Retaining Wall 4 m

8/10/2019 Retaining Wall 4 m

1/38

4.00 m

- m

1.20 m

200 KN/m2

30o

10 o

20 KN/m3

0.6

0.42 0.35

2.78

0.70 m

2.40 m

Bottom = 0.60 m Top = 0.4

0.45 m

3.70 m

Coefficient of Active Earth Pressure

Coefficient of Passive Earth Pressure

Height above GL

Safe Bearing Capacity

Angle of Internal Friction

Addl Load ( equivalent earth depth )

Foundation Depth

Total Length of Base

Angle of Surcharge

Density of Soil

Coefficient of Friction between

concrete and soil

Thickness of Wall

Length of Heel

Thickness of Slab

Length of Toe

DESIGN OF RETAINING WALL


2/38


23.04 KN -Vertical Component


3/38


Taking moments of all forces about B, the distance of reultant from B =

Eccentricity from Centre of Base = 0.25 m

Pressure on Toe = 137.77 KN/m2

Pressure on Heel = 57.97 KN/m2

Check Against Overturning

738.38 KN

244.73 KN

Factor of Safety against overturning = 3.02

Resisting Moment About A =

Overturning Moment About A =

( Min 1.55 )


4/38


Designing Vertical Wall

Factored BM at base of Vertical Wall = 285.84 KN-m

Fcatored SF at base of Vertical Wall = 165.87 KN

width = - height = -

285.84

165.87

600 mm

16 mm Cover to tension rei

16 mm bars .= 132

Write Spacing provided in Reinforcement Sheet. Also check for compression reinforce

OK

16 mm bars .= 132

Write Spacing provided in Reinforcement Sheet Also check for compression reinforce

Thicness of wall at top of haunch =

Providing haunch

Spacing required for

Factored BM at top of haunch =

Factored SF at top of haunch =

Dia of Bar for Tension reinforcement

mm at bo

Spacing required for mm at to

Check for Shear at botom of wall


5/38


Dia of bar used = 16 mm

Designed Bond Stress = 1.9 N/mm2

Development Length 0.76 m

Cutailing the bars at 2.00 2.52

Factored BM = 65.89 KN-m

Factored SF = 62.36 KN

Thicness of Wall = 516 mm

16 mm bars .= 325

200


OK

Cutailing the bars at 3.60 4.05

m + ( 12 x dia or d ) =

Adjust height of curtailment such that the spacing of reiforcement is =

m from t

m from t

m + ( 12 x dia or d ) =

mm at thiSpacing required for

Check for Shear at this level


6/38


Temperature and Shrinkage Reiforcement

Dia of bar 12 mm

No of bars 25 Nos

Provide 17 306

Provide 8 650

Designing Toe Slab

0.45 m

0.60 m Cover = 50 mm

Length of Toe 0.70 m

Thickness of Slab

Provide Thickness of Toe

Nos bars on innner face at sapcing of

The wall must be connected to the base by carrying wall reiforcement inside the full le

of toe to form the toe reinforcement. Alternatively, dowels of 12 mm bars can be used t

least development length inside the wall and extended to full length of toe.

Nos bars on outer face at spacing of

Provide horizontal reinforcement equal to 0.12 % of the vertical sectional area of wall


7/38


20 mm

Spacing required = 437 mm


OK

Designing Heel Slab

Thickness of Slab 0.45 m

0.60 m Cover = 50 mm

2.40 m

57.97 KN/m2

109.73 KN/m2

57.97 Factor 1/3 or 2/3


Pressure on Heel at B =

Length of Toe

Refer Summary, Reiforcement and Shear worksheets for design.

MIN of B and D

Pressure on Heel at D =

Thickness of Heel Slab

Check for Shear


8/38


OKCheck for Shear


9/38


Design of Shear Key

Assume Depth of Shear key = - m

Active Earth Pressure = - KN

Passive Earth Pressure = 10.01 KN

Resisting Force = 213.46 KN

Sliding Force = 130.64 KN

Factor of Safety against Sliding = 1.63

Thickness of Key = 0.40 m

Factored SF = - KN

Factored BM = 3.00 KN-m

20 mm

( Min 1.55 )



10/38

A C D B

m

AT


11/38

AT


12/38

AT

2.10 m


13/38

AT

nforcement = 50 mm

ent

ent

ttom of wall

of haunch


14/38

AT

mm

ent

p of bottom slab

p of bottom slab

s level


15/38

AT

2850 mm2

mm c/c

mm c/c

d = 0.55

gth

o height of at


16/38

AT

ent

d = 0.55

0.33


17/38

AT


18/38

AT


19/38

fck = 20

fy = 415

Beam Span b D

d

cover

mm

Factored

Moment

KN-m Mu,lim SR/DR

Factored

Shear

KN

Tve

N/mm2

Wall 5.20 1,000 600 550 285.84 834.90 SR 165.87 0.30

Bottom 50

Wall 5.20 1,000 600 550 285.84 834.90 SR 165.87 0.30

0 50

Wall 3.20 1,000 516 466 65.89 599.35 SR 62.36 0.13

2 50

Wall 1.60 1,000 448 398 8.00 437.20 SR 15.30 0.043.6 50

Tc,max =

Limiting moment of resistance index for singly reinf sections =

DESIGN OF RETAINING WALL AT


20/38

2.8

0.138

OK/

Revise

OK

OK

OK

OK


21/38

fck = 20

fy = 415

Beam Span

b

D

d

d' Mu,lim Mu Mu2 d'/d fsc fcc

Wall 5.20 1,000 834.90 285.84 - 0.05 353 8.92

Bottom 600550

30

Wall 5.20 1,000 834.90 285.84 - 0.05 353 8.920 600

550

30

Wall 3.20 1,000 599.35 65.89 - 0.06 353 8.92

2 516466

30



22/38

Beam Span

Wall 5.20

Bottom

Wall 5.200

Wall 3.20

2

Asc Ast2

Total

Ast

calculated

sq mm

Min Ast

sq mm

Max Ast

sq mm

- - 1527 720 22000

- - 1527 720 22000

- - 399 619 18640


23/38

Beam Span

Wall 5.20

Bottom

Wall 5.200

Wall 3.20

2

Desired

Ast/m

Dia of

Bar

mm

Spacing

Required

mm

Spacing

Provided

mm

Ast

Provided

sq mm

Dia of

Bar

mm

Spacing

Required

mm

1527 16 132 100 2011 20 0

1527 16 132 100 2011 12 0

619.2 16 325 200 1006 12 0

T e n s i o n R e i n f o r c e m e n t C o m p r e s s i o


24/38

Beam Span

Wall 5.20

Bottom

Wall 5.200

Wall 3.20

2

Spacing

Provided

mm

Ast

Provided

sq mm

100 3143

100 1131

100 1131

R e i f o r c e m e n t


25/38

fck = 20

fy = 415

Beam Span

b

D

d



30


26/38

Beam Span

Asc Ast2

Total

Ast

calculated

sq mm

Min Ast

sq mm

Max Ast

sq mm


27/38

Beam Span

Desired

Ast/m

Dia of

Bar

mm

Spacing

Required

mm

Spacing

Provided

mm

Ast

Provided

sq mm

Dia of

Bar

mm

Spacing

Required

mm



28/38

Beam Span

Spacing

Provided

mm

Ast

Provided

sq mm



29/38

fck = 20

fy = 415

Beam Span

b

D

d



Key - 1,000 338.10 3.00 - 0.14 342 8.92

400350

50


30/38

Beam Span

Key -

Asc Ast2

Total

Ast

calculated

sq mm

Min Ast

sq mm

Max Ast

sq mm

- - 24 480 14000


31/38

Beam Span

Key -

Desired

Ast/m

Dia of

Bar

mm

Spacing

Required

mm

Spacing

Provided

mm

Ast

Provided

sq mm

Dia of

Bar

mm

Spacing

Required

mm


480 20 450 80 3929 12 0


32/38

Beam Span

Key -

Spacing

Provided

mm

Ast

Provided

sq mm


100 1131


33/38

fck = 20

fy = 415

Beam Span

b

D

d

mm Vu Tve Ast Tc Remarks

Wall 5.20 1,000 165.87 0.30 2011 0.42 OK

Bottom 600

550

Wall 5.20 1,000 165.87 0.30 2011 0.42 OK

0 600

550

Wall 3.20 1,000 62.36 0.13 1006 0.34 OK

2 516

466

Wall 1.60 1,000 15.30 0.04 559 0.28 OK



34/38

350


35/38

1

2

3


The software needs to be checked for provisions in IS : 14458 pertaining to Retaining

Walls for Hill Areas

This software has been checked for examples 19.1, 19.2 and 19.3 given in Reinforce

Concrete ( Limit State design ) by Sh Ashok K Jain

Publishers : Nem Chand and Bros, Roorkee

The face of the wall in contact with earth is assumed to be vertical.


36/38


37/38

Height 4.0 m

Slope of earth fill i 10 O l(for dry & moist back fill) =

Inclination of wall with vertical a 0 O

Angle of internal friction f 30 O

Angle of friction between wall and earthfill 20 O l (for submerged back fill) =

For submerged backfill = 0.5 x d 10 O

Density of saturated soil ws 2.0 gm/cc

Density of dry / moist soil w 1.6 gm/cc A = Cos (f-l-a) ; B = Cos (d + a + l) ; C = Sin (f - i- l)

Height of water table 3.0 m

Basic horizontal seismic coefficient ao 0.04 D = Cos l ; E = Cos a ; F = Cos (a - i) ; G = Sin (f + d)

Horizontal seismic coefficient = ao. I . b ah 0.04

Vertical seismic coefficient = 0.5 . ah av 0.02

l A B C D E F G Ca

Dry / moist back fill (using + av) 2.2457 0.885 0.9256 0.3049 0.9992 1 0.9848 0.766 0.3807

Dry / moist back fill (using - av) 2.3373 0.8857 0.925 0.3034 0.9992 1 0.9848 0.766 0.3672

0 0.866 0.9397 0.342 1 1 0.9848 0.766 0.34

Submerged back fill (using + av) 4.4846 0.9025 0.9682 0.2675 0.9969 1 0.9848 0.6428 0.424

Submerged back fill (using - av) 4.6669 0.9038 0.9674 0.2644 0.9967 1 0.9848 0.6428 0.4104

0 0.866 0.9848 0.342 1 1 0.9848 0.6428 0.3495

d

1tan

1

h

v

a

a

-

1tan

1 1

s h

s v

w

w

a

a

- -


38/38

Retaining Wall 4 m

Documents

Transcript of Retaining Wall 4 m