Typical Retaining Wall

8/9/2019 Typical Retaining Wall

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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 ?@


'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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4 of 32

Vehicle surcharge

- 0.00 m

- 0.00

6oad due to ehicle surchar+e'W) - - 0.00 ?@


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


SCW2 201.1 :20.!4

SCW3 13.50 :14.21

SCW5 525.00 :54.25

Vertical Inertia seimic load of Soil


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


Slidin+ orces - 332.95 ?@

- 12!!.52 ?@

- 3.!

R1.4 ?


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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of 32

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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9 of 32


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10 of 32

2.00

)

2.00

m

m

1/2

1/2


11/32

11 of 32

m

$


12/32

12 of 32

om centre of footin+

om centre of footin+


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13 of 32


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14 of 32

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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15 of 32

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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1N of 32

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


!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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1 of 32


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


Slidin+ orces - 31N.01 ?@

- 1004.!0 ?@

- 3.1!

R1.4 ?


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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1! of 32


#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


19/32

19 of 32

%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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20 of 32

$# Permissi$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


erall #epth reuired# - - 304.23 mm


#ia. f re,ar - 32.00 mm



Ast re - O'Xst.Y.d) - 11.3

Lroide 32.00 1130.00

Ast pro - - 11.2

100Ast,d - - 0.05



?

f) Stem Design


erall #epth reuired# - - !3.30 mm


#ia. f re,ar - 32.00 mm



Ast re - O'Xst.Y.d) - 39N.93

Lroide 32.00 200.00

Ast pro - - 4021.24

100Ast,d - - 0.21



?

#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


23/3223 of 32

aking moments of areas of the cracke-transforme section a4o#t A

0.30

> k 568.2


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24 of 32

CHETAN AGRAWAL

)


25/32

25 of 32

,ottom

m ,ottom


26/32

2N of 32

o&ards $ from centre of footin+

S$"?

S$"?


27/32

2 of 32

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


28/32

2! of 32

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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Documents

Typical Retaining Wall