DESIGN OF RETAINING WALL (CANTILEVER)

MIX = 20

STEEL = 500

H2 = 2.25 21.80141

DENSITY OF EARTH = 18
DENSITY OF concrete 20
ANGLE OF INFERNAL FRICTION φ = 29

S.B.C = 150
cos alpha 0.928486 sin phi 0.485
COEFF OF FRICTION BETWEEN SOIL AND CONCRETE( μ) 0.4 cos phi 0.87462 1-sin phi 0.515
1+ sin phi 1.485
COEFF OF ACTIVE EARTH PRESSURE (Ka) = 0.462 0.461822

Min depth of foundation = 1.00 safe in over turning

safe in over turning
Provide depth of foundation = 0 hence shear key is to be provided
SAFE in shear stress check for stem wall
HEIGHT OF RETAINING WALL = 2.25 #DIV/0!
Height including inclinde back height 3.15 fails in sliding fails in sliding
DIMENSIONS OF RETAINING WALL 1.80

B is (0.48XH) TO (0.56XH) 1.08 1.80 2.5

B (0.56XH) 1.26 1
0.6 21.8 deg 0.9
B (Pro) 0

THICKNESS OF SLAB 0.19

THICKNESS OF SLAB (PRO) 0.000

H2
2.25
TOE PROJECTION H1 PH
0 2.25
HEEL PROJECTION H
0.00

0.000

0 KaγH
2.40
STABILITY CALCULATION FOR 1m RUN OF WALL

(stability)
Wt. Kn x in (m) Ms Kn-m
COMPONENTS

Wt of back filling 0 2.400 0.000 0 0

Rectangular portion of the stem
27 2.1 56.70 2.1 56.7
Triangular portion of the stem
40.500 1.200 48.60 1.2 48.6

base slab 0.000 0 0.00 0 0

weight of triangular 0.000 0 0.00

portion i.e inclined back fill
0.6 0

triangle portion of soil for a 0.000 1.800 0.00

height of stem
0.6 0

Pv 0.000 0.00 0.00 xw

(toe) 1.56
Σw Σms 41.260 40.2 xw (heel) 1.56
67.50 105.30 Σw 68 Σms 105.3 3.12
HORIZONTAL PRESSURE (PH) 41.260 41.260
Ph x cos alpha 38.31 0.9285 38.31
OVERTURNING MOMENT (Mo) 40.230 40.2

AS PER IS-456 (2000)

F1 (over turning) = 2.356 safe in over turning

F2 (sliding) = 0.63 hence shear key is to be provided

PRESSURE UNDER BASE SLAB

TOTAL MOMENT ABOUT POINT 'O' (Ms-Mo) 65.07 145.530

TOTAL VERTICAL LOAD 68 68

e 0.23600 safe e 2.156

X 0.964 P4 X 2.156 B-X -1.56

b/6 0.4
Sw R Mr -105.3

-2.355705
0 fos overturning
0 e
0

Max (Pressure) P1 44.72 safe in maximum bearning check

Min (Pressure) P2 11.53 safe in minimum bearning check

DESIGN OF STEM
Stem height = 3.15

Max Moment = 40.223

Mu = 60.334

d (reqd) = 147.85

Clear cover = 40

MIX
Select dia of bar = 16
STEEL(Fe)

D (req) = 195.85

D (pro) = 2400
MAX SHEAR (V)
d (pro) = 2352 Vu
0.021259

Mu/bd2 main steel = 0.011 ast req using formula 59.03704 τv

% from S.P-16 main steel = 0.588 100As/bd
% for dist steel = 0.12
 τc
Ast (req) main steel = 59.03703825
Ast (req) dist steel = 2880

select dia of bar (main steel) = 16

select dia of bar (dist steel) = 10

Spacing (req) main steel = 3405.66

Spacing (req) dist steel = 27.27

spacing (pro)main steel = 150 6

spacing (pro)dist steel = 125 5

Ast (pro) main steel = 1340.40

Ast (pro) dist steel = 628.312

Check for Shear

Max Shear Force = 38.3 KN

Vu 57.46086115 KN

actual shear stress 0.024430638 N/SQMM

Pt provided 0.056989751 %

permissible shear stress 0.28000 N/SQMM SAFE in shear stress check for stem wall

Curtailment at half of H2 1.12500

total height to calculate moment considering triangular surcharge 2.02500

Moment for 2.02500 m height is 11.50902 knm 0 0.6

factored moment at H2/2 17.26353 2.25 2.40
depth or thickness at 1m from top 1500.00000 mm 2.25 1.80
1452.00000
Ast req 27.35870 mm^2 1.13 ? 0.9
thickness f 1.13 m = 1.5
Ast min 1800.00000 mm^2

dia of main steel H2/2 depth 16 mm

dia of distribution steel at H2/2 depth 10 mm

Spacing required 111.70107 mm

Spacing required for distribution in top H2/2 portion 43.63323 mm

main reinforcementSpacing provided in H2/2 top portion 300 mm

distribution reinforcement spacing provided in H2/2 portion 175 mm

Ast provided in top H2/2 portion 670.20643 mm^2

Ast Distribution in top H2/2 448.79895 mm^2

 0 #DIV/0! Kn/m
DESIGN OF TOE SLAB

0
0
44.72
Kn/m

#DIV/0! Kn/m
0 11.53
0 2.40 0 2.40 ? #DIV/0!
0 44.72

#DIV/0! 0.00 11.53

44.72 Kn/m 0? #DIV/0!
Kn/m 2.40 #DIV/0!

Moment = #DIV/0!

Mu = #DIV/0!

Shear force on Toe (v) #DIV/0!

factored Shear force on toe (Vu) #DIV/0!

d (req) = #DIV/0!

Clear cover = 50

MIX
Select dia of bar = 16
STEEL(Fe)

D (req) = #DIV/0!

D (pro) = 0.000
MAX SHEAR (V)
d (pro) = -58 Vu

Mu/bd2 main steel = #DIV/0! ast req using formula #DIV/0! τv

% from S.P-16 main steel = #DIV/0! 100As/bd
% for dist steel = 0.12

τc
Ast (req) main steel = #DIV/0!
Ast (req) dist steel = 0
 select dia of bar (main steel) = 16
select dia of bar (dist steel) = 12

Spacing (req) main steel = #DIV/0! #DIV/0!

Spacing (req) dist steel = #DIV/0! #DIV/0!

spacing (pro)main steel = 175 7

spacing (pro)dist steel = 175 7 56.7
8.75
Ast (pro) main steel = 1148.9 65.45 30.375
Ast (pro) dist steel = 646.3 113.53
111.854 a
ACTUAL SHEAR STRESS ON TOE #DIV/0! N/SQ/MM 0.743388

Pt Provided -1.980885123

Permissible shear stress for Toe #NUM! N/SQ/MM #DIV/0!

DESIGN OF HEEL SLAB

11.53
#DIV/0! Kn/m
Kn/m

Weight of back filling = 41.31

Self wt. = 60

Total Wt. = 101.310

Shear Force heel #DIV/0! KN

Vu heal #DIV/0! KN

Max B.M = #DIV/0! KN.M

Mu = #DIV/0! Kn.M

d (req) = #DIV/0!

Clear cover = 50 mm

MIX
Select dia of bar = 12 mm
STEEL(Fe)

D (req) = #DIV/0! mm

D (pro) = 0 mm
MAX SHEAR (V)
d (pro) = -56 mm Vu

Mu/bd2 main steel = #DIV/0! τv

% from S.P-16 main steel = #DIV/0! #DIV/0! 100As/bd
% for dist steel = 0.12
 τc
Ast (req) main steel = #DIV/0!
Ast (req) dist steel = 0

select dia of bar (main steel) = 12

select dia of bar (dist steel) = 12

Spacing (req) main steel = #DIV/0!

Spacing (req) dist steel = #DIV/0!

spacing (pro)main steel = 175 7

spacing (pro)dist steel = 125 5

Ast (pro) main steel = 646.3

Ast (pro) dist steel = 904.8

actual shear stress #DIV/0!

Pt provided -1.154042449

perm shear stress in heel #NUM! #DIV/0!

DESIGN OF SHEAR KEY

or
PRESSURE AT THE FACE OF SHEAR KEY = #DIV/0! dist of shear key from toe 2.350 2.05

Coeff OF PASSIVE EARTH PRESSURE = 2.164502165 extra depth resistance 1.302626 1.136334
depth neglected 0.5 0.5
'a' IS THE PROJECTION OF SHEAR KEY Hp1 -0.5 -0.5
Hp2 1.177626 1.011334

RESISTANCE BY PASSIVE EARTH PRESSURE = #DIV/0! a Pp 22.14553 15.05446

FACTOR OF SAFETY AGAINST SLIDING 1.154554 0.987967

'a' = #DIV/0! mm fails in fails in

sliding sliding

Hence Provide 375 mm Shear key

R1 TOE MAIN BOTTOM 16 MM @ 175 MM C/C
R2 TOE DIST BOTTOM 12 MM @ 175 MM C/C
R2 HEEL MAIN TOP 12 MM @ 175 MM C/C
R2 HEEL DIST 12 MM @ 125 MM C/C
R3
 FOR TOE PORTION
20 N/mm2
=
500 N/mm2
=

MAX SHEAR (V) = 38.3 Kn

= 57.46086114964 Kn

= 0.024 N/mm2 B 1000 d 2352

PT PROVIDED = 0.057
= 0.2800 N/mm2
τc (values)
100as/bd M20
< or = 0.15 0.28
0.25 0.36
0.5 0.48
0.75 0.56
1 0.62
1.25 0.67
1.5 0.72
1.75 0.75
2 0.79
2.25 0.81
2.5 0.82
2.75 0.82
3 0.82
interpolation
0.125 = 0.28
0.187 ?
0.25 = 0.36
0.187 value is 0.31968
original τc value is 0.28000 this is for toe portion
 FOR TOE PORTION
20 N/mm 2
=
500 N/mm2
=

MAX SHEAR (V) = #DIV/0! Kn

= #DIV/0! Kn

= #DIV/0! N/mm2 B 1000 d -58

PT PROVIDED = -1.981

= #NUM! N/mm2
τc (values)
100as/bd M20
< or = 0.15 0.28
 0.25 0.36
0.5 0.48
0.75 0.56
1 0.62
1.25 0.67
1.5 0.72
1.75 0.75
2 0.79
2.25 0.81
2.5 0.82
2.75 0.82
3 0.82
interpolation
0.125 = 0.28
0.187 ?
0.25 = 0.36
0.187 value is 0.31968
original τc value is #NUM! this is for toe portion

FOR HEEL PORTION

20 N/mm2
=
500 N/mm2
=

MAX SHEAR (V) = #DIV/0! Kn

= #DIV/0! Kn

= #DIV/0! N/mm2 B 1000 d -56

PT PROVIDED = -1.154
 = #NUM! N/mm 2

τc (values)
100as/bd M20
< or = 0.15 0.28
0.25 0.36
0.5 0.48
0.75 0.56
1 0.62
1.25 0.67
1.5 0.72
1.75 0.75
2 0.79
2.25 0.81
2.5 0.82
2.75 0.82
3 0.82
interpolation
0.125 = 0.28
0.187 ?
0.25 = 0.36
0.187 value is 0.31968
original τc value is #NUM! this is for heelportion

12.72138