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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
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DESIGN OF RETAINING WALL
23.04 KN -Vertical Component
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DESIGN OF RETAINING WALL
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 )
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DESIGN OF RETAINING WALL
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
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DESIGN OF RETAINING WALL
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
Write Spacing provided in Reinforcement Sheet. Also check for compression reinforce
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
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DESIGN OF RETAINING WALL
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
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DESIGN OF RETAINING WALL
20 mm
Spacing required = 437 mm
Write Spacing provided in Reinforcement Sheet. Also check for compression reinforce
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
Dia of Bar for Tension reinforcement
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
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DESIGN OF RETAINING WALL
OKCheck for Shear
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DESIGN OF RETAINING WALL
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 )
Dia of Bar for Tension reinforcement
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A C D B
m
AT
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AT
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AT
2.10 m
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AT
nforcement = 50 mm
ent
ent
ttom of wall
of haunch
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AT
mm
ent
p of bottom slab
p of bottom slab
s level
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AT
2850 mm2
mm c/c
mm c/c
d = 0.55
gth
o height of at
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AT
ent
d = 0.55
0.33
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AT
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AT
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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
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2.8
0.138
OK/
Revise
OK
OK
OK
OK
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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
DESIGN OF RETAINING WALL AT
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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
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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
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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
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fck = 20
fy = 415
Beam Span
b
D
d
d' Mu,lim Mu Mu2 d'/d fsc fcc
DESIGN OF RETAINING WALL AT
30
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Beam Span
Asc Ast2
Total
Ast
calculated
sq mm
Min Ast
sq mm
Max Ast
sq mm
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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
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
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Beam Span
Spacing
Provided
mm
Ast
Provided
sq mm
R e i f o r c e m e n t
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fck = 20
fy = 415
Beam Span
b
D
d
d' Mu,lim Mu Mu2 d'/d fsc fcc
DESIGN OF RETAINING WALL AT
Key - 1,000 338.10 3.00 - 0.14 342 8.92
400350
50
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Beam Span
Key -
Asc Ast2
Total
Ast
calculated
sq mm
Min Ast
sq mm
Max Ast
sq mm
- - 24 480 14000
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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
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
480 20 450 80 3929 12 0
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Beam Span
Key -
Spacing
Provided
mm
Ast
Provided
sq mm
R e i f o r c e m e n t
100 1131
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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
DESIGN OF RETAINING WALL AT
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350
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1
2
3
DESIGN OF RETAINING WALL AT
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.
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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
- -
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