Design of sarda fall.xls

8/18/2019 Design of sarda fall.xls

1/77

Design of D/S wing wall

Top level of wingwall = 420.602 mCistern level = 416.7 mHeight of abutment = 3.02 mTop wi!th = 0.6 m"ear slope 1# 0.$$

"ear batter = 2.1461 m%ase wi!th = 2.7461 mHeight = 3.02 m

&ensit' = 2

φ = 30

δ φ 2= = 1$

= 0

= 0

λ = 0 0

α

= 2(.(1ι = 0)n*rement = 0 +

,nit weight of *on*rete = 2.4

,nit weight of water = 1

Stress Due to Earth pressure (Active)

= 1

= 1

= 0.76(

= 0.722 = 0.707

= 0.$

= 0.(76

= 0.722

1- 0.$ =

1.74(

1 2

1- 0.$ =

0.327

Cos2/φ−α−λ) =

1.(03

Ca = Cos2/ φ−α) 1 2

1- 0.$

Ca = 0.589581

a 12wh2Ca = (.( tarth pressure# =erti*al *omponent= = 6.22 tHori5ontal *omponent= = 6.4( t

tm3

o

o

αh %)αoαv 12αh=

tan1α(h/18α(v=

o

tm3

tm3

*osλCos2/φ−λ−α)=Cos2α=Cos/δ+λ+α)=9in/φ+δ)=9in/φ−ι−λ)=Cos/α−ι)=Cos/δ+λ+α)=

9in/φ+δ)∗9in(φ−ι−λCos/α−ι)∗Cos/δ+α+λ)

9in/φ+δ)∗9in(φ−ι−λ)Cos/α−ι)∗Cos/δ+α+λ)

*osλ∗ Cos2α∗ Cos/δ+α+λ)

*osλ∗ Cos2α∗ Cos/δ+α) 9in/φ+δ)∗9in(φ−ι)Cos/α−ι)∗Cos/δ+α)


2/77

0 0.$$1 3.02 1

0 0.6 2.1461

2.7461Coeff. : % & ,nit.wt. ;or*es/t e


3/77

Design of Aut"ent

Top level of abutment = 421.(( mCistern level = 416.7 mHeight of abutment = $.1( mTop wi!th = 0.$ m"ear slope 1# 0.$

"ear batter = 2.$ m%ase wi!th = 3.0 mHeight = $.1( m

&ensit' = 2

φ = 30

δ φ 2= = 1$

= 0

= 0

λ = 0 0

α

= 26.$7ι = 0)n*rement = 0 +

,nit weight of *on*rete= = 2.4

,nit weight of water= = 1

Stress Due to Earth pressure (Active)

= 1

= 0.6

= 0.(

= 0.74( = 0.707

= 0.$

= 0.(4

= 0.74(

1- 0.$ =

1.727

1 2

1- 0.$ =

0.33$

Cos2/φ−α−λ) =

1.664

Ca= Cos2/ φ−α) 1 21- 0.$

Ca = 0.55'

= 14.6 tarth pressure#

erti*al *omponent= = .3 tHori5ontal *omponent= = 11.1 t

tm3

o

o

αh %)αoαv 12αh=

tan1α(h/18α(v=

o

tm3

tm3

*osλCos2/φ−λ−α)Cos2αCos/δ+λ+α)9in/φ+δ)9in/φ−ι−λ)Cos/α−ι)Cos/δ+λ+α)

9in/φ+δ)∗9in(φ−ι−λCos/α−ι)∗Cos/δ+α+λ)

9in/φ+δ)∗9in(φ−ι−λ)Cos/α−ι)∗Cos/δ+α+λ)

*osλ∗ Cos2α∗ Cos/δ+α+λ)

*osλ∗ Cos2α∗ Cos/δ+α) 9in/φ+δ)∗9in(φ−ι)Cos/α−ι)∗Cos/δ+α)

a=12wh2Ca=


4/77

0 0.$1 $.1( 1

0 0.$ 2.$

3.0Coeff. : % & ,nit.wt. ;or*es/t e


5/77


6/77


7/77

&esign of sar!a fall masonr' *anal se*tion

?>


8/77


9/77

Design of Canal fall (Sharda type)

Hydraulic particulars :

U/S D/S

i Full supply discharge (Q) cumecs 68 68

ii 1.28iii Full supply le!el (m) "21.1# "1$.8%2

i! Full supply depth (m) 2.% 2.%

! &a'al ed le!el (m) "18.#8 "1.12

!i *ed +idth (m) 1.% 1.%

!ii ,ssume ligh c-ecie't (*&) 6

!iii 0ater side sl-pe 1.% :1

i *ed sl-pe 1: %

1 Length of crest

Crest length /: = 1.% m2 Crest Level

3 Q is 4 15 Adopt trapizodial creast

C = 2.26

5he discharge is gi!e' y Q

E = 2.26

.8 m

68 2.26 1.%D71.%(D/.8)7.1666

D 1.## mel-city -3 appr-ach +ith sl-pe 1.% : 1

a 68/(1.%92.%1.%)1.%)

a 1.1"# m/sec

el-city Head

.6

U/S 5 U/S FS 9 !el-city head

"21.1#9.6

"21.2 m

; -3 crest U/S 5 < D

"21.1$


10/77

= 0.$ 2.77= 1.3( m

rovi-e thic;ness at ase = 1.40 m)ts top shall be *appe! with 20 *m thi*F *ement *on*rete

" Approach

% Donstrea! e"pansion

6 #pstrea! $rotection

*ricA/st-'e pitchi'g i' le'gth 2.% m sh-uld e laid -' the U/S

&ister' leme'ts

Depth -3 cister' dc

B #.8$ cumec/m

dc 1.16 m

5hus Depth -3 cister' .#$

; -3 cister' D/S ed le!el < Depth -3 cister'

"1.12 < .#$ m

"16.12 m

Cr-!ide ; -3 cister' "16. m

e'gth -3 cister' #.8dc 9 ."1%9 H

#.81.169."1%91.28

".$#8 m

Cr-!ide cister' 3-r %. m

8 e'gth -3 mper!i-us --r

*lighEs c-ecie't 6

aimum static head &rest le!el < D/S ed le!el

"1$.8 < "1.1

2. m

5-tal --r le'gth reBuired 6 @ 2.

16.68

5-tal --r le'gth pr-!ided 16. m

i'imum d.s. --r le'gth reBd. 1.%#>dc 9 ".8 H 1.%#1.169".8


11/77

= 416.3 m

= '!3-0.60

/where '! is water !epth im m at us

= 0.2-0.6= 1.$2 m

rovi!e! us *ut off wall !epth = 1.$2 m": of the bottom of sheet pile = 416.(6 mCistern level = 416.70rovi!e sheet pile bottom elevation at = 416.70 m

ii D/S sheet pile $

&is*harge intensit' IJI = 3.( *ume*m= 3.36 m

>nti*ipate! s*our = 1.$ " = $.0$ m".:. of the bottom of s*our hole = 1.($2$.0$ m

= 414.(0 m

= '!2 -0.6

/where '! is water !epth in m at !s = 1.37$-0.6

= 1.7$ mrovi!e! !s *ut off wall !epth = 1.7$ m": of bottom of sheet pile = &9 be! level!epth of *utoff

= 417.1021.7$9heet pile bottom elevation = 41$.13 mrovi!e sheet pile bottom elevation= 414.(0 m

iii 6otal floor length an- e=it gra-ient


12/77

an! !ownstream near *utoff wall = 0.30 m.i 3pstrea" sheet pile

! = 41(.3( 416.70= 1.6( m

b = 26.30 m

1/ α = !b =1.6(

= 0.0626.30

;rom BhoslaIs ressure *urvesλ = (.34

= 77.4 +

= (4.26 >

= 6.77 +

Corre*tion for floor thi*Fness = 1.21 /- ve

whereG & = 417.102414.(02= 2.30 m

! = 1(.3(416.71.6( m

bI = 2%.$

b = 26.30 mThenG C = 0.(6 /- ve

*orre*te! = 77.4-1.21-0.(6

= 7.$6 >ii Downstrea" sheet pile

! = 417.102414.(02 = 2.30 m

b = 26.30 m1/α =

!=

2.30= 0.0

b 26.30;rom BhoslaIs ressure *urves

λ = 6.24φΕ1 = 26.22 +

= 1(.27 >

= 7.$ +Corre*tion for floor thi*Fness = 1.04 / ve

whereG d = 417.102414.(022.30 m

& = 41(.3(416.71.6( m

bI = 2$.0 mb = 26.30 m

thanG C = 0.73 / veφΕ1 *orre*te! = 26.22t 0.00 m from toe of *reast wall to 2.00 m

+ pressure =

φC1φ&1

φ&1 − φC1

Corre*tion for interferen*e !ue to !s sheet pile lineG C = 1√&bI./!-&b

φC1

φ&1φΕ1 − φ&1

Corre*tion for interferen*e !ue to us sheet pile lineG C = 1?&bI./!-&b


13/77

.2$.0

. .

= $0.6( >,nbalan*e! hea!

=$0.6( 2.77

100.00= 1.40 m

;loor thi*Fness reJuire! = 1.40 1.2$

rovi-e floor thic;ness = 1.12 mii >t 2.00 m from toe of *reast wall to 4.00 m

+ pressure =

24.4$ -14.$0

7.$6 24.4$2$.0

= 44.$4 >,nbalan*e! hea!

=44.$4 2.77

100.00= 1.23 m

;loor thi*Fness reJuire! = 1.23 1.2$

rovi-e floor thic;ness = 0. miii >t 4.00 m from toe of *reast wall to 6.00 m+ pressure =

24.4$ -12.$0

7.$6 24.4$2$.0

= 3(.40 >,nbalan*e! hea!

=3(.40 2.77

100.00= 1.06 m

;loor thi*Fness reJuire! = 1.06 1.2$rovi-e floor thic;ness = 0.($ m

iv >t 6.00 m from toe of *reast wall to (.00 m+ pressure =

24.4$ -10.$0

7.$6 24.4$2$.0

= 32.2$ >,nbalan*e! hea!

=32.2$ 2.77

100.00= 0.( m

;loor thi*Fness reJuire! = 0.( 1.2$rovi-e floor thic;ness = 0.71 m

v >t (.00 m from toe of *reast wall to 12.00 m+ pressure =

24.4$ -(.$0

7.$6 24.4$2$.0

= 26.11 >,nbalan*e! hea!

=26.11 2.77

100.00= 0.72 m

;loor thi*Fness reJuire! = 0.72 1.2$rovi-e floor thic;ness = 0.$( m

vi >t (.00 m from toe of *reast wall to 16.00 m+ pressure =4.$0


14/77

.2$.0

. .

= 13.(2 >,nbalan*e! hea!

=13.(2 2.77

100.00= 0.3( m

;loor thi*Fness reJuire! = 0.3( 1.2$

rovi-e floor thic;ness = 0.31 m12 Downstrea" rotection

i :e- rotection:ength of be! prote*tion = 3!s water !epth

= 3.00 2.7$= (.2$ m

This shall *onsist of ".".9tone !r' pit*hing

ii Si-e protection:ength of be! prote*tion = 3!s water !epth

= 3.00 2.7$= (.2$ m

This shall be prote*te! b' a toe wall 0.4 m wi!e ".".sotne masonr' an! of!epth eJual to 0.(0m.

rovi!e !r' stone pit*hing 0.2 m thi*F on si!esG resting on wall 0.4m wi!e an!of the same !epth as other toe walls.


15/77

?>


16/77

%ri*Fstone pit*hing in length 2.7$ m shoul! be lai! on the u.s. be! sloping !own towar!sthe *rest 1#10 N an! three !rain pipes of 1$ *m !iameter at the be! !uring the *losure of the *hannel

'. ,istern Ele"ents

&epth of *istern =

!* =

J = 3.(($714 *ume*m!* = 1.1$ m Thus &epth of *istern = 0.3($ = 0.+8 "": of *istern = !s be! level &epth of *istern

= 417.102 0.3($ m= 416.717 m

rovi-e of cistern = 1%.'00 m:ength of *istern = $.2!*-1.067-H:

= $.2 1.1$$ - 1.067 - 1= (.071 m

rovi-e 9.0 " long cistern at 1%.'00 ".

8. ength of 4"pervious floor

%lighIs *oeffi*ient = 6


17/77

:ength = same as for be! prote*tion.= 8.*5 mSide protection #

pFPnan!wanaQ'ahoo.*o.in

mailto:[email protected]:[email protected]


18/77

?>


19/77

ressure calculations

:et the us floor thi*Fness = 0.+0 "an! !ownstream near *utoff wall = 0.+0 ".

/i Upstream sheet pile! = 41(.3( ?> +

Corre*tion for floor thi*Fness = ?>/ii Downstream sheet pile

! = 417.10 41$.10 = 2.00 m

b = 24.0 m!

=(.00

= 0.0( = 1/αb 24.0

;rom BhoslaIs ressure *urvesλ = 6.74

φΕ1 = 2$.17 += 1'.5% > = 7.61 +

Corre*tion for floor thi*Fness = 1.14 / veCorre*tion for interferen*e !ue to us sheet pile lineG C = 1R&bI./!-&b

whereG ! = 417.10 41$.10 = 2.00 m& = 41(.3( ?>

Downstrea" 7loor thic;ness

/i >t 0.00 m from toe of *reast wall to *.00 m

+ pressure = ?>

,nbalan*e! hea! =

?>


20/77

rovi-e floor thic;ness = C@AE "

/ii >t *.00 m from toe of *reast wall an! upto .00 m

+ pressure = ?>

,nbalan*e! hea! =?>t .00 m from toe of *reast wall an! upto %.00 m

+ pressure = ?>

,nbalan*e! hea! =?>t %.00 m from toe of *reast wall an! upto 9.10

+ pressure = ?>

,nbalan*e! hea! =?>


21/77

@AE 7 !B$&,@S63,64@ 7 shar-a t#pe 7A at .D. 0 0

2.(0

1 . 0 0

>

2 . ( 0

0.$0

0 . $ 0 0

2 . 7 $ 0

4 1 ( . 3 ( 0

1 7 . $ 0

0 . 0 0

T % :

; . % .

; 9 &

C % :

% . A .

0.$0

2 . 3 0

0 . $ 0

11.20 > 2.(0

0.(0 3.10

T%: 421.630

3.2$

,9 ;9: 421.130 0.$ T%: 420.3$2

Creast level 41.(00 &9 ;9: 41.($2

usC%: 41(.3(0 2.7$

1.6(3.10 !s

1.40 *istern level= 416.700

": ?>


22/77

&T>)& 9T)T?>9oft !isintegrete! ro*F. 2$ + Jt' taFen = 0.00/%Har! ro*F not rJuir!ing blasting 2$ + Jt' taFen = 0.00 h'lites U other har! ro*FreJuiring nominal blasting 2$ + Jt' taFen = 0.00

*um3

/amaimum si5e upto 20mm

Aing wall >> 2 0.00 0.00 0.00 0.00

9i!e wall %% 2 0.00 2.30 0.00 0.009i!e wallCC 2 0.00 0.00 0.00 0.00

Total 0.004 for 1 nos 0.00

*um

&9 *istern 1 0.00 0.00 0.00 0.00

arth worF in e*avation in*lu!ing loa!ingunloa!ing !isposal an! !ressing of e*avate!

earth within intial lea! of $0m an! lift upto1.$m in !r' or moist in*lu!ing !ressing ofe*avte! area with *ost of !ewateringwherever reJuire! an! all appli*able taesan! levies et* *omplete in all respe*t

>. Har! soil mie! with FanFarG boul!ermorrum

arth worF in e*avation in*lu!ing loa!ingunloa!ingG !isposal an! !ressing ofe*avate! ro*F within initial lea! of $0 m an!lift upto 1.$0 m in!r' or moist in*lu!ing!ressing of e*avate! area wirh *ost of!ewatering wherever reJuire! an! allappli*able taes an! . levies et*. *omplete inall respe*t.

Cement *on*rete


23/77

&9 *urtain wall 1 0.00 0.00 0.00 0.00

&9 *urtain wall 1 0.00 0 0.00 0.00

,9 impervious floor 1 0.00 0.00 0.00 0.00

,9 *urtain wall 1 0.00 0.00 0.00 0.00

*oping 2 0.00 0.00 0 0.00

*reast top 1 0.00 0.00 0 0.00

Total 0.00$ for 1 nos 0.00

*um

)n *ement san! mortar 1#$

Creast wall 1 0.00 0.00 0.00 0.00

Aing wall >> 2 0.00 0.00 0.00 0.00

9i!e wall %% 2 0.00 0.00 0.00 0.00

9i!e wallCC 2 0.00 0.00 0.00 0.00Total 0.00

for 1 nos 0.006 *um

)n *ement san! mortar 1#$

Aing wall >> 2 0.00 0.00 0.00 0.00

9i!e wall %% 2 0.00 0.00 0.00 0.00&9 return 2 0.00 0.00 0.00 0.00

Total 0.007 for 1 nos 0.00

*um

Creast wall 1 0.00 0.00 0.00

Aing wall >> 2 0.00 0.00 0.00

9i!e wall %% 2 0.00 0.00 0.00

9i!e wallCC 2 0.00 0.00 0.00

&9 return 2 0.00 0.00 0.00

total 0.00for 1 nos 0.00

(

"ate as %9" 2006 page 42 item 1$*

Aing wall >> out si!e 2 0.00 0.00 0.00

"an!om rubble stone masonr' /using "G".stone where 7$+ stone to be not less than1$ *m. in an' !ire*tion an! weighing not lessthan 23 Fg. for foun-ation in*lu!ing *uringall lea!s of all *onstru*tion material an! alltaes an! with inial lift !elift $m from groun!level et* *omplete

"an!om rubble stone masonr' /using "G".stone where 7$+ stone to be not less than1$ *m. in an' !ire*tion an! weighing not lessthan 23 Fg. for superstru*ture in*lu!ing*uring all lea!s of all *onstru*tion materialan! all taes an! with inial lift !elift $m fromgroun! level et* *omplete

laster in *ement san! mortar 1#3 in*lu!ingraFing of Voints smooth finishing U *uring et*.in*lu!ing all lea!s of all *onstru*tion material*omplete of thi*Fness 20 mm.

;lush an! rule! pointing on stone masonr'in*lu!ing raFing of Voint an! *uring et*.*omplete in*lu!ing all lea!s of all*onstru*tion materials in mortar ratio *ementsan! mortar /1#3


24/77

9i!e wall %% out si!e 2 0.00 0.00 0.00

9i!e wallCC out si!e 2 0.00 0.00 0.00

&9 return out si!e 2 0.00 0.00 0.00total 0.00

for 0 nos 0.00 sJm

as per item no 1 0.00for 1 nos 0.00

*um

"ehan!ling e*avate! earth / e*lu!ing

ro*F in tren*hesG pilinth si!e of foun!ationset*. in la'ers not e*ee!ing 20*m in !epthG*onsoli!ating ea*h !eposite! la'er b'ramming an! watering in*lu!ing *ost of waterin*lu!ing loa!ing unloa!ing whereverreJuire! with *ost of !ewatering whereverreJuire! an! all appli*able taes .


25/77


26/77

DE6E4@A64@ 7 ,@F3?A6E DE6/"efer )9 4716(

0.231 0.23$ 0.240 0.244 0.24 0.2$4 0.2$ 0.264 0.260.6 0.$( 0.$6 0.$4 0.$2 0.$ 0.$(( 0.$(6 0.$(4

= ?>:,9 @; C@;;

,s / ,

S>)9 >)9

0.000 0.0000.460 0.0$00.6(0 0.1000.(00 0.1$00.(60 0.2000.0$ 0.2$00.30 0.3000.$0 0.3$00.6$ 0.4000.7$ 0.4$00.(0 0.$000.($ 0.$$0

H:

&C

=

&1&

C =

H:

&C

H:&

C

&1&

C

&1

&2

f1

f2

>:,9 @; h - / -

h - / -

0 10 20 30 40 $0

0

0.1

0.2

0.3

0.4

0.$

0.6

0.7

SeGuent -epth -eter"inati

/D,

D 1 / D ,

0.(

1

f/ = 11(.($$$3611226 - 334.$61($2200($ 376.07(1$264 - 216.$22"W = 0.64023$

.A64 7 D4S,1A.?E ,E774,4E@6S D3E 6 6A4/!A6E

. A 6 4 7 0 D 4 7 4 E D , E 7 7 4 , 4 E @ 6 6 7

. E E D 4 S , 1 A . ? E , E 7 7 4 , 4 E @ 6

, s / ,


27/77

0.0 0.6000.( 0.6$00. 0.7001.000 0.7$01.000 0.(00

0.000,s / , 0.004

,s 0.007

BH@9:> C,"

φΕ 0 0 0 0

0.1 14 1 2

0.2 1 27 400.3 21 31 470.4 23 34 $30.$ 2$ 37 $7.$0.6 26.$ 40 620.7 27 42 6$0.( 2(.$ 43.$ 6(.$0. 2.$ 44 711 30 44.$ 74

&epresse! floor w.s. w.s.

H b ! b

9heet pile at e

/&epresse! floor

h - / e

alue of

1α =!b φ&I φ&

φ = 1/∏*os1/λ2λ

φ& = 1/∏*os1/λ1λφ*I = 100−φφ&N = 100−φ&φ&I = 100−φ&Nφ&I = φ&23/φφ&-3α2 /&epresse! floor

0 0.1 0.2 0.3 0.4 0.$ 0.6 0.7 0.( 0.

0

0.2

0.4

0.6

&M" @; 9,%


28/77

0.274 0.27 0.2(4 0.20 0.2$ 0.301 0.306 0.312 0.31(

0.$(2 0.$( 0.$7( 0.$76 0.$74 0.$72 0.$7 0.$6( 0.$66

60

n

31633 6(.3$6$23262 - 11.(2717600 - 0.003(4(1177

. E77E,6


29/77

w.s.

b !

n!

φ

φ&

φ&I

( 0. 1


30/77

0.330 0.336 0.342 0.34( 0.3$$ 0.361 0.36( 0.37$ 0.3(2 0.3(0.$62 0.$6 0.$$( 0.$$6 0.$$4 0.$$2 0.$$ 0.$4( 0.$46 0.$44


31/77


32/77

0.36 0.403 0.410 0.417 0.42$ 0.433 0.441 0.44( 0.4$6 0.46$0.$42 0.$4 0.$3( 0.$36 0.$34 0.$32 0.$3 0.$2( 0.$26 0.$24


33/77


34/77

0.473 0.4(1 0.40 0.4 0.$0( 0.$17 0.$26 0.$3$ 0.$4$ 0.$$40.$22 0.$2 0.$1( 0.$16 0.$14 0.$12 0.$1 0.$0( 0.$06 0.$04


35/77


36/77

0.$64 0.$74 0.$(4 0.$4 0.60$ 0.616 0.626 0.637 0.64( 0.6600.$02 0.$ 0.4( 0.46 0.44 0.42 0.4 0.4(( 0.4(6 0.4(4


37/77


38/77

0.671 0.6(3 0.6$ 0.707 0.71 0.732 0.74$ 0.7$( 0.771 0.7(40.4(2 0.4( 0.47( 0.476 0.474 0.472 0.47 0.46( 0.466 0.464


39/77


40/77

0.7( 0.(12 0.(26 0.(40 0.($$ 0.(70 0.(($ 0.00 0.16 0.320.462 0.46 0.4$( 0.4$6 0.4$4 0.4$2 0.4$ 0.44( 0.446 0.444


41/77


42/77

0.4( 0.64 0.(1 0.( 1.01$ 1.033 1.0$1 1.06 1.0(7 1.1060.442 0.44 0.43( 0.436 0.434 0.432 0.43 0.42( 0.426 0.424


43/77


44/77

1.12$ 1.14$ 1.16$ 1.1($ 1.206 1.227 1.24( 1.270 1.22 1.3140.422 0.42 0.41( 0.416 0.414 0.412 0.41 0.40( 0.406 0.404


45/77


46/77

1.337 1.360 1.3(4 1.40( 1.433 1.4$( 1.4(4 1.$10 1.$36 1.$630.402 0.4 0.3( 0.36 0.34 0.32 0.3 0.3(( 0.3(6 0.3(4


47/77


48/77

1.$1 1.61( 1.647 1.676 1.706 1.736 1.767 1.7( 1.(30 1.(620.3(2 0.3( 0.37( 0.376 0.374 0.372 0.37 0.36( 0.366 0.364


49/77


50/77

1.($ 1.2 1.64 1. 2.03$ 2.071 2.10( 2.146 2.1($ 2.22$0.362 0.36 0.3$( 0.3$6 0.3$4 0.3$2 0.3$ 0.34( 0.346 0.344


51/77


52/77

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54/77

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55/77


56/77

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58/77

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59/77


60/77

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62/77

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63/77


64/77

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66/77

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68/77

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70/77

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71/77


72/77

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73/77


74/77

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75/77


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77/77

Documents

Design of sarda fall.xls