u type retaining wall

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STUP Consultants P. Ltd. 22-A, Sector 19 - C, Palm Beach Marg,Vashi, Navi Mumbai - 400 705

Phone : 27896241, 27896243 / 44 / 45 / 46

Fax : 27896240,Email : [email protected]

OFFICE OF ORIGIN

TECHNICAL CORE - AHMEDABAD

OWNER

DESIGN ( R&B ) CIRCLE, GANDHINAGAR

PROJECT

CONSULTANCY SERVICES FOR PREPARATION OF DETAILED PROJECT REPORT

FOR MAJOR BRIDGES ON ALL CATEGARIES OF ROAD IN GUJARAT STATE

BRIDGE

PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA - KADHIYA ROAD (ODR)

TAL. - BALASINOR, DIST. - KHEDA

TITLE

DATE Rev. No. MODIFICATIONS/

PURPOSE OF ISSUE Name Signature Name Signature Name Signature

29/11/2010 R0 For Approval NP BGJ/THP MK

29/11/2010

DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE)

PREPARED CHECKED APPROVED

DATEThis note is property of STUPConsultants P. Ltd. it should not be

used, copied or reproduced without

their written permission.

PAGES :

1 + 7 + 4= 12

Rev.No.

R0

NOTE NO.

7559/E/DN- 818


2/12

2

DESIGN CONSIDERATION

Soil Properties

Material Properties

Design ParametersDESIGN OF VERTICAL WALL

DESIGN OF BASE SLAB

DESIGN CONSIDERATION

Soil Properties

Material Properties

Design ParametersDESIGN OF VERTICAL WALL

DESIGN OF BASE SLAB

Annexure-1

CALCULATION OF SAFE BEARING CAPACITY FOR (Left side wall)

CALCULATION OF SAFE BEARING CAPACITY FOR (Right side wall)

6 6

2 23 3

45 5

1

1

1

PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA - KADHIYA

ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA

Date

Designed Page

29/11/20107559/E/DN - 818

STUP Consultants P.Ltd.

CheckedNP THP

Project No DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE)Document No

7559

Title Page No.

4

4

4

DESIGN OF U-TYPE RETAINING WALL ( RIGHT SIDE)

DESIGN OF U-TYPE RETAINING WALL ( LEFT SIDE)1

Sr.No.

4

1

8 117 9


3/12

3

DESIGN OF U-TYPE RETAINING WALL ( LEFT SIDE)

Soil Properties :

Unit weight of soil = t/m3

Angle of friction =

Active Earth Pressure Coeff. Ka = ( 1 - SIN ) / ( 1 + SIN )

=

Surcharge =

Soil Bearing Capacity = t/m2

Wearing coat thickness =

Section :

Parapet /

Crash barrier FRL

Slope %

Area of c/s =

GL

DESIGN OF U-TYPE RETAINING WALL ( LEFT SIDE)

Material Properties :

Grade of concrete : =

Grade of steel : =Permissible bending comp. stress for conc.: = t/m

2

Permissible bending tensile stress for steel : = t/m2

Permissible max. shear stress for concrete : = t/m2

Modular ratio m : =

Density of Concrete : = t/m3

Design Parameters :

Neutral axis factor k : =

Lever arm factor j : =

Moment of resistance factor Q : = t/m

Clear cover : = m

Reinforcement Dia. : = m

Total cover : = m

10

132.65

0.075

0.02

0.085

Page

0.33

48.22

30

Designed CheckedNP THP


Project No DESIGN OF U - TYPE RETAINING WALL (BOTH SIDE)Document No Date

7559/E/DN - 818 29/11/2010

1.00

1.2

0

R & B 7559 PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA -

KADHIYA ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDA

2.1

m1.2

0.45

6.4

86

6.40 m

1000

24000

210

1.00

8.40 m

70.621

FDL

0.2941

0.9020

2.4

Fe500

M 30

0.075 m

2.5

73.621

3.000

0.169 m

4.685

19.7118

9.69 m

80.475

2.0

0

0.30 m


4/12

4

PageDesigned CheckedNP THP



7559/E/DN - 818 29/11/2010



Design of Vertical Wall :

Sample calculation for section at 8.486 from top

B.M.Soil pressure=1/2.K..h2.1/3h= 1/ 2 x 0.334 x 2.1 x 8.486^ 2 x (1 / 3 x 8.486) = tm

B.M.Surcharge=K..(1.2).h.1/2h = 0.334 x 2.1 x 1.2 x 8.486 x 8.486 / 2 = tmTotal bending moment = + = tm

Shear force due to soil = 1 / 2 x 0.334 x 2.1 x 8.486^2 = t

Shear force due to surcharge = 0.334 x 2.1 x 1.2 x 8.486 = t

Total Shear force = + = t

Effe. depthreq =sqrt(M / Q b) = SQRT ( 101.75/ 132.65x 1 ) = m

% of main steel requirement = MAX ( 0.12, 101.75 / 24000 / 0.902 / 0.915 x 100 / 0.915) =

Area of main steelreq=M/stj d= 101.75 x 1000000 / 24000 / 0.902 / 0.915 = mm2/m

Distribution steel = MAX ( 0.12 x 1000 x 1000 / 100 , 250) = mm2/m

(Minimum distribution steel 0.12% or 250mm2/m)

Bending

Moment

1.000

0.892

8.486

Depth of

section

D (m)

2.986

Distance

from top

(m)

6.486

5.486

4.486

3.486

7.486

0.784

0.676

0.568

0.4600.406

Effe. Depth

d

(m)

0.915

0.807

0.699

0.591

0.483

0.3750.321

TotalHeight

(m)

9.686

8.686

7.686

6.686

5.686

(tm)

32.397

25.954

20.212

4.686

101.750

72.625

49.601

31.967 15.172

10.833

Shear

Force

(t)

45.01

SAFE

SAFE

SAFESAFE

SAFE38.3142.14

0.491

17.54799

c(t/m2)

39.06

40.94

43.4135.32

7.1965.640

28.9100225.66227

22.4152919.16976

0.422

0.376

0.3300.307

Area of

main steel

(mm2)

5136.83

4156.78

3277.17

2497.63

0.561

0.515

0.469

Effe. Depthreq. M/Q

(m)

0.876

0.740

0.611

% of main

steel req.

(mm)

0.379

0.2750.227

19.022

10.0666.8654.186

(mm)

32+32

32+32

1818.16

1238.76986.58

32+32

Bar dia Spacing

200+200

200+200

200+200

32+0

32+0

32+032+0

Reinforcement provided

0.878959

0.996497

1.150321

Percentage

of steel

Area of

steel

(mm2)

200+200

200+200

35.40675

8042.5

8042.5

8042.5200+200

200+200

32.15823

0.832036

1.071256

1.251109

4021.2

4021.2

4021.2

Permissible

shear stress

811.5682.0

(t/m2)

0.6801534021.2

552.5

487.7

Shear

stress

1200.0

1070.5

941.0

Dist. Steel

(mm2)

Bar dia

(mm)

16

16

16 1340.4

150 1340.4

150

150

1340.4

1340.4

1340.4

1340.4

16

16

150

16

16

150

150

150

Area of

steel

(mm2)

5136.834

1200.000

Check for

depth

SAFE

SAFE

1340.4

71.437

25.255

7.142

30.306

101.743

0.561

25.255 7.142 32.397

0.876

71.437 30.306

Dist. Reinforcement provided

Spacing

(mm)


5/12

5

PageDesigned CheckedNP THP



7559/E/DN - 818 29/11/2010



Design of Base Slab :

Total depth of section =

Effective depth of section =

Upside pressure on base slab due to soil filing = h = 2.1 x 8.486 = t/m2

Upside pres. on base slab due to Self weight of base s = 2.4 x 1.2 = t/m2

Upward pressure on base slab due to wt. of side wall = (0.5 x (1 + 0.3) x 6.49 + 0.3 x 2) x 2.4 x2/ 8.4

= t/m2

Total upward pressure =

< SBC of soil / Rock . O.K.

Moment at Midspan of base slab = 2.76 x 8.4 ^2 / 8 + 101.75

= tmEffective depth required = m

< 1.115 m So, O.K.

Area of tension steel required at midspan = mm2

% of tension steel required at midspan = %

Area of comp. steel required at midspan = mm2

Provide 32 mm dia.steel @ mm c/c = +Provide 0 mm dia.steel @ mm c/c =

Total steel provided = > . O.K.


Minimum steel or distribution steel:

Minimum steel required = 0.12/100 x 1000 x 1115 = mm2

Maximum of both = mm2

Provide 16 mm dia.steel @ mm c/c


52.24 cm

140 57.44 cm

200 0.00 cm

57.44 cm

1338.00

13.38 cm

0.515

1338.00

13.4 cm

150

0.00

2.88

1.20 m

1.115 m

0.469

5223.950

23.46 t/m

48.22 t/m

126.0930.975

17.8

2.760


6/12

6


Soil Properties :

Unit weight of soil = t/m3

Angle of friction =

Active Earth Pressure Coeff. Ka = ( 1 - SIN ) / ( 1 + SIN )

=

Surcharge =

Soil Bearing Capacity = t/m2

Wearing coat thickness =

Section :

Parapet /

Crash barrier FRL

Slope %

Area of c/s =

GL


Material Properties :

Grade of concrete : =

Grade of steel : =Permissible bending comp. stress for conc.: = t/m

2

Permissible bending tensile stress for steel : = t/m2

Permissible max. shear stress for concrete : = t/m2

Modular ratio m : =

Density of Concrete : = t/m

Design Parameters :

Neutral axis factor k : =

Lever arm factor j : =Moment of resistance factor Q : = t/m

Clear cover : = m

Reinforcement Dia. : = m

Total cover : = m

0.02

0.085

72.135

FDL0.80 0.80

0.9

0


KADHIYA ROAD (ODR) TAL. - BALASINOR, DIST. - KHEDADesigned Checked

NP THP



2.1

m1.2

Date

7559/E/DN - 818 29/11/2010

Page

0.33

30

24000

8.40 m

6.80 m

1000

27.85

0.30 m

Fe500

M 30

0.45

0.075 m

210

10

2.4

0.2941

0.9020132.65

0.075

0.169 m

75.135

3.000

3.070

2.5

5.1

70

2.0

0

14.447

8.07 m

80.374


7/12

7R & B 7559

PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA -


NP THP



7559/E/DN - 818 29/11/2010

Page

Design of Vertical Wall :

Sample calculation for section at 7.17 from top

B.M.Soil pressure=1/2.K..h2.1/3h= 1/ 2 x 0.334 x 2.1 x 7.17^ 2 x (1 / 3 x 7.17) = tm

B.M.Surcharge=K..(1.2).h.1/2h = 0.334 x 2.1 x 1.2 x 7.17 x 7.17 / 2 = tmTotal bending moment = + = tm

Shear force due to soil = 1 / 2 x 0.334 x 2.1 x 7.17^2 = t

Shear force due to surcharge = 0.334 x 2.1 x 1.2 x 7.17 = t

Total Shear force = + = t

Effe. depthreq =sqrt(M / Q b) = SQRT ( 64.73/ 132.65x 1 ) = m

% of main steel requirement = MAX ( 0.12, 64.73 / 24000 / 0.902 / 0.715 x 100 / 0.715) =

Area of main steelreq=M/stj d= 64.73 x 1000000 / 24000 / 0.902 / 0.715 = mm2/m

Distribution steel = MAX ( 0.12 x 1000 x 800 / 100 , 250) = mm2/m

(Minimum distribution steel 0.12% or 250mm2/m)

4181.978

960.000

18.029 6.035 24.064

0.699

43.090 21.635 64.724

0.585

43.090

18.029

6.035

21.635

Check for

depth

SAFE

SAFE

1148.9

1148.9

Dist. Reinforcement provided

1148.9

1148.9

1148.9

1148.9

Area of

steel

(mm2)

175175

175

175

175

1148.9

175

175

16

16

16

Spacing

(mm)

16

16

16

16

Bar dia

(mm)

Dist. Steel

(mm2)

960.0

843.9

727.9

611.8495.8

(t/m2)

0.5776832454.4

379.7

360.0

Shear

stress

29.99237

0.747935

1.060473

1.141567

2454.4

2454.4

2454.4

Permissible

shear stress

200+200

200+200

33.65587

4908.7

4908.7

4908.7200+200

200+200

Reinforcement provided

0.686537

0.793924

0.941135

Percentage

of steel

Area of

steel

(mm2)

200+200

200+200

200+200

25+0

25+0

25+025+0

(mm)

25+25

25+25

1119.51

633.95

369.15

25+25

Bar dia Spacing

(mm)

0.245

0.155

0.114

7.953

3.176

1.7182.870

% of main

steel req.

0.585

0.525

0.465

Effe. Depthreq. M/Q

(m)

0.699

0.573

0.455

4181.98

3248.41

2426.94

1717.27

Area of

main steel

(mm2)

0.404

0.341

0.274

0.172

26.3150522.61448

18.870115.02697

0.345

11.08685

c(t/m2)

35.48

37.70

40.0632.86

3.478

2.384

43.27

SAFE

SAFE

SAFESAFE

SAFE36.9541.97

Shear

Force

(t)

18.544

13.725

3.370

64.730

43.479

27.403

15.795 9.608

6.192

Moment

(tm)

24.064

0.231

0.215

TotalHeight

(m)

8.370

7.370

6.370

5.370

4.370

0.300

Effe. Depth

d

(m)

0.715

0.618

0.522

0.425

0.328

0.607

0.510

0.413

0.316

1.670

Distance

from top

(m)

5.170

4.170

3.170

2.170

7.170

6.170

Depth of

section

D (m)

0.800

0.703

Bending


8/12

8R & B 7559

PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA -


NP THP



7559/E/DN - 818 29/11/2010

Page

Design of Base Slab :

Total depth of section =

Effective depth of section =

Upside pressure on base slab due to soil filing = h = 2.1 x 7.17 = t/m2

Upside pres. on base slab due to Self weight of base s = 2.4 x 0.9 = t/m2

Upward pressure on base slab due to wt. of side wall = (0.5 x (0.8 + 0.3) x 5.17 + 0.3 x 2) x 2.4 x2/ 8.4

= t/m2

Total upward pressure =

< SBC of soil / Rock . O.K.

Moment at Midspan of base slab = 1.97 x 8.4 ^2 / 8 + 64.73

= tmEffective depth required = m

< 0.815 m So, O.K.

Area of tension steel required at midspan = mm2


Area of comp. steel required at midspan = mm2

Provide 32 mm dia.steel @ mm c/c = +Provide 0 mm dia.steel @ mm c/c =



Minimum steel or distribution steel:

Minimum steel required = 0.12/100 x 1000 x 815 = mm2

Maximum of both = mm2

Provide 16 mm dia.steel @ mm c/c


15.1

1.970

0.571

4653.678

19.19 t/m

27.85 t/m

82.1050.787

2.16

0.90 m

0.815 m

175

150 53.61 cm

0.658

9.78 cm

200 0.00 cm

0.00

53.61 cm

978.00

11.5 cm

46.54 cm

978.00


9/12

9

Calculation of soi l bearing capacity

A) Data

BH no = 3 (For AL abutment side retaining wall)

Calculation of Soil bearing capacity

DATA

N = No. of Blows

=

Df = Depth of footing

= m

B = Width of footing

= m

L = Length of footing

= m

= Effective unit wt. Of soil at pile toe

= kn/m2

c = Cohesion

= kn/m2

= Angle of internal friction at toe= Fig.1 IS:6403-1981 For N value

Shape =

Inclination of load = 00

W' =

q = Effective overburden pressure at toe

= kn/m

Bearing capacity factors

Nc = (IS : 6403 - 1891)

Nq =

N =

Shape factor

Sc = (IS : 6403 - 1891)

Sq =

S =

Depth factor

dc = (IS : 6403 - 1891)

dq

=

d =

3.00

5.27

30.32

42.91

42.93

1.43

0.75

8.40

1.45

10

34.0

30.0

0.0

0.0

26.00

1.00

1.23

1.15

Rectangle

26.0



Date

Designed Page

29/11/20107559/E/DN - 818


CheckedNP THP


7559


10/12

10



Date

Designed Page

29/11/20107559/E/DN - 818


CheckedNP THP


7559

Inclination factor

ic = (IS : 6403 - 1891)

iq =i =

S.B.C. from C & Ref.: IS:6403:1981 CL:5.1.2

= {((c Nc Scdcic) + ( q (Nq-1)Sq dq iq) + (0.5 B NSdiW')}

=

= kn/m2

S.B.C. from N value (By Tang equation) Ref.:Art.2.6.1,Foundation design manual :Auther:N.V.Nayak

= 2 N2B wq+ 6 (100+N2) DfW

= 3 N2B wq+ 5 (100+N

2) DfW

= kn/m2

Min. S.B.C. = kn/m2

Now with FOS, (IRC : 78 Cl 709.3.2)

Factored S.B.C. = /

= kn/m2

SBC = t/m

2

{(0 x 42.93 x 1.45 x 1.23 x 1) + (30 x (30.32-1 )1.43 x 1.15 x 1

+ ( 0.5 x 5.27 x 10 x 42.91 x 0.75 x 1 x 1 x 0 }

1.00

1.00

1446.50

1.00

1446.50

10546.52

1446.5

For Square footing

For Very long footing

482.2

48.2

3.0


11/12

11

Calculation of soi l bearing capacity

A) Data

BH no = 2 (For AL abutment side retaining wall)

Calculation of Soil bearing capacity

DATA

N = No. of Blows

=

Df = Depth of footing

= m

B = Width of footing

= m

L = Length of footing

= m

= Effective unit wt. Of soil at pile toe

= kn/m2

c = Cohesion

= kn/m2

For N value

= Angle of internal friction at toe= Fig.1 IS:6403-1981

Shape =

Inclination of load = 00

W' =

q = Effective overburden pressure at toe

= kn/m

Bearing capacity factors

Nc = (IS : 6403 - 1891)

Nq =

N =

Shape factor

Sc = (IS : 6403 - 1891)

Sq =

S =

Depth factor

dc = (IS : 6403 - 1891)

dq

=

d =


CheckedNP THP


7559

12.0



Date

Designed Page

29/11/20107559/E/DN - 818

12.00

1.00

1.53

1.38

Rectangle

10

30.0

30.0

0.0

0.0

3.00

2.30

18.40

22.40

30.14

1.16

0.90

8.40

1.17


12/12

12


CheckedNP THP


7559 PROPOSED BRIDGE ON SHEDHI KOTAR ON PRUTHVIRAJPURA - KADHIYA


Date

Designed Page

29/11/20107559/E/DN - 818

Inclination factor

ic = (IS : 6403 - 1891)

iq =i =

S.B.C. from C & Ref.: IS:6403:1981 CL:5.1.2

= {((c Nc Scdcic) + ( q (Nq-1)Sq dq iq) + (0.5 B NSdiW')}

=

= kn/m2

S.B.C. from N value (By Tang equation) Ref.:Art.2.6.1,Foundation design manual :Auther:N.V.Nayak

= 2 N2B wq+ 6 (100+N2) DfW

= 3 N2B wq+ 5 (100+N

2) DfW

= kn/m2

Min. S.B.C. = kn/m2

Now with FOS, (IRC : 78 Cl 709.3.2)

Factored S.B.C. = /

kn/m2

SBC = t/m

2

278.5

27.9

3.0

{(0 x 30.14 x 1.17 x 1.53 x 1) + (30 x (18.4-1 )1.16 x 1.38 x 1 +

( 0.5 x 2.3 x 10 x 22.4 x 0.9 x 1 x 1 x 0 }

1.00

1.00

835.62

1.00

835.62

2527.20

835.6

For Square footing

For Very long footing

u type retaining wall

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