4.94E-08

1.42E-04

3.87E+00

105

488

Ok

Ok

0.18711

2002

5.35E-08

1.65E-04

5.00E+00

92

521

Ok

Ok

0.20790

2397

6.41E-08

1.88E-04

6.32E+00

80

559

Ok

Ok

0.20790

2826

6.80E-08

2.11E-04

7.77E+00

69

607

Ok

Ok

0.22869

3289

7.91E-08

2.35E-04

9.41E+00

58

664

Ok

Ok

0.22869

3785

8.28E-08

2.59E-04

1.12E+01

48

736

Ok

Ok

0.24948

4314

9.43E-08

2.83E-04

1.31E+01

39

827

Ok

Ok

0.24948

4876

9.77E-08

3.07E-04

1.52E+01

31

944

Ok

Ok

0.29106

5470

1.10E-07

3.32E-04

1.75E+01

23

1095

Ok

Ok

0.34902

6096

1.05E-07

3.43E-04

1.92E+01

17

1295

Ok

Ok

0.43031

6756

9.68E-08

3.22E-04

1.91E+01

12

1562

Ok

Ok

0.52334

7454

8.66E-08

2.93E-04

1.83E+01

8

1935

Ok

Ok

0.62889

8190

7.82E-08

2.64E-04

1.73E+01

5

2491

Ok

Ok

0.74776

8968

7.13E-08

2.39E-04

1.65E+01

3

3413

Ok

Ok

0.88074

9790

6.55E-08

2.19E-04

1.58E+01

1

5248

Ok

Ok

1.02862

10659

6.05E-08

2.02E-04

1.52E+01

0

10703

Ok

Ok

1.19218

11577

5.63E-08

1.87E-04

1.47E+01

0

0

70.00

9.60

4 12.80 5 16.00

3000 3000 3000

6 19.20

3000

7 22.40

3000

8 25.60

3000

9 28.80

3000

10 32.00

3000

11 35.20

3000

12 38.40

3000

13 41.60

3000

14 44.80

3000

15 48.00

3000

6 6 6 8 8 10 10 12 12 14 14 16

60.00

50.00

Deflection Diagram

3

6

40.00

30.00

16 51.20

3000

17 54.40

3000

18 57.60

3187

19 60.80

3418

20 64.00

3648

21 67.20 22 70.40 23 73.60 24 76.80 25 80.00

3878 4109 4339 4570 4800

16 20 20 20 20 20 20 20 20 20

20.00

10.00

0.00 0

Maximum deflection at top = Height to deflection ratio (h/δ) at top

233

mm

=

80000 233

=

344

=

@

d

mm

*

0.904

533



mm

1110

=

=

-

1450

46.04

m3

+

101.79

m3

+

53.92

m3

+

105.72

m3

mm2 =

307.46

m3

75

= Π

mm2 *

20

(

= *

1375

.:

Adopt As =

²

Wt of Footing

18

+

533

mm2

567

²

=

)

=

c/c

=

p%

mm2

569

=

*

569 *

111

>

mm2

567 =

100

d

mm

=

687.5

r

mm

ok

%

0.371

1375

+

d

º

=

3349

mm

0.519052

m2

1.451

m

2 radians

0.0419 =

rps

=

3349

mm

Radius of Foundation

=

fro

=

6000

mm

Bar Spacing at rps

=

140

mm

Length of segment 'a1a2'

Bar Spacing at fro

=

251

mm

Length of segment 'RS'

=

73.0

Net Uniform pressure

=

Kn / m2

Area of Segment 'PQa1a2' =

CG of Segment 'PQa1a2'

under area 'PQRS' =

78.4

Kn / m2

=

43.8

Kn / m2

=

from 'a1a2'

Moment at 'RS' Pressure due to Moment at 'PQ' .:

Punching Shear at 'a1a2'

Allowable Punching Shear stress .:

=

F = 0.16

Depth required for punching shear



60.59 fck do

+ =



= 25

F

= 0.16 =

8.99

0.16 *



620

fck <

69.57

140 1375

N/mm2 69574

= *

Kn

0.8

=

7687

kn

Net Wt of Footing

4

200

volume of footing =

Ok

230

mm 2

1000000

Radius of Punching shear

Pressure due to

1.109

=

Check Punching shear at ro + d/2 from the c/L

2662

2.40

N/mm2

10.98

=

1.109

2 Φ

0.289

*

152293825

dia bars.

Punching Shear : =

N/mm2

*

75

distribution steel

r

25

effective depth

Main radial reinforcement

Provide

=

*

=

567 +

152.29

cover

M Fyall

layer of

N/mm2

fc'

0.904

*

111

R

T

Provide

230

m

= *

As =

.:

415

=

2

b

.:

=

fyall

0.904

=

1*

2

Hence

fy

0.289

3

fc'all

1

Kn .m

= 230

3 R

152.29

=

0.8

*

mm provided

140 OK

Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com

5044

kn

Shear :

Check shear at r + d from the c/L, End of Straight portion, and at three points at sloping portion.

distance from c/L

mm

2662

3349

4037

5162

5581

6000

Reinforcement Spacing

mm

110

140

168

216

232

250

Effective depth

mm

1375

1375

1375

1192

1008

Bar dia

mm 20 + mm2

As p%

Net Uniform pressure

kn/m2

18 20 +

10 20 +

14 20 +

16 20 +

825 14 20 +

14

569

393

468

515

468

468

0.3760

0.2040

0.2026

0.2002

0.2001

0.2270

Ok

Ok

Ok

Ok

Ok

Ok

73.0

73.0

73.0

73.0

73.0

73.0 78.4

Pressure due to moment @ rs

kn/m2

78.4

78.4

78.4

78.4

78.4

Pressure due to moment at section

kn/m2

34.8

43.8

52.7

67.4

72.9

78.4

0.606

0.519

0.413

0.196

0.102

0.000 0.00

Area of Segment 'PQxx'

m2

CG of Segment 'PQxx'

1.89

1.45

1.05

0.43

0.21

M actual / bar

Kn.m

m

153

104

61

12

3

0

M allowable / bar

Kn.m

163

112

134

128

98

80

p% for Shear

Ok

Ok

Ok

Ok

Ok

Ok

0.25

0.25

0.25

0.25

0.25

0.25

Shear Stress tc

N/mm2

0.23

0.23

0.23

Shear allowable

Kn

53

59

54

Shear actual

Kn

52

28

15

Not Reqd

Not Reqd

Not Reqd

Shear Reinf Shear - Vs per main bar Shear - MS bar dia fyall

Kn 230

1

1

1

1

1

1

spacing

mm

0

0

0

Minimum shear s = 2.5Asvfy/b

mm

0

0

0

.: Provided spacing =

mm

0

0

0

Prep By : A B Quadri- Abq Consultants - 9959010210 - [email protected]/2 Royal Residency, Besides Amba talkies, Mehdipatnam , Hyderabad-500028-www.abqconsultants.com

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