Grade of Concrete = 20 N/mm2

Grade of Steel = 415 N/mm2

scbc =7 N/mm2
Modular ratio, m = 13.33
sst for normal RCC work = 230 N/mm2
k = 0.289
j = 0.904
R = 0.914 N/mm2
Height of retaining wall = 3050 mm
Depth of foundation = 1000 mm
S.B.C. = 200 kN/m2
200

3600

550
750 450 900

450
O 2100

Taking moments about point O

Thickness / unit wt point of
Loads due to depth length (KN/cum) breadth (m) weight (t) application
wall
rectangular
portion 0.2 3.6 25 1 18 1.1
wall
triangular
portion 0.5 3.6 25 0.25 11.25 0.92
weight of
fndn 0.45 2.1 25 1 23.625 1.05
weight of
soil above
heel slab 3.6 0.9 18 1 58.32 1.65
weight of
soil above
toe slab 0.55 0.75 18 1 7.425 0.375
118.62
TOTAL RESISTING MOMENT MR = 153.968 kN-m
Earth Pressure P = Ka*g*H^2/2 = 49.2075 kN
Overturning
OVERTURNING MOMENT MO = 66.430125 kN-m
F.O.S against overturning = 2.32 >2 Hence Safe
Sliding
F.O.S against sliding µ*∑W/P = 1.21 <1.5 Hence Unsafe SHEAR KEY REQUIRED
Pressure Distribution
Net Moment = 87.537875 kN-m
Point of application of resultant from point O = 0.74 m
Eccentricity e = 0.31 m <b/6 ok
Pressure at O = 106.52 kN/m 2
< 200 kN/m2 Hence Safe
Pressure at A = 6.46 kN/m2 < 200 kN/m2 Hence Safe
Pressure at the junction of stem with toe = 70.78 kN/m2 < 200 kN/m2 Hence Safe
Pressure at the junction of stem with heel = 63.64 kN/m2 < 200 kN/m2 Hence Safe
DESIGN OF TOE SLAB
Downward weight of slab = 11.25 kN/m2
Hence Net pressure intensity at O = 95.27 kN/m2
And Net pressure intensity at junction = 59.53 kN/m2
Shear Force at junction = 58.05 kN
dist of resultant of forces from junction = 0.4
Bending Moment at juntion = 23.22 kN-m
Depth required = 159.39 mm provided thickness is ok
Area of steel = 290.071606 mm2
Dia of steel = 12 mm
No. of bars = 2.56
Spacing = 390.63 mm
Minimum steel = 540 mm2
Dia of steel = 12 mm
No. of bars = 4.77
Spacing = 209.64 mm
Hence provide 12 @ 209.64 mm c/c
Shear Stress = 0.15 N/mm2
DESIGN OF HEEL SLAB
Downward weight of slab = 10.125 kN acting at
Downward weight of soil = 58.32 kN acting at
Total upward soil reaction = 31.545 kN acting at
Shear Force at junction = 36.9 kN
Bending Moment at juntion = 20.45 kN-m
Depth required = 149.58 mm provided thickness is ok
Area of steel = 255.467887 mm2
Dia of steel = 12 mm
No. of bars = 2.26
Spacing = 442.48 mm
Minimum steel = 540 mm2
Dia of steel = 12 mm
No. of bars = 4.77
Spacing = 209.64 mm
Hence provide 12 @ 209.64 mm c/c
Shear Stress = 0.1 N/mm2
 A

moment (t-
m)

19.8

10.35

24.806

96.228

2.784
153.968
safe SHEAR KEY REQUIRED

200 kN/m2 Hence Safe > 0 kN/m2 Hence Safe

200 kN/m2 Hence Safe > 0 kN/m2 Hence Safe
200 kN/m2 Hence Safe > 0 kN/m2 Hence Safe
200 kN/m2 Hence Safe > 0 kN/m2 Hence Safe

ovided thickness is ok

0.45 m from junction

0.45 m from junction
0.328 m from junction

ovided thickness is ok
 DESIGN OF CANTELEVER RETAINING WALL

Grade of Concrete = 20 N/mm2

Grade of Steel = 500 N/mm2
scbc =7 N/mm2
Modular ratio, m = 13.33
sst for normal RCC work = 275 N/mm2
k = 0.253
j = 0.916
R = 0.811 N/mm2
Height of retaining wall = 3657.6 mm
Depth of foundation = 1000 mm
S.B.C. = 150 kN/m2
230

3657.6

4207.6

550
800 450 1450
450

150
O 2700 A

Taking moments about point O

Thickness / unit wt point of moment (t-
Loads due to depth length (KN/cum) breadth (m) weight (t) application m)
wall
rectangular
portion 0.23 4.2076 25 1 24.194 1.135 27.46

Page 72
 wall
triangular
portion 0.5 4.2076 25 0.22 11.571 0.947 10.958
weight of
fndn 0.45 2.7 25 1 30.375 1.35 41.006
weight of
soil above
heel slab 3.6576 1.45 18 1 95.463 1.975 188.539
weight of
soil above
toe slab 0.55 0.8 18 1 7.92 0.4 3.168
169.523 271.131

TOTAL RESISTING MOMENT MR = 271.131 kN-m

Earth Pressure P = Ka*g*H^2/2 = 1/3 x 18 x ((4.2076+0.45+0.15))^2/2
= 69.34 kN
Overturning
OVERTURNING MOMENT MO = 69.34 x (4.2076+0.45+0.15)/3
= 111.12 kN-m
F.O.S against overturning = 271.131/111.12
= 2.44 >2 Hence Safe
Sliding
F.O.S against sliding µ*∑W/P = (0.5 x 169.523/69.34)
<1.5 Hence Unsafe SHEAR KEY
= 1.22 REQUIRED
Pressure Distribution
Net Moment = 271.131-111.12
= 160.011 kN-m
Point of application of resultant from point O = 160.011/169.523
= 0.944 m
Eccentricity e = 2.7/2-0.944 <b/6 ok
= 0.406 m
Pressure at O = 169.523/2.7 x (1+6 x 0.406/2.7)
= 119.43 kN/m2 < 150 kN/m2 Hence Safe > 0 kN/m2 Hence Safe
Pressure at A = 169.523/2.7 x (1-6 x 0.406/2.7)

Page 73
 = 6.14 kN/m2 < 150 kN/m2 Hence Safe > 0 kN/m2 Hence Safe
Pressure at the junction of stem with toe = (119.43-6.14)/2.7 X 1.9
= 79.72 kN/m2 < 150 kN/m2 Hence Safe > 0 kN/m2 Hence Safe
Pressure at the junction of stem with heel = (119.43-6.14)/2.7 X 1.45
= 60.84 kN/m2 < 150 kN/m2 Hence Safe > 0 kN/m2 Hence Safe
DESIGN OF TOE SLAB
Downward weight of slab = 0.45 x 25 = 11.25 kN/m2
Hence Net pressure intensity at O = 119.43-11.25= 108.18 kN/m2
And Net pressure intensity at junction of stem with toe = 79.72-11.25 = 68.47 kN/m2
Shear Force at junction = 0.5 x (108.18+68.47) x 0.8
= 70.66 kN
dist of resultant of forces from junction = ((108.18+2 x 11.25)/(11.25+108.18)) x 0.27
= 0.43 m
Bending Moment at juntion = 70.66 x 0.43
= 30.38 kN-m
Effective Depth required = (30.38 x 10^6/(1000 x 0.811 ))^0.5
= 193.55 mm provided thickness is ok
Effective Depth provided = 385 mm
Area of steel = 30.38 x 10^6/(275 x 0.916 x 385)
= 313.26 mm2
Dia of steel = 12 mm
No. of bars = 2.77
Spacing = 361.01 mm
Spacing provided = 200 mm
Area of steel provided = 565.49 mm2
Minimum steel = 0.12/100 x 1000 x 450
= 540 mm2
Dia of steel = 12 mm
No. of bars = 4.77
Spacing = 209.64 mm
Hence provide 12 mm dia @ 200 mm c/c
Shear Stress = 70.66 x1.5/385
= 0.275 N/mm2
percentage of steel = 0.13 %

Page 74
permissible Shear Stress = 0.33 >0.275 hence safe
DESIGN OF HEEL SLAB
Downward weight of slab = 1.45 x 0.45 x 25
= 16.31 kN acting at 1.45/2 = 0.725 m from junction
Downward weight of soil = 1.45 x 4.2076 x 18
= 109.82 kN acting at 1.45/2 = 0.725 m from junction
Total upward soil reaction = 0.5 x (60.84+6.14) x 1.45
= 48.561 kN acting at ((60.84+2x6.14)/(60.84+6.14))x 1.45/3
= 0.528 m from junction
Shear Force at junction = 16.31+109.82-48.561
= 77.569 kN
Bending Moment at juntion = 16.31 x 0.725+109.82 x 0.725-48.561 x 0.528
= 65.8 kN-m
Effective Depth required = ((65.8 x 10^6/(1000 x 0.811))^0.5
= 284.84 mm provided thickness is ok
Area of steel = 65.8 x 10^6/(275 x 0.916 x 385)
= 678.48 mm2
Dia of steel = 12 mm
No. of bars = 6
Spacing required = 166.67 mm
Spacing provided = 160 mm
Area of steel provided = 706.86 mm2
Minimum steel = 540 mm2
Dia of steel = 12 mm
No. of bars = 4.77
Spacing = 209.64 mm
Hence provide 12 @ 160 mm c/c
Shear Stress = 77.569 x 1.5 /385
= 0.3 N/mm2
percentage of steel = 0.16 %
permissible Shear Stress = 0.33 >0.3 hence safe

DESIGN OF STEM
B.M at the base of stem = 1/3 x 18 x 4.2076^3/6
= 74.491 kN-m

Page 75
Effective Depth required = ((74.491 x 10^6/(1000 x 0.811))^0.5
= 303.07 mm provided thickness is ok
Area of steel = 74.491 x 10^6/(275 x 0.916 x 385)
= 768.09 mm2
Dia of steel = 10 mm
No. of bars = 9.78
Spacing = 102.25 mm
Minimum steel = 540 mm2
Dia of steel = 10 mm
No. of bars = 6.88
Spacing = 145.35 mm
Hence provide 10 @ 102.25 mm c/c
S.F. at the base of stem = 1/3 x 18 x 4.2076^2/2
= 53.11 kN
Shear Stress = 53.11 x 1.5/385
= 0.21 N/mm2
percentage of steel = 0.17 %
permissible Shear Stress = 0.28 >0.21 hence safe
At Mid Height
Thickness of stem at Mid height = 340 mm
Effective Thickness = 275 mm
B.M at the mid ht of stem = 1/3 x 18 x 2.1038^3/6
= 9.311 kN-m
Effective Depth required = ((9.311 x 10^6/(1000 x 0.811))^0.5
= 107.15 mm increase thickness
Area of steel = 9.311 x 10^6/(275 x 0.916 x 275)
= 134.41 mm2
Dia of steel = 12 mm
No. of bars = 1.19
Spacing = 840.34 mm
Minimum steel = 0.12/100 x 1000 x 340
= 408 mm2
Dia of steel = 12 mm
No. of bars = 3.61
Spacing = 277.01 mm

Page 76
Hence provide 12 @ 277.01 mm c/c
S.F. at the mid ht of stem = 1/3 x 18 x 2.1038^2/2
= 13.28 kN
Shear Stress = 13.28 x 1.5/275
= 0.07 N/mm2
percentage of steel = 0.04 %
permissible Shear Stress = 0.28 >0.07 hence safe

Design of Shear Key

Passive Pressure Pp = kp x p (pressure at junction of toe) = 3 x 79.72
= 239.16 kN/m2
Total Passive Pressure = Pp x a = 239.16 x a
Sliding Force PH at the base of key = 1/3 x 18/2 (4 + a)^2
= 3x(4+a)^2
Weight of soil between bottom of base upto depth of shear key = 2.7a x 18
= 48.6 x a
Total Weight W = 161.603 + 48.6 x a
For Equilibrium
1.5 = 0.5 x (161.603 +48.6 x a)/3x(4+a)^2
Provide a shear key = 500 X 500
Continue Stem reinforceemnt into the key

Page 77
Grade of Concrete = 20 N/mm2
Grade of Steel = 500 N/mm2
scbc =7 N/mm2
Modular ratio, m = 13.33
sst for normal RCC work = 275 N/mm2
k = 0.253
j = 0.916
R = 0.811 N/mm2
Height of retaining wall = 2600 mm
Depth of foundation = 1150 mm
S.B.C. = 150 kN/m2
Cos b = 0.961
a = 30
Cos a = 0.866
Ka = 0.38

230 16
b

3150

550
800 450 1450

600
O 2700

Taking moments about point O

Thickness / unit wt point of
Loads due to depth length (KN/cum) breadth (m) weight (t) application
wall rectangular
portion 0.23 3.15 25 1 18.113 1.135

wall triangular
portion 0.5 3.15 25 0.22 8.663 0.95
weight of fndn 0.6 2.7 25 1 40.5 1.35
weight of soil
above heel slab 3.35789 1.45 18 1 87.641 1.99
weight of soil
above toe slab 0.55 0.8 18 1 7.92 0.4
TRAFFIC
SURCHARGE 7.25 0
Pv 0.38 x 18 x 4.16578^2/2 x Sin (16) 16.36 2.7
186.447

TOTAL RESISTING MOMENT MR = 305.209 kN-m

PH = 57.05
MOMENT DUE TO TRAFFIC SURCHARGE = 11.41875
Overturning
OVERTURNING MOMENT MO = 90.63875 kN-m
F.O.S against overturning = 3.37 >2 Hence Safe
Sliding
F.O.S against sliding µ*∑W/P = 1.63 >1.5 Hence Safe NO SHEAR KEY REQUI
Pressure Distribution
Net Moment = 214.57025 kN-m
Point of application of resultant from point O = 1.15 m
Eccentricity e = 0.2 m <b/6 ok
Pressure at O = 99.75 kN/m2 < 150 kN/m2 Hence Safe
Pressure at A = 38.36 kN/m 2
< 150 kN/m2 Hence Safe
Pressure at the junction of stem with toe = 81.56 kN/m2 < 150 kN/m2 Hence Safe
Pressure at the junction of stem with heel = 66.78 kN/m2 < 150 kN/m2 Hence Safe
DESIGN OF TOE SLAB
Downward weight of slab = 15 kN/m2
Hence Net pressure intensity at O = 84.75 kN/m2
And Net pressure intensity at junction = 66.56 kN/m2
Shear Force at junction = 60.524 kN
dist of resultant of forces from junction = 0.42
Bending Moment at juntion = 25.42008 kN-m
Depth required = 177.04 mm provided thickness is ok
Area of steel = 188.623137 mm2
Dia of steel = 10 mm
No. of bars = 2.4
Spacing = 416.67 mm
Minimum steel = 720 mm2
Dia of steel = 10 mm
No. of bars = 9.17
Spacing = 109.05 mm
Hence provide 10 @ 109.05 mm c/c
Shear Stress = 0.11 N/mm2
DESIGN OF HEEL SLAB
Downward weight of slab = 21.75 kN acting at
Downward weight of soil = 82.215 kN acting at
Total upward soil reaction = 76.2265 kN acting at
Shear Force at junction = 27.7385 kN
Bending Moment at juntion = 25.07 kN-m
Depth required = 175.82 mm provided thickness is ok
Area of steel = 186.025459 mm2
Dia of steel = 10 mm
No. of bars = 2.37
Spacing = 421.94 mm
Minimum steel = 720 mm2
Dia of steel = 10 mm
No. of bars = 9.17
Spacing = 109.05 mm
Hence provide 10 @ 109.05 mm c/c
Shear Stress = 0.05 N/mm2
 3565.78

moment (t-
m)

20.558

8.23
 54.675

174.406

3.168

0
44.172
305.209

e NO SHEAR KEY REQUIRED

150 kN/m2 Hence Safe > 0 kN/m2 Hence Safe

150 kN/m2 Hence Safe > 0 kN/m2 Hence Safe
150 kN/m2 Hence Safe > 0 kN/m2 Hence Safe
150 kN/m2 Hence Safe > 0 kN/m2 Hence Safe

ovided thickness is ok
 0.725 m from junction
0.725 m from junction
0.66 m from junction

ovided thickness is ok
Grade of Concrete = 20 N/mm2
Grade of Steel = 415 N/mm2
scbc =7 N/mm2
Modular ratio, m = 13.33
sst for normal RCC work = 230 N/mm2
k = 0.289
j = 0.904
R = 0.914 N/mm2
Height of retaining wall = 2134.15 mm
Depth of foundation = 1371.95 mm
S.B.C. = 100 kN/m2
230

3126.1

991.95
799.635 230 799.635

380
O 1829.27

Taking moments about point O

Thickness / unit wt point of
Loads due to depth length (KN/cum) breadth (m) weight (t) application
wall
rectangular
portion 0.23 3.1261 25 1 17.975 0.914635
wall
triangular
portion 0.5 3.1261 25 0 0 0.8
weight of
fndn 0.38 1.82927 25 1 17.378 0.914635
weight of
soil above
heel slab 3.1261 0.799635 18 1 44.995 1.4294525
weight of
soil above
toe slab 0.99195 0.799635 18 1 14.278 0.3998175
94.626
TOTAL RESISTING MOMENT MR = 102.363 kN-m
Earth Pressure P = Ka*g*H^2/2 = 36.8782116 kN
Overturning
OVERTURNING MOMENT MO = 43.0995659 kN-m
F.O.S against overturning = 2.38 >2 Hence Safe
Sliding
F.O.S against sliding µ*∑W/P = 1.28 <1.5 Hence Unsafe SHEAR KEY REQUIRED
Pressure Distribution
Net Moment = 59.2634341 kN-m
Point of application of resultant from point O = 0.63 m
Eccentricity e = 0.284635 m <b/6 ok
Pressure at O = 100.02 kN/m 2
> 100 kN/m2 Hence unsafe
Pressure at A = 3.43 kN/m2 < 100 kN/m2 Hence Safe
Pressure at the junction of stem with toe = 57.8 kN/m2 < 100 kN/m2 Hence Safe
Pressure at the junction of stem with heel = 57.8 kN/m2 < 100 kN/m2 Hence Safe
DESIGN OF TOE SLAB
Downward weight of slab = 9.5 kN/m2
Hence Net pressure intensity at O = 90.52 kN/m2
And Net pressure intensity at junction = 48.3 kN/m2
Shear Force at junction = 55.5026653 kN
dist of resultant of forces from junction = 0.44
Bending Moment at juntion = 24.4211728 kN-m
Depth required = 163.46 mm provided thickness is ok
Area of steel = 372.871934 mm2
Dia of steel = 10 mm
No. of bars = 4.75
Spacing = 210.53 mm
Minimum steel = 456 mm2
Dia of steel = 10 mm
No. of bars = 5.81
Spacing = 172.12 mm
Hence provide 10 @ 172.12 mm c/c
Shear Stress = 0.18 N/mm2
DESIGN OF HEEL SLAB
Downward weight of slab = 7.5965325 kN acting at
Downward weight of soil = 44.9953015 kN acting at
Total upward soil reaction = 24.4808255 kN acting at
Shear Force at junction = 28.1110085 kN
Bending Moment at juntion = 14.15 kN-m
Depth required = 124.42 mm provided thickness is ok
Area of steel = 216.047686 mm2
Dia of steel = 10 mm
No. of bars = 2.75
Spacing = 363.64 mm
Minimum steel = 456 mm2
Dia of steel = 10 mm
No. of bars = 5.81
Spacing = 172.12 mm
Hence provide 10 @ 172.12 mm c/c
Shear Stress = 0.09 N/mm2
 A

moment (t-
m)

16.441

15.895

64.318

5.709
102.363
safe SHEAR KEY REQUIRED

100 kN/m2 Hence unsafe > 0 kN/m2 Hence Safe

100 kN/m2 Hence Safe > 0 kN/m2 Hence Safe
100 kN/m2 Hence Safe > 0 kN/m2 Hence Safe
100 kN/m2 Hence Safe > 0 kN/m2 Hence Safe

ovided thickness is ok

0.3998175 m from junction

0.3998175 m from junction
0.281 m from junction

ovided thickness is ok