Excel Sheet for Gravity RWall Design

7/25/2019 Excel Sheet for Gravity RWall Design

1/93

Design of Masonary Retaining Wall with Back Face in BDesign parameters :

River/Nalla Discharge Q = 144.70 cumecs a

Ground water Tale !"! = #$%.&0 m

!"! o' Retaining wall to( head = #71.)0 m

!"! o' Retaining wall 'oundation !"! = #$7.&0

!ace*+s ,ilt 'actor = 1

-earing a(acit* o' ,oil = 1$.&

Densit* o' saturated soil= ) t/m#

Densit* o' wet soil = 1.7& t/m#

idth o' Ret all to( ead a2= 0.$ m

eight o' Retaining wall to( head 2 = 0 m

eight o' atter aove 'oundation loc3 c2 = #.7 m

-ottom width o' atter at 'oundation loc3 d2 = ).$ m

idth o' 'oundation loc3 e2 = #.) m

eight o' 'oundation loc3 '2 = 0 m -

0.& e

oecient o' active earth (ressure 5a = 0.46

oecient o' (assive earth (ressure 5( = ).04

valuation o' 'orces acting on the Retaining wall at l #$7.&0(A) Vertical Forces

(i) Self weight of Retaining wall

a2 eight o' Triangular section 12= 1).0# tonnes

acting at a distance o' 1.47 m 'rom -

2 eight o' Rectangular section )2= &.&& tonnes

acting at a distance o' 0.# m 'rom -

c2 eight o' Rectangular section #2= 0.00 tonnes

acting at a distance o' 1.$0 m 'rom -

d2 eight o' Rectangular soil ac38ll 42 = 0.00 tonnes


e2 eight o' Triangular soil ac38ll &2 = %.4) tonnes

acting at a distance o' ).## m 'rom -

() !p lift Force

9(li't 'orce = 1.$0 tonnes

acting at a distance o' ).1# m 'rom -

(B) "ori#ontal Forces

(i) Wet earth press$re

a2 et earth (ressure aove :! o' %&'* m

;ntensit* o' (ressure at :! = ).#)

ori


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acting at height = 0.&0 m aove -

(ii) Sat$rate+ earth press$re

a2 ,umerged earth (ressure

;ntensit* o' horim

ori


3/93

Net stailising moment = )$.)& ton.m

The resultant will stri3e ase at distance B2 = 1.0% m 'rom @

The eccentricit* e2 aout .G. o' ,ection at 'oundation loc3 !"! =-/) A B 0.&) m

hec3 eccentricit* e as com(ared to -/$ as eC-/$2 1

No tension develo(s at an* where within ase section 9ncrac3ed2

aBimum tension at heel = *4% ***

Safe

aBimum com(ression at toe = 1&.11

Safe

,liding :actor = 0.#0 C 0.$& ence ,a'e

:actor o' sa'et* in overturning = #.07 5 /* "ence Safe

:actor o' sa'et* in sliding = 1.$6 Safe in Sli+ing

tonnes6m/7

ton/m)

C 1$.& t/m)

( )= +

MM

( )=

+

V

MM

=

B

e

B

V 61

=

+

B

e

B

V 61

=

V

H

=

+

M

M


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tter

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'd

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5/93

17.$4

1.$7

0.00

0.00

16.$4

#.41

&.64

1.1$

0.0%

0.17

1.64

%'10 4/&1

M8(tm) M9(tm)


6/93

0.1&

6mm/

N/mm)


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Ground water Tale !"! = #$$.&0 m

!"! o' Retaining wall to( head = #$6.)0 m

!"! o' Retaining wall 'oundation !"! = #$&.&0







eight o' atter aove 'oundation loc3 c2 = #.7 m

-ottom width o' atter at 'oundation loc3 d2 = ).$ m

idth o' 'oundation loc3 e2 = #.) m


0.& e



valuation o' 'orces acting on the Retaining wall at l #$&.&0(A) Vertical Forces


a2 eight o' Triangular section 12= 1).0# tonnes


2 eight o' Rectangular section )2= &.&& tonnes






e2 eight o' Triangular soil ac38ll &2 = %.4) tonnes

acting at a distance o' ).## m 'rom -

() !p lift Force

9(li't 'orce = 1.$0 tonnes




a2 et earth (ressure aove :! o' %&&* m

;ntensit* o' (ressure at :! = ).#)

ori


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;ntensit* o' horim

ori


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Net stailising moment = )$.)& ton.m

The resultant will stri3e ase at distance B2 = 1.0% m 'rom @

The eccentricit* e2 aout .G. o' ,ection at 'oundation loc3 !"! =-/) A B 0.&) m



aBimum tension at heel = *4% ***

Safe

aBimum com(ression at toe = 1&.11

Safe


:actor o' sa'et* in overturning = #.07 5 /* "ence Safe

:actor o' sa'et* in sliding = 1.$6 Safe in Sli+ing

tonnes6m/7

ton/m)

C 1$.& t/m)

( )= +

MM

( )=

+

V

MM

=

B

e

B

V 61

=

+

B

e

B

V 61

=

V

H

=

+

M

M


10/93

tter

c

'd

&


11/93

17.$4

1.$7

0.00

0.00

16.$4

#.41

&.64

1.1$

0.0%

0.17

1.64

%'10 4/&1

M8(tm) M9(tm)


12/93

0.1&

6mm/

N/mm)


13/93



Ground water Tale !"! = #$).&0 m

!"! o' Retaining wall to( head = #$$.00 m

!"! o' Retaining wall 'oundation !"! = #$1.&0







eight o' atter aove 'oundation loc3 c2 = 4.& m

-ottom width o' atter at 'oundation loc3 d2 = #.1& m

idth o' 'oundation loc3 e2 = #.7& m


0.& e



valuation o' 'orces acting on the Retaining wall at l #$1.&0(A) Vertical Forces


a2 eight o' Triangular section 12= 17.7) tonnes

acting at a distance o' 1.$& m 'rom -

2 eight o' Rectangular section )2= $.7& tonnes



acting at a distance o' 1.%% m 'rom -


acting at a distance o' ).1% m 'rom -

e2 eight o' Triangular soil ac38ll &2 = 1).40 tonnes

acting at a distance o' ).70 m 'rom -

() !p lift Force

9(li't 'orce = 1.%% tonnes

acting at a distance o' ).&0 m 'rom -



a2 et earth (ressure aove :! o' %&/* m

;ntensit* o' (ressure at :! = #.00

ori


14/93




;ntensit* o' horim

ori


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Net stailising moment = 44.07 ton.m

The resultant will stri3e ase at distance B2 = 1.)$ m 'rom @

The eccentricit* e2 aout .G. o' ,ection at 'oundation loc3 !"! =-/) A B 0.$) m



aBimum tension at heel = *40 ***

Safe

aBimum com(ression at toe = 1%.

Safe

,liding :actor = 0.)6 C 0.$& ence ,a'e

:actor o' sa'et* in overturning = #.1# 5 /* "ence Safe

:actor o' sa'et* in sliding = 1.70 Safe in Sli+ing

tonnes6m/7

ton/m)

C 1$.& t/m)

( )= +

MM

( )=

+

V

MM

=

B

e

B

V 61

=

+

B

e

B

V 61

=

V

H

=

+

M

M


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tter

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'd

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)6.)4

).0#

0.00

0.00

##.46

4.$6

11.#%

1.&0

0.0%

0.17

).%7

&02 /*&'

M8(tm) M9(tm)


18/93

0.16

6mm/

N/mm)


19/93

Design of ;oncrete Retaining Wall at


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orim

ori


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-ase width at 'oundation loc3 ottom !evel -2 100.00 ).4& m

Net stailising moment = %.46 ton.m

The resultant will stri3e ase at distance B2 = 0.%# m 'rom @

The eccentricit* e2 aout .G. o' ,ection at 'oundation loc3 !"! =-/) A B 0.40 m



aBimum tension at heel = **1 ***

Safe

aBimum com(ression at toe = %.#0

Safe


:actor o' sa'et* in overturning = ).46 5 /* "ence Safe

:actor o' sa'et* in sliding = 1.$% Safe in Sli+ing

@s (er ;,A4&$ )000 clause #4.&.) (rovide nominal rein'orcement E 140 mm s(a cing c/c in oth direction

tonnes6m/7

ton/m)

C 10.& t/m)

( )= + MM

( )=

+

V

MM

=

B

e

B

V 61

=

+

B

e

B

V 61

=

V

H

=

+

M

M


22/93

=ect


23/93

$.4)

0.&%

0.00

0.00

7.1%

#.40

0.)0

0.&0

0.)7

0.%)

0.&0

404' &1

M8(tm) M9(tm)


24/93

0.0%

6mm/

N/mm)


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Ground water Tale !"! = #$4.&0 m

!"! o' Retaining wall to( head = #$6.&0 m

!"! o' Retaining wall 'oundation !"! = #$#.&0







eight o' atter aove 'oundation loc3 c2 = $ m

-ottom width o' atter at 'oundation loc3 d2 = 4.)& m

idth o' 'oundation loc3 e2 = 4.%& m


0.& e



valuation o' 'orces acting on the Retaining wall at l #$#.&0(A) Vertical Forces


a2 eight o' Triangular section 12= #1.%% tonnes

acting at a distance o' ).0) m 'rom -

2 eight o' Rectangular section )2= 6.00 tonnes






e2 eight o' Triangular soil ac38ll &2 = )).#1 tonnes

acting at a distance o' #.4# m 'rom -

() !p lift Force

9(li't 'orce = ).4# tonnes

acting at a distance o' #.)# m 'rom -



a2 et earth (ressure aove :! o' %&0* m

;ntensit* o' (ressure at :! = 4.)6

ori


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;ntensit* o' horim

ori


27/93

Net stailising moment = 66.$% ton.m

The resultant will stri3e ase at distance B2 = 1.$4 m 'rom @

The eccentricit* e2 aout .G. o' ,ection at 'oundation loc3 !"! =-/) A B 0.7% m



aBimum tension at heel = *%2 ***

Safe

aBimum com(ression at toe = )4.$6

Safe


:actor o' sa'et* in overturning = #.)7 5 /* "ence Safe

:actor o' sa'et* in sliding = 1.74 Safe in Sli+ing

tonnes6m/7

ton/m)

C 1$.& t/m)

( )= +

MM

( )=

+

V

MM

=

B

e

B

V 61

=

+

B

e

B

V 61

=

V

H

=

+

M

M


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tter

c

'd

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29/93

$4.)%

).70

0.00

0.00

7$.$1

7.%4

)%.&%

).14

0.0%

0.17

&.06

40%1 0%14

M8(tm) M9(tm)


30/93

0.)&

6mm/

N/mm)


31/93

Design of R;; Bri+ge -iersDesign parameters :

River / Nalla discharge Q = 144.70 cumecs

lear s(an etween (iers = $.#& m

Thic3ness o' road wa* dec3 sla = 0.$4 m

:.,.!. o' canal 9/, o' ross regulator = )&%.67

:.,.!. o' canal D/, o' ross regulator = )&%.67 m

anal ed !evel D/, o' ross Regulator = )&4.#0 m!ace*+s ,ilt 'actor '2 = 1.00

-earing a(acit* o' ,oil = 7&

idth o' roadwa* sla o' ridge = $.&& m

eight o' Railing (er m run o' ridge = 0.7 ton/m

eight o' Gates (er m length o' ridge = 4.00 ton/m

ccen o' /! road dec3 sla 'rom (ier center= ).67 m

eight o' ?ier u(to -ed loc3 !"! 'rom -! = &.$7 m

Thic3ness o' -ed loc3 = 0.$ m

@rea o' ridge oisting (lat'orm = 16.#4 m)

To( !evel o' oisting @rrangement = )$#.&&ccen o' hoisting (lat'orm 'rom (ier center= A#.0) m

idth o' (ier 1.1& m

!ength o' (ier at to( ed loc3 level = 14 m

!ength o' (ier at -! = 14.&& m

!"! o' wearing to( o' road wa* dec3 sla = )$1.)7 m

!"! o' dec3 sla earing )$0.&7 m

!"! o' to( o' 'oundation loc3 o' ?ier )&4.# m

No o' a*s o' canal 6 Nos

!ength o' ?ier at :,! D/, o' R Gates 7.7& m

!ength o' ?ier at -! D/, o' R Gates %.0) m

!ength o' 'oundation loc3 at 'oundation !"! 1%.&& m

idth o' 'oundation loc3 at 'oundation !"! & m

eight o' 'oundation loc3 at ?ierA'ooting Funct 1.$ m

eight o' 'oundation loc3 at edge o' 'ooting 1 m

(i) Fo$n+ation ,eel of -iers

).47 m

@ntici(ated de(th o' scour around (iers = ).0 R 2 =4.6# m

!evel o' 'oundation o' ?iers should not e less than 1 m elow antici(ated de(th o' scour

!evel o' 'oundation = ).04 msa* )&).70 m

>al$ation of forces acting on the -ier(a) Dea+ weight of s$per str$ct$re

i2 eight o' sla with wearing coat = 7%.$0 tonnes

ii2 eight o' 5ers = 6.00 tonnes

iii2 eight o' Railings = 10.&0 tonnes

v2 eight o' Gates hoisting structures = &&.$0 tonnes

t/m)

Normal de(th o' scour R2 =0.47Q/'21/#


32/93

vi2 eight o' Gates and movement asseml* #0.00 tonnes

3otal 4'%2* tonnes

(.) ,ie ,oa+s

aBimum live load reaction on (ier is otained when 'ourth aBle load 11.4 t at center o' (ier

i2 Reaction 'rom right s(an = 14.4% tonnes

ii2 Reaction 'rom le't s(an = 11.41 tonnes

Total !ive !oad reactio on the ?ier 'rom live loads = )&.%6 tonnes

;m(act :actor = 0.#4

,o aBimum live load reaction with im(act = %0&* tonnes>ccentricity of lie loa+

eccentricit* o' !.!. 'rom center o' (ier aout A aBis = %2 m

eccentricit* o' !.! 'rom center o' (ier aout HAH aBis = *** m

(c) Braking Force

;t is e>ual to )0I o' total live load (resent on the ridge = %.#$

Reduced level o' a((lication o' ra3ing 'orce = )$).47 m

eight o' a((ication 'orce aove earing level = 1.600 m

;ncrease in reaction due to ra3ing 'orce = /4/ tonnes

(+) 3emperat$re force +$e to sli+ing friction

Reaction on sliding end when loads are (laced so as to (roduc maBimum reaction at sliding end

!ive load Reaction at sliding end = 1).)4 tonnes

;m(act 'actor = 0.#4

!ive load with im(act = 1$.#$ tonnes

Dead !oad reaction = 1%#.70 tonnes

;ncrease due to ra3ing 'orce = ).1) tonnes

Total J )0).&1 tonnes

:riction in sliding earing with coe. o' sliding 'riction as 0.0#2 = &*'

R.!. o' (oint o' a((lication = /&*2 m

(e) Win+ force

,ince intensit* o' wind (ressure de(ends u(on the height o' the (oint aove mean retarding sur

two cases 'or calculation o' wind 'orces have een considered

i2 hen level o' water in the canal is at :.,.!.

ii2 hen de(th o' water is


33/93

R.!. o' (oint o' a((lication = /&/02 m

(ii) When +epth of water is #ero

@verage height o' area o' elevation aove ed level = %.61 m

;ntensit* o' wind (ressure = %&.0 3g/s>m

B(osed levation area = $$.% s>m

Total wind 'orce on structure = &.$% tonnes

R.!. o' (oint o' a((lication = /14* m

ind 'orce on live load

Total wind 'orce on live load = ).)& tonnes

R.!. o' (oint o' a((lication = /&/02 m

(f) Dea+ ,oa+s of S$. Str$ct$re

(i) Dea+ ,oa+ of .e+ .lock

?lan area = )1.#& ,>m

Thic3ness = 0.$ m

Weight of .e+ .lock 7 %/*% tonnes

(ii) Dea+ ,oa+ of pier

Dea+ loa+ of pier 7 '1%% tonnes

(iii) Force +$e to .$oyancy

?lan area at :.,.!. = 1&.7$ ,>m

eight o' ater dis(laced = $%.)) tonnes

Force +$e to .$oyancy allowing 4? $pwar+ force 7 4*/% tonnes

(g) Force on pier +$e to c$rrent of wateraBimum "elocit* o' Low "2 = Q/?R = 0.%7 m/s

0.7&

aBimum value o' de(th o' scour = ).0 R = 4.6# m

0.04

where 5 = )$ 'or (ointed Nose

?ressure at water level = 16.$)

?ressure at ed level = 1.0&

@rea on which (ressure acts = 4.6% ,>m

Total 'orce due to water current = 0.0& tonnes

eight o' center o' (ressure 'rom ed level = #.0# m

(h) Force on pier +$e to c$rrent of water perpen+ic$lar to length of pier

aBimum "elocit* at to( = " sin )0 = 0.#0

0.06

0.00

@ssuming 5 = %0 'or rectangular sha(e

")=

@ssuming variation o' ")to e linear than its value at ed level =

?ressure due to water current = 5 ")

3g/m)

3g/m)

aBimum variation in direction o' current = )00

")=

"alue o' ")at ed level =


34/93

?ressure at water level = 7.0$

?ressure at ed level = 0.1$

@rea on which (ressure acts = $$.$$ ,>m

Total 'orce due to water current = 0.)4 tonnes

eight o' center o' (ressure 'rom ed level = #.0% m

(i) Force on pier +$e to press$re of water perpen+ic$lar to length of pier when water

).#& m

@rea under inLuence 'or water (ressure = #4.14 s>m

%0.17 tonnes

1$.6% m#

).&$ m

!evel o' center o' (ressure aove ase = )&$.410 m

(=) Force on -ier +$e to prestresse+ anchorage system

:orce due to (restressed anchoring ars in grout = #&.0 tonnesccentricit* o' anchorage aout HAH aBis = 0.400 m

ccentricit* o' anchorage aout A aBis = #.))0 m

;heck for stresses in the pier at Be+ ,eel with R, 7 /0%*

@rea @2 = 1$.07 ,>m

1.7#

)$).0#

;ase 4 : When ,ie loa+ on the .ri+ge an+ canal is r$nning at FS,

(i) Vertical +ea+ loa+sa2 Dead !oad o' su(er structure = 1%#.70 tonnes

2 Dead load o' ed loc3 = #).0# tonnes

c2 Dead !oad due to sel' weight o' ?ier = %6.## tonnes

d2 ;ncrease in reaction due to ra3ing = ).1) tonnes

(ii) ,ie loa+ with impact factor 7 #4.$0 tonnes

(iii) B$oyancy force acting $pwar+s 7 A10.)# tonnes

(i) Vertical reaction from anchorage system 7 #&.00 tonnes

So et ertical +ownwar+ force (-) 7 %&& tonnes

Moment a.o$t 9 aisDue to ra3ing 'orce = $%.#0 t.m

Due to sliding 'riction = #%.06 t.m

Due to water current in (er(endicular direction = 0.74 t.m

Due to water (ressure when alternate gates o(en = 1$6.14 t.m

Due to vertical reaction 'rom ground anchorage s*stem = A14.00 t.m

3otal Moment (M) 7 )$).)% t.m

sa* /&%** tm

3g/m)

3g/m)

!ateral :orces on (ier when one gate is o(ened 'or Low and adFacent one are closed : = h @

h =

Total (ressure 'orce : = h @ =

enter o' (ressure elow water sur'ace *(= ;

0/@h2 Mh

;0= h#a)M4aM)2/#$ a =

*(=

;BB

= m4

;**

= m4


35/93

Moment a.o$t y9y ais

Due to eccentricit* o' dead !oad o' su(er structure slaM5ersMRailing2 =

Due to eccentricit* o' dead !oad o' su(er structure Gate hoisting (lat'orm2 =

Due to eccentricit* o' !ive !oad = 1)6.&6 t.m

Due to wind 'orce on su(er structure = 11.07 t.m

Due to wind 'orce on live load = 1%.#% t.m

Due to water current 'orce in long. Dir = 0.1$ t.m

Due to vertical reaction 'rom ground anchor = A11).70 t.m

3otal Moment (My) 7 76.#4 t.msa* '*** tm

Now stress =

11).0#

A$$.41 A0.$$4

C

;ase / : When ,ie loa+ on the .ri+ge an+ o water in canal

(i) Vertical +ea+ loa+s

a2 Dead !oad o' su(er structure = 1%#.70 tonnes




(ii) ,ie loa+ with impact factor 7 #4.$0 tonnes

So et ertical +ownwar+ force (-) 7 %042' tonnes

Moment a.o$t 9 ais

Due to ra3ing 'orce = $%.#0 t.m

Due to sliding 'riction = #%.06 t.m

3otal Moment (M) 7 10$.#6 t.m

sa* 4*2** tm


Due to eccentricit* o' dead !oad o' su(er structure slaM-eamM5ersMRailing2 =



Due to wind 'orce on su(er structure = 11.07 t.m

Due to wind 'orce on live load = 1%.#% t.m

3otal Moment (My) 7 161.%% t.m

sa* 41/** tm

Now stress =

$1.$4

A16.11 A0.161

C

aBimum com(ressive stress comKmaB

= t/m) C #000 t/m)'or

inimum com(ressive stress comKmin

= t/m) =

0.$7 N/mm)'or #0 concrete grade (ermissile tensile stress casted in 'ull heigh


= t/m) C #000 t/m)'or


= Tensile2t/m) =

0.$7 N/mm)'or #0 concrete

)()( myy

y

m

xx

x yI

Mx

I

M

A

P

)()( myy

y

m

xx

x yI

Mx

I

M

A

P


36/93

;heck for stresses in the pier at fo$n+ation ,eel with R, 7 //2*

@rea @2 = 6).7& ,>m

16#.)#

)$&6.$#

;ase 4 : When ,ie loa+ on the .ri+ge an+ canal is r$nning at FS,






(e) ,ie loa+ with impact factor 7 #4.$0 tonnes

(f) B$oyancy force acting $pwar+s 7 A10.)# tonnes

(g) Dea+ loa+ of fo$n+ation .lock 7 #1#.46 tonnes

So et ertical +ownwar+ force (-) 7 &0*0 tonnes

Moment a.o$t 9 ais

Due to ra3ing 'orce = %1.$% t.m

Due to sliding 'riction = 47.%1 t.m

Due to water current in (er(endicular direction = 1.)1 t.m

Due to water (ressure when alternate gates o(en = )67.41 t.m

3otal Moment (M) 7 4)%.11 t.m

sa* 0/1** tm





Due to wind 'orce on su(er structure = 1#.$1 t.mDue to wind 'orce on live load = )1.6% t.m

Due to water current 'orce in long. Dir = 0.)$ t.m

3otal Moment (My) 7 16%.)% t.m

sa* 411** tm

Now stress =

1#.)0

0.71

;ase / : When ,ie loa+ on the .ri+ge an+ o water in canal






(e) ,ie loa+ with impact factor 7 #4.$0 tonnes

;BB

= m4

;**

= m4


=om(ressive2 t

inimum com(ressive stress comKmin= t/m) =

)()( myy

y

m

xx

x yI

Mx

I

M

A

P


37/93

(f) Dea+ ,oa+ of fo$n+ation .lock 7 #71.00 tonnes

So et ertical +ownwar+ force (-) 7 24/2' tonnes

Moment a.o$t 9 ais

Due to ra3ing 'orce = %1.$% t.m

Due to sliding 'riction = 47.%1 t.m

3otal Moment (M) 7 1)6.46 t.m

sa* 4%*** tm





Due to wind 'orce on su(er structure = 1#.$1 t.m

Due to wind 'orce on live load = )1.6% t.m

3otal Moment (My) 7 16%.0) t.m

sa* 411** tm

Now stress =

10.0$

&.#1 0.0

@rea o' steel 0.#I o' gross sectional area as (er ;R )1

?rovide )0 mm dia main rein'orcement at s(acing o' 160 mm with ties ar % mm dia 160 mm.

Design of -restresse+ anchors :

Design load 'or anchorage s*stem J #& tonnes

Ta3ing load 'actor as 1.7& ca(acit* o' anchorage s*stem J $1.)& tonnes

inimum rea3ing load 'or 1).7 mm dia T strands J 1%7#7 3g

:actor o' sa'et* 'or tension in strand wire J 1.&

9ltimate tensile strength o' tension wire J 1)461.###3g 1)

No o' strands re>uired 'or anchorage s*stem J 4.60##667 Nos

sa* & Nos

ence use 1)51# anchorage s*stem i.e & Nos T wire strands 'or each anchor.

:;HD !NGT J

:iBed length o' anchorage ar JDiameter o' hole 'or each anchorage s*stem = 110 mm

?ermissile -ond stress etween strata and grout = ).6 3g/cm)

:iBed length re>uired 'or each tendon = #.%4 m

sa* #.60 m

:ree length o' strand as (er ;, 10)70J16%) &.00 m

Total length o' anchor 'or (asssing design load J 6.60 m


= t/m) C 7& t/m)om(


= t/m) =

)()( myy

y

m

xx

x

yI

M

xI

M

A

P


38/93

!oad

11.4

$.%$.%

$.%

$.%


39/93

tonnes

tonnes

K so


40/93

degree angled


41/93

s in alternate .ays

m


42/93

)61.#$ t.m

A)&%.&) t.m

)61.#$ t.m

A)&%.&) t.m

grade concrete

N/mm)

a time

grade concrete

N/mm)

e (ermissile tensile stress


43/93

m

)61.#$ t.m

A)&%.&) t.m

0.007 O.5.

C 7& t/m)om(ressive strength o' 'oundation roc32

N/mm)


44/93

)61.#$ t.m

A)&%.&) t.m

O.5.

tonnes

ive strength o' 'oundation roc32

N/mm)


45/93

(osition wrt heaviest load 'or !.! (osition wrt 'ront wheel load 'or sliding 'riction cal

0 A1#.#

4.# A67.# A$

10.# A#

1#.# 0

,(an Thic3ness o' sla as (er O,T

&.$ 0.$

$.$0 0.$&


46/93


47/93


48/93


49/93


50/93


51/93


52/93

Design of Reinforcement for fo$n+ation Block :

-earing ca(acit* o' ,oil/Roc3 J 7&

%** degree

9nit eight o' soil J 4'*

oecient o' 'riction etween soil and concrete J *

4** N/mm)

/%** N/mm)

Design constants : For M %* concrete an+ Fe 04 steel reinforcement we hae the following

6.##

0.)%6

0.604

1.#04

0.###

onsider dimensions o' 'ooting to e chec3ed J

!ength o' column in BAB dir = 14.&& m

idth o' column in *A* dir = 1.1& m!ength o' 'ooting ase in BAB dir = 1%.&& m

idth o' 'ooting ase in *A* dir = & m

oment aout BAB direction = 4)60.00 3N.m 1%.&&

oment aout *A* direction = 1660.00 3N.m

"ertical load on column = $4&0.40 3N

aBimum soil (ressure at toe = 1#1.66 3N/m)

inimum soil (ressure at heel = 7.10 3N/m)

?ressure intensit* under column aBis = $6.&& 3N/m)

;ntensit* o' soil (ressure elow the column 'ace = 11%.&)& 3N/m)

antilever length 'or ending aout critical 'ace = ).00 mTotal 'orce under cantilever length = 1)&).&741$ 3N D

Distance o' centroid aout critical 'ace = 0.&1 m 1

-ending moment aout critical 'ace = $#7.&1 3N.m

idth o' section at crtical 'ace = 1.$#1 m

De(th o' 'ooting ase as re>uired 'rom ending consideration = &47.#$ mm

?rovide de(th o' 'ooting ase as 1&40 mm @, ?R ,O9R;NG D?T R;TR;ON @ND ;R

ective cover o' rein'orcement= $0 mm

Total de(th o' 'ooting ase at column 'ace = 1$00 mm

?rovide total de(th o' 'ooting ase at end = 1000 mm

;heck for Shear Force

(a) -$nching Shear force :

:or (unching shear stress (oint o' view the crritical section occurs at distance d/) 'rom coloumn 'ace.

?osition o' critical 'ace = 770 mm 'rom coloumn 'ace

. !ength o' critical (lane 'or (unching shear stress = 1&.#) m

. idth o' critical (lane 'or (unching shear stress = 1.6) m

?unching shear 'orce :2 = 4404.74 3N

De(th o' section at (unching shear line o' inLuence = 1.# m

?unching shear stress at section 'or critical (unching shear 'orce= 6%.)$7 3N/m)

3N/m)

@ngle o' internal 'riction o' soil mass J

3N/m#

oncrete Grade #0 with cc J,teel o' Grade :e 41& with

st

odular ratio m =)%0/#cc

=

5al

=1/1Mst/m

cc22=

Fal

=1A3al

/#

Rc=0.&cc

3alF

al=

5a= 1Asin2/1Msin2=

A


53/93

%7$.#$ 3N/m)

3he section is safe from p$nching shear point of iew uired 'or ending @st2 = 1661.47))1mm)

@rea o' steel wire )0 mm dia = #14 mm)

No o' ars re>uired 'or ending = 7 Nos

?rovide )0 mm dia ,D ars at s(acing E 714.# mm c/c

owever (rovide )0 mm dia ars at s(acing )00.0 mm c/c at ottom o' 'ooting

?rovide same s(acing o' ars in other direction also.

?ermissile shear stress in (unching shear = 3s B 0.1$ 'c3 =


54/93

@

14.&&

-

&

1 D,;GN R;TR;ON

MH

AH

M


55/93

'e in direct shear O.5.


56/93

Design of Reinforcement for fo$n+ation Block :

-earing ca(acit* o' ,oil/Roc3 J 7&

%** degree

9nit eight o' soil J 4'*


4** N/mm)

/%** N/mm)

Design constants : For M %* concrete an+ Fe 04 steel reinforcement we hae the following

6.##

0.)%6

0.604

1.#04

0.###

onsider dimensions o' 'ooting to e chec3ed J

!ength o' column in BAB dir = $.&& m

idth o' column in *A* dir = 7 m!ength o' 'ooting ase in BAB dir = $.&& m

idth o' 'ooting ase in *A* dir = %.#& m

oment aout BAB direction = )71%%.6% 3N.m

oment aout *A* direction = 0.00 3N.m

"ertical load on column = $$7).%0 3N

aBimum soil (ressure at toe = %&$.76 3N/m)

inimum soil (ressure at heel = 741.4% 3N/m)

?ressure intensit* under column aBis = 761.%6 3N/m)

;ntensit* o' soil (ressure elow the column 'ace = %40.))0 3N/m)

antilever length 'or ending aout critical 'ace = 1.)0 mTotal 'orce under cantilever length = $$$6.)&$)$ 3N D

Distance o' centroid aout critical 'ace = 0.&0 m

-ending moment aout critical 'ace = ##4&.4% 3N.m

idth o' section at crtical 'ace = $.&&0 m

De(th o' 'ooting ase as re>uired 'rom ending consideration = $)&.7& mm

?rovide de(th o' 'ooting ase as 1&40 mm @, ?R ,O9R;NG D?T R;TR;ON @ND ;R

ective cover o' rein'orcement= $0 mm

Total de(th o' 'ooting ase at column 'ace = 1$00 mm

?rovide total de(th o' 'ooting ase at end = 1000 mm

;heck for Shear Force

(a) -$nching Shear force :

:or (unching shear stress (oint o' view the crritical section occurs at distance d/) 'rom coloumn 'ace.

?osition o' critical 'ace = 770 mm 'rom coloumn 'ace

. !ength o' critical (lane 'or (unching shear stress = $.&& m

?unching shear 'orce :2 = 444).4& 3N

De(th o' section at (unching shear line o' inLuence = 1.) m

?unching shear stress at section 'or critical (unching shear 'orce= &%7.)1% 3N/m)

%7$.#$ 3N/m)

3N/m)


3N/m#

oncrete Grade #0 with cc J,teel o' Grade :e 41& with

st


=

5al

=1/1Mst/m

cc22=

Fal

=1A3al

/#

Rc=0.&cc

3alF

al=

5a= 1Asin2/1Msin2=

?ermissile shear stress in (unching shear = 3s B 0.1$ 'c3 =

A


57/93

3he section is safe from p$nching shear point of iew uired 'or ending = #4 Nos

?rovide )0 mm dia ,D ars at s(acing E )4&.$ mm c/c

owever (rovide )0 mm dia ars at s(acing 1&0.0 mm c/c at ottom o' 'ooting


58/93

%.#&

@

$.&&

-

7

1 D,;GN R;TR;ON

MH

AH

M


59/93


60/93

Design of R;; Bri+ge A.$tmentsDesign parameters :

anal discharge Q = )07.#0 cumecs

lear s(an etween (iers = $.#& m

Thic3ness o' road wa* dec3 sla = 0.$% m

:,! o' canal D/, o' ross regulator = )&%.67 m

idth o' ?ier = 1.1& m

anal 'oundation loc3 to( !evel = )&4.# m

!ace*+s ,ilt 'actor '2 = 1




Thic3ness o' Dirt all = 0.4& m

eight o' Dirt all aove ed loc3 !"! = 0.7 m


idth o' -ed loc3 = 0.6& m

eight o' -ed -loc3 aove 'oundation loc3 = &.$7 meight o' atter aove 'oundation loc3= $.#7 m

-ottom width o' atter at 'oundation loc3 = &.7& m

idth o' 'oundation loc3 = %.#& m

eight o' 'oundation loc3 = 1.$ m

!ength o' autment wall = $.&& m

0.&


).7% m

@ntici(ated de(th o' scour around @ut = ).0 R 2 =

&.&$ m

!evel o' 'oundation o' autment should not e less than 1 m elow antici(ated de(th o' scour

!evel o' 'oundation = )&).41 m

say //2* m

>al$ation of forces acting on the A.$tment at >l /0%* m a.o$t C9C Ais

(A) Vertical Forces

(i) Self weight of A.$tment

a2 eight o' Triangular section 12= )66.%6 tonnes

acting at a distance o' #.17 m 'rom @

2 eight o' Rectangular section )2= &1.#$ tonnes

acting at a distance o' 1.0)& m 'rom @

c2 eight o' Rectangular section #2= %).14 tonnes

acting at a distance o' 0.40 m 'rom @

(ii) Vertical Reaction +$e to ,ie ,oa+s an+ +ea+ loa+ of s$per str$ct$re

a2 Reaction due to dead load o' su(er structure = 6%.10 tonnes


2 aBimum live load reaction on autment is otained when third aBle load 11.4 t at center o' eari

Reaction 'rom right s(an = 14.4% tonnes

t/m)

:riction coe etnase o' 'ooting and roc3



61/93

Total !ive !oad reaction on the autment 'rom !.! = 14.4% tonnes


,o aBimum live load reaction with im(act = 41% tonnes


(iii) Vertical force +$e to wt of earth retaine+ as .ackll

The soil u(to :,! will e saturated while aove that it will e a wet soil

a2 et earth o' section 42 = #6.&& tonnes

acting at a distance o' 4.1# m 'rom @

2 et earth o' section &2 = 14.6& tonnes

acting at a distance o' ).)7 m 'rom @

c2 et earth o' section $2 = %).144 tonnes

acting at a distance o' 4.%6) m 'rom @

d2 ,aturated earth o' section 72 = 1)%.64 tonnes

acting at a distance o' &.&6 m 'rom @

(i) Vertical loa+ +$e to eE$ialent lie loa+ s$rcharge of 4m

;ntensit* o' loading = 0.&7% tonnes (er s>m

"ertical load due to surcharge = )1.7& tonnes

acting at a distance o' 4.1# m 'rom @

() !p lift Force

9(li't 'orce = 107.0$ tonnes

acting at a distance o' 4.$7 m 'rom @



a2 et earth (ressure aove :,! /'12 m

;ntensit* o' (ressure at :,! = %.70 t/m

oriual to )0I o' total live load on the ridge = %.#$ tonnes

4

$

&

1

7


62/93

R.!. o' a((lication o' ra3ing 'orce = )$).47

eight o' a((lication 'orce aove earing level = 1.600 m


() 3emperat$re force or +$e to sli+ing friction







Total J )0).1% tonnes

:riction in sliding earing with coe. o' sliding 'riction as 0.0#2 = &*2


,o acting at height = $.)7 m aove @

Consider stability of section at Level 5!.3 m about X-X Axis

-artic$lar of Forces

(A) Vertical Forces


a2 eight o' Triangular section 12 )66.%6

2 eight o' Rectangular section )2 &1.#$

c2 eight o' Rectangular section #2 %).14

(ii) Vertical Reaction +$e to ,, an+ D,

a2 Reaction due to dead load o' su(er structure 6%.10

2 Reaction due to !.! 16.#&

(iii) Vertical force +$e to wt of earth

a2 et earth o' section 42 #6.&&

2 et earth o' section &2 14.6&

c2 et earth o' section $2 %).14

d2 ,aturated earth o' section 72 1)%.64

(i) Vertical loa+ +$e to ,, s$rcharge )1.7&

() !p lift Force A107.0$



a2 et earth (ressure aove :,! 10.01

2 et earth (ressure elow :,! 40.$#


a2 ,umerged earth (ressure )#.&7

2 ater (ressure 71.4)

(iii) ,ie ,oa+ S$rcharge )$.#$

() 3emp or +$e to sli+ing friction force $.07

S!M 2%444 42'*&

VerticalForce (3ons)

"ori#ontal Force(3ons)


63/93

-ase width at 'oundation loc3 to( !evel -2 )&4.# 7.0 m

Net stailising moment = 1&$&.&6 ton.m

The resultant will stri3e ase at distance B2 = ).14

ccentricit* e2 aout .G. o' ,ection at 'oundation loc3 !"! =-/) A B = 1.#$


,ince eccentricit* e P-/$K so tension will develo( at heel

aBimum tension at heel = 94241

Safe

and shrin3age will ta3e tensile stresses in the concrete mass at ed level

aBimum com(ression at toe = ))$.07


:actor o' sa'et* in overturning = ).$6 5 4* "ence Safe

:actor o' sa'et* in sliding = ).0& Safe in Sli+ing

tonnes6m/7

C 0.$7 N/mm)

@s ?ermissile tensile stress 'or #0 grade concrete= 0.$7 N/mm) however steel (rovided 'or tem(era

C N/mm)

( ) = + MM

( )=

+

V

MM

=

B

e

B

V 61

=

+B

e

B

V 61

=

V

H

=

+

M

M


64/93

ng o' autment


65/93

)$0.&7

)&%.67

)&4.#

:,!)

#

%

A


66/93

tonnes

#.17 646.$4

1.0)& &).$4

0.40 #).%&

0.4 #6.)4

0.4 7.74

4.1# 1$#.1#

).)7 ##.6%

4.%6))$% 401.%7

&.&6 7)1.4#

4.1# %6.7)

4.$7 466.$1

&.44 &4.#6

).#4 64.%7

1.&$ #$.$6

1.&$ 111.1%

#.46 61.%%

$.)7 #%.0#

/01// 1/&&&

,eerarm (m)

M8(tm) M9(tm)


67/93

m 'rom @

m

9*42

).)$

Safe

6mm/

ture

ton/m) N/mm)


68/93

Design of R;; Bri+ge A.$tmentsDesign parameters :

anal discharge Q = )07.#0 cumecs

lear s(an etween (iers = $.4 m

Thic3ness o' road wa* dec3 sla = 0.$% m

:,! o' canal D/, o' ross regulator = )&%.67 m

idth o' ?ier = 1.1& m

anal 'oundation loc3 to( !evel = )&4.# m

:oundation !evel o' @utment = )&).70 m

!ace*+s ,ilt 'actor '2 = 1




Thic3ness o' Dirt all = 0.4& m

eight o' Dirt all aove ed loc3 !"! = 0.7 m


idth o' -ed loc3 = 0.6& meight o' -ed -loc3 aove 'oundation loc3 = &.$7 m

eight o' atter aove 'oundation loc3= $.#7 m

-ottom width o' atter at 'oundation loc3 = &.7& m

idth o' 'oundation loc3 = %.#& m

eight o' 'oundation loc3 = 1.$ m

!ength o' autment wall = $.&& m

0.$&


).7% m

@ntici(ated de(th o' scour around @ut = ).0 R 2 =&.&$ m

!evel o' 'oundation o' autment should not e less than 1 m elow antici(ated de(th o' scour

!evel o' 'oundation = )&).41 m

say //2* m

>al$ation of forces acting on the A.$tment at >l //2* m a.o$t C9C Ais

(A) Vertical Forces


a2 eight o' Triangular section 12= )66.%6 tonnes

acting at a distance o' 4.#7 m 'rom -

2 eight o' Rectangular section )2= &1.#$ tonnes

acting at a distance o' ).))& m 'rom -

c2 eight o' Rectangular section #2= %).14 tonnes


d2 eight o' 'oundation loc3 %2 = )1%.77 tonnes

acting at a distance o' 4.1% m 'rom -

(ii) Vertical Reaction +$e to ,ie ,oa+s an+ +ea+ loa+ of s$per str$ct$re

a2 Reaction due to dead load o' su(er structure = 6%.10 tonnes

t/m)

:riction coe etnase o' 'ooting and roc3



69/93

acting at a distance o' 1.$ m 'rom -

2 aBimum live load reaction on autment is otained when third aBle load 11.4 t at center o' ea

Reaction 'rom right s(an = 14.4% tonnes

Total !ive !oad reaction on the autment 'rom !.! = 14.4% tonnes


,o aBimum live load reaction with im(act = 41% tonnes

acting at a distance o' 1.$ m 'rom -

(iii) Vertical force +$e to wt of earth retaine+ as .ackll

The soil u(to :,! will e saturated while aove that it will e a wet soil

a2 et earth o' section 42 = #6.&& tonnes

acting at a distance o' &.## m 'rom -

2 et earth o' section &2 = 14.6& tonnes

acting at a distance o' #.47 m 'rom -

c2 et earth o' section $2 = %).144 tonnes

acting at a distance o' $.06) m 'rom -

d2 ,aturated earth o' section 72 = 1)%.64 tonnes

acting at a distance o' $.76 m 'rom -

(i) Vertical loa+ +$e to eE$ialent lie loa+ s$rcharge of 4m

;ntensit* o' loading = 0.&7% tonnes (er s>m

"ertical load due to surcharge = )).#) tonnes

acting at a distance o' &.&& m 'rom -

() !p lift Force

9(li't 'orce = 171.4$ tonnes

acting at a distance o' &.&7 m 'rom -



a2 et earth (ressure aove :,! o' /'12 m

;ntensit* o' (ressure at :,! = %.70 t/mori


70/93

acting at height = 4.)6 m aove -

(i) Braking Force

>ual to )0I o' total live load on the ridge = %.#$ tonnes

R.!. o' a((lication o' ra3ing 'orce = )$).47

eight o' a((lication 'orce aove earing level = 1.600 m


() 3emperat$re force or +$e to sli+ing friction







Total J )0).1% tonnes

:riction in sliding earing with coe. o' sliding 'riction as 0.0#2 = &*2


,o acting at height = 7.%7 m aove -

vi2 ?assive arth (ressure o' soil retained in 'ront o' @utment

;nt o' ?assive (ressure at 'ound loc3 to( !"! )&4.#0 0.0 t/m

;nt ?assive (ressure at 'ound loc3 ottom !"! )&).70 = 77.01 t/m

Total ?assive earth (ressure on 'ound loc3 $1.$1 t

@cting at height aove 'ound loc3 ottom !"! )&).702 0.$& m

Consider stability of section at Level 5.70 m about X-X Axis

-artic$lar of Forces "ori#ontal Force (3ons)

(A) Vertical Forces


a2 eight o' Triangular section 12 )66.%6

2 eight o' Rectangular section )2 &1.#$

c2 eight o' Rectangular section #2 %).14

d2 eight o' Rectangular section 42 )1%.77

(ii) Vertical Reaction +$e to ,, an+ D,

a2 Reaction due to dead load o' su(er structure 6%.10

2 Reaction due to !.! 16.#&

(iii) Vertical force +$e to wt of earth

a2 et earth o' section 42 #6.&&

2 et earth o' section &2 14.6&

c2 et earth o' section $2 %).14

d2 ,aturated earth o' section 72 1)%.64

(i) Vertical loa+ +$e to ,, s$rcharge )).#)

VerticalForce(3ons)


71/93

() !p lift Force A171.4$



a2 et earth (ressure aove :,! 10.01

2 et earth (ressure elow :,! &4.&&


a2 ,umerged earth (ressure 4).46

2 ater (ressure 1)%.7&

(iii) ,ie ,oa+ S$rcharge #).4)

() 3emp or +$e to sli+ing friction force $.07

(i) -assie >arth -ress$re of soil A$1.$1

S!M &&2/' /20/2

-ase width at 'oundation loc3 ottom !evel -2 )&4.# %.#& m

Net stailising moment = )71%.60 ton.m

The resultant will stri3e ase at distance B2 = 4.07

The eccentricit* e2 aout .G. o' ,ection at 'oundation loc3 !"! =-/) A 0.10



aBimum tension at heel = 204

Safe

aBimum com(ression at toe = %&.$%

1)1.&

,liding :actor = 0.41 C 0.$& ence ,a'e

:actor o' sa'et* in overturning = ).&$ 5 4* "ence Safe

:actor o' sa'et* in sliding = 1.&% Safe in Sli+ing

tonnes6m/7

C N/mm)

( ) = + MM

( ) = +

V

MM

=

B

e

B

V 61

=

+

B

e

B

V 61

=

V

H

=

+

M

M


72/93


73/93

ring o' autment

)$0.&7

)&%.67

)&4.#

4

:,!)

#

A

B


74/93

tonnes

4.#7 1#06.&1

).))& 114.)%

1.$0 1#1.4)

4.1% 61#.#$

1.$ 1&$.6$

1.$ #0.67

&.## )10.&%

#.47 &1.6#

$.06))$% &00.44

$.76 %7$.1$

&.&& 1)#.%$

,eerarm (m)

M8(tm) M9(tm)


75/93

&.&7 6&4.47

7.04 70.40

#.14 171.01

).06 %%.%0

).06 )$6.06

4.)6 1#%.61

7.%7 47.7#

0.$& #6.%406#74

001%* 420*04

m 'rom @

m

*20

0.%$

Safe

6mm/

ton/m) N/mm)


76/93

Design Data :

eight o' counter'ort retaining wall aove N,! J &2' m

De(th o' 'oundation o' Retaining all J / m

-earing ca(acit* o' ,oil/Roc3 J 1$&

/** degree

9nit eight o' soil J 42


2* N/mm)

/%** N/mm)

Sol$tion :

1. Design constants J :or )0 concrete and :e 41& steel rein'orcement we have the 'ollowing

1#.##

0.)%6

0.604

0.61#

0.460

). Dimension o' various (arts.

= 0.$

= &.&76

Normal range o' is etween 0.& to 0.$ . oweverK 3ee( minimum = 0.& to 0.$.

owever 3ee( minimum length o' ase sla = 0.& = 4.$) m

say ,ength of .ase sla. as 7 04* m

@s length o' toe sla ).)0 mkeep the length of toe sla. 7 4& m

3aking thickness of stem 7 /&* mm

ength o' heel sla - = ).)4 m

!et the thic3ness o' ase sla as J ** mm

l= ).6% m

"oweer keep co$nterforts at %** m a(art

!et us also (rovide counter'orts over toe slaK u(to ground levelK at # m clear distance.

% Sta.ility of wall 3he preliminary +imensions of the wall are marke+ as pe

3N/m)


3N/m#

oncrete Grade )0 with cc

J

,teel o' Grade :e 41& with st


=

5al

=1/1Mst/m

cc22=

al=1A3

al/#

Rc=0.&cc

3alF

al=

5a= 1Asin2/1Msin2=

The ratio o' length o' toe sla D2 to the ase o' width ma* e 'ound * the eB(ression J

-ase width = 0.6& ,QRT5a/1A21M#22

lear s(acing o' counter'orts l= #.& /21/4


77/93

The calculation are arranged in Tale elow

,.No. DesigAnation

:orce3N2

[email protected] oment

ori


78/93

1&%%.&4 mm

"oweerG keep erall +epth of heel sla. as D7 &00 mm

ective cover o' sla rein'orcement (rovided = $0 mm

ective de(th o' heel sla d= 440 mm

1.161

@rea o' steel at su((orts is given as @st = )%$&.7&

-roi+e 4/ mm +ia .ars with area of .ar 11#.04 mm

,(acing o' 1) mm dia ars = #6.4& mm

owever ?rovide 1) mm dia ars at s(acing o' 1#0 mm

@ctual @rea o' steel (rovided= %$6.%4$1%&

16$.&% 3N.m

$&).1&


,(acing o' 1) mm dia ars = 17#.## mm

"oweer -roi+e 4/ mm +ia .ars at spacing of 1&0 mm

@ctual @rea o' steel (rovided= 7.$0Reinforcement ear B

Net downward load near - J )%.))

t is aout 0.0%1 o' !oad intensit* at

ence s(acing o' 1) mm dia steel ars near su((orts at to( 'ace is given * 1$10.1

"oweer proi+e steel .ars 4/ mm +ia at s$pports on top face with spac #00

,(acing o' 1) mm dia steel ars at mid s(an at ottom 'ace is given * = 1%&7.77

-roi+e steel .ars 4/ mm +ia at mi+ span on .ottom face with spacing 7 #00

Distri.$tion steel :

@rea o' distriution rein'orcement 'or tem( and shrin3age= 0.1) D/100 = $00

!sing 4/ mm .ars with area of .ar as 7 11#.04

,(acing o' distriution steel = 1%%.4 mm

"oweer proi+e +istri.$tion steel at spacing of 1%0 mm

Shear Reinforcement :

,hear stress at is given = 1.161

?er ,teel at as 100@s/d= 0.16% I

0.)) ,hear Rein'orcement is necessar*

6$.% 3N

onsider a section distance B1 'rom 'ace o' counter 'ort where shear'orce is 6$.%

0.46 m#&).44

"ence proi+e shear reinforcement $pto a +istanc 0.& m on either side o' coun

6$.% 3N

1.)& m

A4.4)

1$6.$6

De(th re>uired 'rom shear (oint o' view d="/tc =

v= N/mm)P

chence shear rein'orcement will e necessar*

mm)

mm)

aBimum (ositive -..= (l)/1$=

@rea o' ottom steel @st)

= mm)

mm)

3N/m)

mm)

N/mm)

ence c= N/mm)

"c=

cd =

hec3 distance B1=,hear 'orce at distance B

1=

onsider a (oint at distance *1'orm end o' heel where ,: is valued=

hec3 distance *1=

9(ward ?ressure intensit* at *1= 3N/m)

Net downward (ressure at *1= 3N/m)


79/93

)&4.&4 3N

1.# m 'rom heel

401.6) mm)

,o s(acing o' shear rein'orcement is gven as ,v= 6&.1$ mm

"oweer proi+e shear reinforcement at spacing o

Design of 3oe Sla. :

@s toe sla is also length* so 'ront counter'orts will e necessar*

-roi+e front co$nterforts at toe sla. spacing #.00 m c/c

Depth of toe sla. 7 ** mm

9(ward maBimum (ressure intensit* at edge D 40#.%)

Downward load due to sel' weight o' ase sla J 1).&

Net u(ward intensit* at edge D is given * J #61.#)

Net u(ward intensit* at edge is given * J 1$1.%&

onsider a stri( o' unit width at D. aBimum Negative moment is given *

)6#.46 3N.m

De(th o' toe sla d = &$$.64 mm

,hear 'orce " is given as J &%$.6% 3N

@rea o' steel 'or alanced section is given as = )%)#.7%

0.&$4%

0.##

177%.7) mm

"oweerG keep erall +epth of heel sla. as D7 &00 mmective cover o' sla rein'orcement (rovided = $0 mm

ective de(th o' heel sla d= 440 mm

1.##4

@rea o' steel at su((orts is given as @st = #)0%.%4


,(acing o' 1) mm dia ars = #&.)# mm

owever ?rovide 1) mm dia ars at s(acing o' 60 mm

@ctual @rea o' steel (rovided= 1)&$

))0.1) 3N.m

64).00


,(acing o' 1) mm dia ars = 1)0.00 mm

"oweer -roi+e 4/ mm +ia .ars at spacing of 1)0 mm

@ctual @rea o' steel (rovided= 64).00

Reinforcement ear >

Net u(ward load at 1 m 'rom J #0&.)7

,hear 'orce at 'ace o' counter'orts at distance *1'rom heel =

"oweer proi+e shear reinforcement $pto a +istance of y47

,o (rovide in rectangular (ortion o' si


80/93

t is aout 0.7%0 o' !oad intensit* at

ence s(acing o' 1) mm dia steel ars near su((orts at ottom 'ace is given * 11&.4

"oweer proi+e steel .ars 4/ mm +ia at s$pports on .ottom face with 110

,(acing o' 1) mm dia steel ars at mid s(an at to( 'ace is given * = 1.%#

-roi+e steel .ars 4/ mm +ia at mi+ span on top face with spacing 7 140

Distri.$tion steel :

@rea o' distriution rein'orcement 'or tem( and shrin3age= 0.1) D/100 = $00

9sing 1) mm ars with area o' ar as = 11#.04

,(acing o' distriution steel = 1%%.4 mm

"oweer proi+e +istri.$tion steel at spacing of 1%0 mm

Shear Reinforcement :

,hear stress at D is given = 1.##4

?er ,teel at D as 100@s/d= 0.)%&& I

0.)4 ,hear Rein'orcement is necessar*

10&.$ 3N

onsider a section distance B1 'rom 'ace o' counter 'ort where shear'orce is 10&.$0.$% m

#)0.67

"ence proi+e shear reinforcement $pto a +istanc 0.7 m on either side o' coun

10&.$ 3N

).% m

$.00

4.7&

7.1# 3N

t is more than length o' toe sla 1.$ m hence ,.:. at is more than value@ctual ,.:. at is given * )&6.$4 3N

onsider a section distance < 'rom 'ace o' counter 'ort where shear'orce is 10&.$

hec3 < = 0.44 m

,: at section distant < 'rom 'ace o' 'ront counter'ort= 1%#.0$ 3N

401.6) mm)

,o s(acing o' shear rein'orcement is given as ,v= %4.&0 mm

"oweer proi+e shear reinforcement at spacing o

Design of Stem (Vetical Sla.)

The stem acts as a continuous sla. onsider 1 m stri( at -.

74.6 3N/m)

&$.1& 3N.m

,o de(th o' vertical sla d2 = )47.67 mm

)00 mm

ective over o' sla main rein'orcement $0 mm

mm)

N/mm)

ence c= N/mm)

"c=

cd =

hec3 distance B1=

,hear 'orce at distance B1=

onsider a (oint at distance *1'rom end o' toe where ,: is valued=

hec3 distance *1=

9(ward ?ressure intensit* at *1= 3N/m)

Net u(ward (ressure at *1= 3N/m)

,hear 'orce at 'ace o' counter'orts at distance *1'rom toe =

,o (rovide in tra(e


81/93

3otal Depth of ertical sla. )$0 mm

,hear :orce " at su((orts = 11).)6 3N

0.&$ N/mm)

@rea o' steel near counter'orts= 1#&0.&1 mm)

@rea o' steel E 0.&I o' rein'orcement = 1000 mm) P 1#&0.&1

0.&$ N/mm) O.5.

,(acing o' 1) mm dia ars = 11#.04 mmowever (rovide 1) mm dia main rein'orcement ars at s(acing = 60.0 mm

@ctual @rea o' steel (rovided = 1)&$ mm)

?ercent o' steel area I2 = 0.$#

aB. ?ositive -.. = #/4 1= 4).11 3N.m

@rea o' steel 'or (ositive mid s(an moment in sla = 64) mm)

,(acing o' 1) mm dia ars = 1)0 mm

"oweer proi+e 4/ mm +ia .ars at spacing of 1)0 mm

@ctual @rea o' steel (rovided = 64) mm)

The s(acing o' rein'orcement ma* e increased graduall* u(wards as earth (ressure decrease

,(acing o' 1) mm dia ars at to( level o' ,tem = #00 mm@rea o' Distriution ,teel = 0.1) D /100 = #1) mm)

7%.& mm)

,(acing o' distriution steel = )&1.$0 mm

"ence proi+e +istri.$tion steel at spacing of )#0 mm c/c

Design of Main ;o$nterforts

,et $s ass$me thickness of main co$nterforts as &00 mm

Spacing of co$nterforts center to center #.&0 m

@t an* section elow de(th h 'rom to( @K active earth (ressure on ounter'ort J #0.01

,imillarl* net downward (ressure on heel at = #46.4% 3N/m)

,imillarl* net downward (ressure on heel sla at - = )%.)) 3N/m)

ence reaction trans'erred to each counter'ort at = 1))#.1% 3N

ence reaction trans'erred to each counter'ort at - = 6%.7$ 3N

The critical section 'or counter'ort will e at : since elow this enormous de(th is availale

?ressure intensit* at section : is given asK h= $.7% m = )0#.46

,hear :orce at : is given * $%6.%# 3N

-.. at ,ection : is given * 1&&6.01 3N.m

ounter'ort acts li3e a TA-eamK however even as a rectangular -eam de(th re>uired d2=

Total de(th re>uired 'rom ending moment (oint o' view = 160%.00 mm

"oweer keep oerall +epth D 17)0 mm

ective de(th at ,ection : = 1$$0 mm

0.)$

= 14.#6 degree0.)4%

0.6$6

1$%4.)# mm

De(th :G o' ounter'ort = 1644.) mm hich is more than re>u

v=

Checkc at 0.&I o' steel rein'orcement is greater than v

!et us choose ,teel 10 mm dia ars'or dist rein' area

@ngle o' 'ace @ is given * tan =

,in =os =

De(th :1G

1o' counter'ort =


82/93

@ssuming rein' with )0 mm dia ars is (rovided in ) la*ers with )0 mm s(ace etn ars and n

ective de(th at ,ection : = 1%&4.) mm

,o @rea o' steel to e (rovided = 4044.7%

!sing /* mm +ia .ars As7 #14.00 mm)

o of .ars to .e proi+e+ 7 14 Nos

?rovide these in two la*ers.

,.:. = 4%0%&7.& N

Nominal shear stress at section = 0.&) N/mm)

100 @s/d at section is given as J 0.474

0.)#$ N/mm)

"eight where half of the reinforcement can .e c$rtaile+ is gi #.04 m elow @ a

#.14 m

7.00 m

#.%$ m O.5.

Design of hori#ontal 3ies

The vertical stem has a tendenc* to se(arate out 'rom the counter'ort so it should e tied *

@ctive arth ?ressure at height $.7% m elow @ i )0#.46 3N/m

,teel area re>uired 'or hori


83/93

onsider width o' 'ront counter'ort to e (rovided J &00 mm

9(ward (ressure intensit* at D J 40#.%) 3N/m)

9(ward (ressure intensit* at J 174.#& 3N/m)

onsidering weight o' toe sla net u(ward intensit* o' (ressure

@t D J #61.#) 3N/m)

@t J 1$1.%& 3N/m)

/ s(acing o' 'ront counter'ort as (ro(osed J #.&0 m9(ward 'orce transmitted to counter'orts at D (er m = 1#$6.$) 3N/m length along toe sl

9(ward 'orce transmitted to counter'orts at (er m = &$$.4$ 3N/m length along toe sl

Total u(ward 'orce on 'ront counter'ort transmitted through toe sla J 1&4%.%$ 3N

distance o' center o' (ressure 'rom is given as J 0.61 m

-.. at = 1410.4# 3N.m

De(th o' 'ront counter'ort re>uired to resist endingJ 17&7.$& mm

"oweer proi+e total +epth o 1100 mm

10)0 mm

@rea o' steel re>uired @st = $$&).1# mm)

460.$# mm)No o' ars re>uired 'or ending J 14 Nos

11)& mm e*ond

0.#7&

10#0.#) 3N

Nominal shear stress at section at is given as J ).0) N/mm)

1.#47 I

0.)%& N/mm) Shear reinorcement is necessar

9sing 1) mm dia ) legged stirru(s with @sv = ))$.0% mm)

"c= 14&0 N

%%467).$4 N $.%,(acing o' shear rein'orcement = &6.6# mm

"oweer proi+e shear reinforcement at spacing of /** mm c6c

N,!

).& )0.$

0.&1.$

Fiing eHects in stemG toe an+ heel sla.

:iBing moments are induced at Functions o' stemK toe and heel slas.

@s= $)4 mm)

7%.& mm)

ective de(th availale with %0 mmeective cover J

9sing )0 mm dia ars @)&2=

These ars should e continued to a distance 4&e*ond =tan=

Net shear 'orce at is given as J :A/d2 tan=

100@s/d=

,o c=

"s="A"c=

i2 ;n stem E 0.)4I o' cross section to e (rovided at the inner 'ace o' stem'or a length o' 4&

9se 10 mm dia ars area @102=

D


84/93

,(acing = 1)&.%0 mm

"oweer proi+e 4* mm +ia ing .ars at spacing 100 mm

@s= $00 mm)

7%.& mm)

,(acing = 1#0.%# mm

"oweer proi+e 4* mm +ia ing .ars at spacing 1)0 mm

@s= $00 mm)

7%.& mm)

,(acing = 1#0.%# mm

"oweer proi+e 4* mm +ia ing .ars at spacing 1)0 mm

Design of Shear


85/93

J

g

A>0/).)


86/93

s aout toe 3NAm2

6%.17

10&.0$

1016.%0

A11)#.%)

66.)1


87/93

mm

mm

mm

mm

3N

er'ort

mm)


88/93

o' ase sla

(ortion

'ort


89/93

mm

mm

mm

mm

3N

er'ort

10&.$ 3N

mm)

toe sla (ortion

'ort


90/93

mm)

s with t

h 3N

'ront counter'ort

3N/m

1%47.61 mm

red O.5.


91/93

ominal cover o' &0 mm

t (oint ;1

ori


92/93

a

a

0.)$

@ll dim in metre

14.#6

).)4

4.10

-

@


93/93

4&

o' 4&

Documents

Excel Sheet for Gravity RWall Design