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DESIGNED BY - SHIVENDRA KUMAR CHECKED BY - CHETAN AGRAWAL
Design Of Retaining Wall
* All dimensions are in m unless specied
0.50
11.00
Earth Side Water Side
4.03
1.9 1.50
!.00
14.00
Cn!itin " # N $ate% insi!e &$e% '(annel) Ea%t( *ll
+tsi!e
" #
A $
,%&e%ties
%nit &t. of soil'(e) considerin+ it to ,e saturated -
22.00
An+le of internal friction of soil') - 35.00 de+ree
%nit &t. of concrete - 25.00
Safe $earin+ "apacit/ of soil'S$") - 40.00
%nit &t. of &ater(& - 10.00
- 0.0
actor of safet/ a+ainst oerturnin+ - 1.40
actor of safet/ a+ainst Slidin+'or earthuae case) - 1.20
actor of safet/ a+ainst Slidin+'or non earthuae case) - 1.40
La!s
Weights
La! Val+eKN.
W1 95.99
W2 201.1
W3 13.50
W5 525.00
A6 1!40.20
Earth pressure(Static & Dynamic)
'7ef. "lause !.1 of 8S1!93:19!4)
- ;ori
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- Angle which earth face of the wall makes with the
verticalB
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G - Slope of earth ll
H - An+le of friction ,et&een the &all and earthll
'&all friction an+leshould ,e taen 23 of of 87":!pp9)
- factor &hich is a function of +eometr/
, - hicness of &all
"a
- I 1.00
1 J sin 'K J H) sin ' : G : >)cos 'B : G) cos 'H J B J
Luttin+ Bh - 0 B - 0 and > -0
"aM
- I 1.00
1 J sin 'K J H) sin ' : G : >)
cos 'B : G) cos 'H J B )
- 0.20 'rom Soft&are calculation)
Sa+ - 3.00 ' 7ef. +. 5 of earthuae report for 0.2 sec natural
period)
Bh - 0.1N ' 7ef. clause 5.4.3 of earthuae report)
- 35.00 de+rees
B - 2Bh3 - 0.10
!.00 or 9.!1 de+rees
B - .N0 de+rees
H - 23.33 de+rees
G - 0.00 de+rees
Calculation of Active Coefficients
TOTAL STATIC
- 1.00 0.9
- 0.81 0.9
- 0.73 0.!4
sin 'K J H) sin ' : G : >) - 0.36 0.49
cos 'B : G) cos 'H J B J >) - 0.75 0.!5
otal "a - 0.4!
- 0.30
- 0.1
OaPimum static earth pressure - - 33.29
#/namic earth pressure - - 1!.0
6oad due to static earth pressure'Sepr) - 33.29*11.00 - 332.95
?@
actin+ at a distance 13 of hei+ht from ,otto
6oad due to d/namic earth pressure'#epr) - 1!.0*11.00 - 1!.00
?@
actin+ at a distance 12 of hei+ht from ,otto
'1 Bv) * cos2' : > : B)
cos > * cos2B * cos'H J B J >)
'1 ) * cos2' :B)
1 * cos2B * cos'H J B)
'1 J Bv) * cos2 ' : > : B)
'1 Bv) * cos2' : > : B)
'1 : Bv) * cos2' : > : B)
cos > * cos2B * cos'H J B J >)
"astatic
"oe=cient for d/namic earth pressure increment"ad/namic
- "a : "aM
'12)*e*h*"a
static ?@m2
'12)*e*h*"a
!namic ?@m2
=tan1 h
1v=
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Vehicle surcharge
- 0.00 m
- 0.00
6oad due to ehicle surchar+e'W) - - 0.00 ?@
actin+ at a distance 12 of hei+ht from ,otto
Lateral Inertia seimic load of wall
La! C%es&n!ing $eig(tKN. Sei/i' La! 0al+e KN.
S6W2 201.1 31.2
S6W3 13.50 21.31
S6W5 525.00 !1.3!
Vertical Inertia seimic load of wall
La! C%es&n!ing $eig(tKN. Sei/i' La! 0al+e KN.
SCW2 201.1 :20.!4
SCW3 13.50 :14.21
SCW5 525.00 :54.25
Vertical Inertia seimic load of Soil
La! C%es&n!ing $eig(tKN. Sei/i' La! 0al+e KN.
SCW1 95.99 :100.!5
Sta1ilit2 against O0e%t+%ning
a) Without earthquae case
!esultant of "ertical forces
La! Val+eKN. CG f%/ B/.
W1 95.99 11.9! 11N95.3
W2 201.1 !.99 1!13.19W3 13.50 !.25 1134.3!
W5 525.00 .00 3N5.00
otal Wt. 1!40.20 1!31!.30 A
"Q of resultant from $ - 9.95 m
erturnin+ Ooment due to static earth pressure J Cehicle
surchar+eOo - 120.24 ?@m
7esistin+ OomentOr - 1!31!.30 ?@m
S - OrOo - 10.N5
R1.4 ?
#) With earthquae case
La! Val+eKN. CG f%/ B/.
S6W2 31.2 5.1 1N1.54
S6W3 21.31 .00 149.19
S6W5 !1.3! 0.5 N1.03
SCW2 :20.!4 !.99 :1!.3N
SCW3 :14.21 !.25 :11.22
SCW5 :54.25 .00 :39.5
#epr 1!.00 .00 1309.00
otal Wt. 9.0 N24.N
- 3401.00 ?@m
7esistin+ momentOr -1!31!.30J:20.!4P!.99J:14.21P!.25J:54.25P.00
- 1N33.9N ?@m
S - OrOo - 5.1!
R1.4 ?
Euialent to soil surchar+e of hei+hthe
Lressure due to ehicle surchar+eLs -
castatic*
(e*he ?@m2
Ls
* h
M/ent a1+tBKN/.
M/ent a1+tBKN/.
erturnin+ moment due to 6ateral seimic loadsearth pressure and
ehiclesurchar+eOo
-120.24J'31.2P5.1J21.31P.00J!1.3!P0.5)J1!.00P.00
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Sta1ilit2 against Sli!ing
a) Without earthquae case
Slidin+ orces - 332.95 ?@
- 12!!.52 ?@
- 3.!
R1.4 ?
#) With earthquae case
Slidin+ orces - N53.90 ?@- 1225.99 ?@
- 1.!
R1.2 ?
Base ,%ess+%e Cal'+latin
O - moment due to ertical forces
Oh - moment due to hori
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Design
a) $ending %oment and Shear stress alculations
* :e load indicates do&n&ard load
* #eductions are due to self&ei+ht and soil &ei+ht
* 6eer arm distance is the distance of "Q of load to the point
a,out &hich moment is considered
* Shear stress calculated at a distance d from face of
concrete
C/&nent Net La!KN.
;eel Sla, N!.12 112.22 :449.10 A,out " 2.09
oe sla, 93.05 300.00 493.05 A,out # 3.53
Stem
#epr J W 1!.00 A,out " 5.50
Sepr 332.95 A,out " 3.N
otal for stem -
#) !einforcement alculations
"rae of concrete #se O 25
"rae of $teel #se e 415
Reinforcement for stem earth side
%oment&%#' pt
'@:m) 'mm) 'mm) U
333.9 9!!.9201931 191 0.2! 0.33 0.91!115N 0.23
Lroide 32 V 1!0 cc
44N!.04
Reinforcement for Heel Slab
%oment&%#' pt
'@:m) 'mm) 'mm) U
1405.3N N3!.2402113 1450 0.2491 0.29 0.NN!423 0.12
Lroide 20 V 10 cc
1!4!.00
Reinforcement for Toe Slab
%oment&%#' pt
'@:m) 'mm) 'mm) U
2N14.32 !0.501!151 1450 0.34595 0.3 1.2434332 0.2
Lroide 32 V 205 cc
3923.1N
La! !+e t ea%t(1tt/&%ess+%eKN.
La!De!+'tinKN.
,int a1+t$(i'( //3 Ista4en
Le0e% a%/!istan'e/.
dr
d(
5v
c O#,d
2
@mm2 @mm2
mm2
dr
d(
5v
c O#,d
2
@mm2 @mm2
mm2
dr
d(
5v
c O#,d
2
@mm2 @mm2
mm2
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2.00
)
2.00
m
m
1/2
1/2
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m
$
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om centre of footin+
om centre of footin+
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93N.91 0.21
142.!! 0.29
102!.50
1220.!2
2249.32 0.23
4409.1
1!41.5
3915
M/entKN/.
S(ea%St%essN6//7.
main Astr
mm2
main Astr
mm2
main Astr
mm2
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DESIGNED BY - SHIVENDRA KUMAR CHECKED BY -
Design Of Retaining Wall
* All dimensions are in m unless specied
0.50
;6
11.00
Earth Side Water Side .95
3.50
2.00 1.50
N.00
11.50
Cn!itin 7 # Wate% insi!e &$e% '(annel) N Ea%t( +tsi!e
" #
A $
,%&e%ties
%nit &t. of soil'(e) - 22.00
An+le of internal friction of soil') - 35.00 de+ree
%nit &t. of concrete - 25.00
Safe $earin+ "apacit/ of soil'S$") - 40.00
- 10.00
- 0.0
actor of safet/ a+ainst oerturnin+ - 1.40
actor of safet/ a+ainst Slidin+'or earthuae case) - 1.20
actor of safet/ a+ainst Slidin+'or non earthuae case) - 1.40
La!s
Selfweight
La! Val+eKN.
W2 20N.25
W3 13.50
W4 NN0.00
W5 431.25
Water pressure(Static & Dynamic)
'7ef. "lause .2 of 8S1!93:19!4 for ;/drod/namic pressure)
- ;ori
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The Hydrodynamic Pressure
The Coefficient varies with shape and depth
)oefficient )alc#late from *ig+10
of ,$+183-18
! e(th of water from s#rface
w 10.00
h 7.5 m
0.75 for vertical face of wall
0.16
0.10
7.5 7.5 0.75 .2
OaPimum static Water pressure - - 9.50
;/drod/namic pressure at ,ase - 9.24
6oad due to static &ater pressure'S&pr) - 0.5 P9.50 P
.95 - 31N.01 ?@
actin+ at a distance 13 of hei+ht fro
23 P 9.24 P .95 - 4!.9! ?@
actin+ at a distance 0.4h of hei+ht fr
Lateral Inertia seimic load
La! C%es&n!ing $eig(tKN. Sei/i' La! 0al+e KN
S6W2 20N.25 31.9
S6W3 13.50 21.31
S6W5 431.25 NN.!4
Vertical Inertia seimic load
La! C%es&n!ing $eig(tKN. Sei/i' La! 0al+e KN
SCW2 20N.25 :21.31
SCW3 13.50 :14.21
SCW5 431.25 :44.5N
Sta1ilit2 against O0e%t+%ning
a) Without earthquae case
!esultant of "ertical forces
La! Val+eKN. CG f%/ A/.
W2 20N.25 4.50 92!.13W3 13.50 5.25 21.!!
W4 NN0.00 !.50 5N10.00
W5 431.25 5.5 249.N9
otal Wt. 1435.00 939.N9
"Q of resultant from A - N.9 m
erturnin+ Ooment due to static &ater pressure - 1311.45
?@m
7esistin+ Ooment - 939.N9 ?@m
S - .43
R1.4 ?
)m
/m3
)m
h
v
ElementHeight
Depth fromsurface, y
Cs p(K!m
"#
w*h ?@m2
?@m2
6oad due to ;/drod/namic pressure'#&pr
) -
M/ent a1+tAKN/.
p=CShwh
CS=
Cm
2( yh(2 yh)+ yh(2 yh))
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#) With earthquae case
La! Val+eKN. CG f%/ A/.
S6W2 31.9 5.1 1N5.1
S6W3 21.31 .00 149.19
S6W5 NN.!4 0.5 50.13
SCW2 :21.31 4.50 :95.91
SCW3 :14.21 5.25 :4.59SCW5 :44.5N 5.5 :25N.23
#&pr 4!.9! 4.N! 229.24
erturnin+ moment due to 6ateral seimic loads and &ater
pressure - 1905.1! ?@m
7esistin+ moment - 9312.95 ?@m
S - 4.!9
R1.4 ?
Sta1ilit2 against Sli!ing
a) Without earthquae case
Slidin+ orces - 31N.01 ?@
- 1004.!0 ?@
- 3.1!
R1.4 ?
#) With earthquae case
Slidin+ orces - 4!5.12 ?@
- 94!.2 ?@
- 1.9N
R1.2 ?
Base ,%ess+%e Cal'+latin
O - moment due to ertical forces
Oh - moment due to hori
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#) With earthquae case
#istance of resultant from A 6r -'O : Oh)7
6r - 5.4 m
e - 6r : 62 - :0.2! m
Lressure at $ - 100.44
Lressure at A - 135.19
4!.9!
S&pr - 31N.01
0.4h h3
"
A # $
11!.5
135.19 124.N2 100.44
Design
a) $ending %oment and Shear stress alculations
* :e load indicates do&n&ard load
* #eductions are due to self&ei+ht and &ei+ht of
&ater
* 6eer arm distance is the distance of "Q of load to the point
a,out &hich moment is considered
* Shear stress calculated at a distance d from face of
concrete
C/&nent Net La!KN.;eel Sla, 454.N 131.25 323.42 A,out "
1.
oe sla, N5.05 02.00 :44.95 A,out # 2.
Stem
#&pr 4!.9! A,out " 3.
S&pr 31N.01 A,out " 2.
otal for stem
#) !einforcement alculations
"rae of concrete #se O 25
"rae of $teel #se e 415
Reinforcement for stem Water side
%oment&%#'
'@:m) 'mm) 'mm)
1191.!3 5!.591114 1909 0.1 0.29 0.320425
Lroide 32 V 495 cc
1N24.4
Reinforcement for Heel Slab
%oment&%#'
'@:m) 'mm) 'mm)
N!!.40 44N.N9N201!39 1409 0.1N4N 0.29 0.34N541
Lroide 25 V 345 cc
1422.!2Reinforcement for Toe Slab
?@m2
?@m2
#&pr
-
La! !+e t ea%t(1tt/
&%ess+%eKN.
La!De!+'tinKN
.
,int a1+t $(i'(
//3 Is ta4en
Le0e% a%/
!istan'e
dr d( 5v c O#,d2
@mm2 @mm2
mm2
dr
d(
5v
c O#,d
2
@mm2 @mm2
mm2
;EE6 E
SEO
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%oment&%#'
'@:m) 'mm) 'mm)
15.35 213.5N1!N55 1409 0.0293 0.29 0.0925!3
Lroide 32 V 950 cc
!4N.5!
dr
d(
5v
c O#,d
2
@mm2 @mm2
mm2
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$# Permissi$le stresses
Material rade Remar!s
!mm"
"oncrete 25.00 !.50
"oncrete 25.00 N.00
Steel 415.00 190.00
Steel 415.00 150.00
"oncrete 25.00 1.!0
"oncrete 25.00 1.30
c# %aterial Properties
- !.50
- 150.00
Oodular ratio - 2!03Xc, - 10.9!
@ - 1 '1J XstmXc,) - 0.3!
Y - 1: @3 - 0.87
"ermissiblestresses
,n com(ression &4ening ef.a4le21 ,$56'
,n com(ression&irect ef.a4le21 ,$56'
Awa! from i#i retainingface&a4le2 ,$3370&(art2''
near to i#i retainingface&a4le2 ,$3370&(art2''
esistance to cracking&tension#e to 4ening' +ta4le
19,$3370&,,'
esistance to cracking& irecttension ' +ta4le 1
9,$3370&,,'
Xc4 @mm2
Xst @mm2
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d) 'eel sla# Design
OaP. $endin+ Ooment - 573.67 @:m
erall #epth reuired# - - N3N.35 mm
#epth Lroided - 1500.00 mm
#ia. f re,ar - 32.00 mm
"lear "oer - 5.00 mm
EZectie depthd - 1409.00 mm
Ast re - O'Xst.Y.d) - 3112.22
Lroide 32.00 255.00 ,ottom steel
Ast pro - - 3153.91
100Ast,d - - 0.22
Shear stress at a distance d - 0.14
Lermissi,le shear stress - 0.20
?
e) oe sla# Design
OaP. $endin+ Ooment - 131.12 @:m
erall #epth reuired# - - 304.23 mm
#epth Lroided - 1500.00 mm
#ia. f re,ar - 32.00 mm
"lear "oer - 5.00 mm
EZectie depthd - 1409.00 mm
Ast re - O'Xst.Y.d) - 11.3
Lroide 32.00 1130.00
Ast pro - - 11.2
100Ast,d - - 0.05
Shear stress at a distance d - 0.02
Lermissi,le shear stress - 0.19
?
f) Stem Design
OaP. $endin+ Ooment - 3.20 @:m
erall #epth reuired# - - !3.30 mm
#epth Lroided - 2000.00 mm
#ia. f re,ar - 32.00 mm
"lear "oer - 5.00 mm
EZectie depthd - 1909.00 mm
Ast re - O'Xst.Y.d) - 39N.93
Lroide 32.00 200.00
Ast pro - - 4021.24
100Ast,d - - 0.21
Shear stress at a distance d - 0.15
Lermissi,le shear stress - 0.20
?
#hec! $or #rac! %idth in ST&M
& ef. :illai ann %enon+ :age-36'
:ermissi4le ;ening )om(ressive $tress in )oncrete 8.50
/s.mm.
&ef+ ,$ 56+20009 ta4le 219 (age 81'
$ince we are consiering stresses #e to
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(? 0.38
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aking moments of areas of the cracke-transforme section a4o#t
A
0.30
> k 568.2
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CHETAN AGRAWAL
)
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,ottom
m ,ottom
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o&ards $ from centre of footin+
S$"?
S$"?
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o&ards A from centre of footin+
S$"?
S$"?
53.N 0.14
92 131.12 0.02
1! 155.N
N5 !3.43
- 993.20 0.15
pt
U
0.0!5 1N22.N5
pt
U
0.1 1409
.
M/ent
KN/.
S(ea%St%essN6
//
7
.
main Astr
mm2
main Astr
mm2
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pt
U
0.0N !45.4
main Astr
mm2
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'a,le 23 8S45N:2000)
'a,le 23 8S45N:2000)
'a,le 23 8S45N:2000)
for %25 grae
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