Aqueduct Designs Modified

7/24/2019 Aqueduct Designs Modified

1/40

DESIGN OF AQUEDUCT AT CH: 5.420 TO 5.560 KM OF MALLABAD LIFT-2.

Canal details:

Bed width = 3.50 m

FSD = 1.80 m

FB = 0.60 m

Side Slopes = 1.5:1

Bed Slope = 1 in 4000

n = 0.018

Area= 3.50!1.50"1.80#"1.80 = 11.16

$= 3.50!%"1.80"1.80%8 = &.&& m

r= 11.16'&.&& = 1.1%

1.0(84(&(&&&

)1 = = 0.&46 m'se*

= 0.046

+ = 11.16 " 0.&46 = 10.56 C,me*s

$ropose -ed width o the /ro,h as 6.0 m.

FSD = 1.80 m

Area = 6.00 " 1.80 %"0.15"0.15#'% =

$ = %"1.65 ! %"0.15"1.414% ! 6.0 =

r= = 10.(8 ' &.(% =

1.0(%

)% = 10.56 ' 10.(8 = 0.&80 m'se*

= 0.04&

S= = 0.000%(08

Bed /ransition rom 3.50 m to 6.00 mDi2. 6.003.50 = %.50 m on ea*h side %.50'%=1.%5 m

= 0.1853

= 1.%5'0.1853 = 6.(46

eep ( m enth o /ransition

enth o the CC /ro,h = 140 m rom Ch: 5.4%0 to 5.560 m

/B Beinnin = 511.&15 m

sill or lowest 7 = 50(.505 m

eiht o Ban9 = 4.41 m

Adoptin 1.5 :1 Slope o the Ban9 the ori;ontal distan*e reision is made or head loss in the Canal -ed le>els se*tional area o the re*tan,lar /ro,h has to -enormal Canal se*tional area eepin the FSD in Canal and /ro,h same /he -ed width o the /ro,h ealent6.%0 m.

r%'3 =

)%%'% = 0.&80%'%"&.81#

0.&8"0.018#'1.0(%

$ropose 10.50 transition enth= 1.35'/an /an 10.50

CB at the end o D'S /ransition atm 5.56(


2/40

At Secti! 4 4

CB 50&.4%8

Depth o ater 1.8

511.%%8

0.046

/.?. 511.%(4

At Secti! " "

/.?. at 4 4 511.%(4

ead loss in e"pansion

0.000&

Fri*tion oss

0.001(8

/.?. 511.%((

0.04&

511.%%8

Depth o ater 1.8

CB 50&.4%8

At Secti! 2 2/.?. at 3 3 511.%((

Fri*tion oss

0.036%

/.?. 511.313

0.04&

511.%64

Depth o ater 1.8

CB 50&.464

At Secti! # #

/.?. at % % 511.313

ead loss in Contra*tion

0.0006Fri*tion oss

0.001(8

/.?. 511.315

0.046

511.%6&

Depth o ater 1.8

CB 50&.46& Aainst 50&.466

ST$UCTU$AL DESIGNS

All mem-ers o the str,*t,re are with CC %0 As this is a water retainin str,*t,re desin is -ased on S 33(0 $ar

$ermissi-le *ompressi>e stress in -endin in CC %0

$ermissi-le /ensile stress in steel SD -ars ConErmin to S 1(861&66 113&1466 as per S 33(0 $art #

1500 9' m% or li


3/40


4/40

For a*es awa@ rom lie B = 1336&.80 " 100

1&00"0.8&% "35

= %%.54 *m = %%.54

Ast'm or Dire*t $,ll = %880 ' 1500 = 1.&%

/otal %4.46

Spa*in o %0 mm dia = 3.14"100 ' %4.46 = 1%.83 *m *'*

a"im,m #>e B = %880 ! 4%0 = 3300.00

Ast'm = 3300.00 " 100

1500"0.8(4 "35

= (.1&

Spa*in o %0 mm dia 3.14"100' (.1& = 43.6( *m *'*

eep %0 mm dia 30 *m *'* Bend alternati>e -ars o !>e B ma@ -e -ent or >e B the Area will -e

3.14"100'30 = 10.46 *m% G(.

en*e H

(0'%"-"0.3%4"0.8&%"d%

3360"6.3%'8

1000"%.40%'%"%.40'3!0.40'%#

1000"%.40%

*m%


5/40

Distri-,tion Steel

or 400 mm thi*9 = 0.300.1'350"300 0.%143I

less %0I or SD -ars = 0.04%8I

et Iae o steel 0.1(15I

= 0.1(15'100"100"40 6.86

Hn ?a*h a*e = 6.86'% 3.43

%0I o the main reinor*ement=%0.%("0.%0 = 4.05

Spa*in 1% mm dia = 1.13"100'4.05 %(.&0

eep %5 *m C'C as distri-,tion or /op and Bottom

1.50

6.20

0.30

0.15 x 0.15

0.60

All measurements are in meters

L%&i!' ! Si&e (%))*Sel weiht

Base = 0.60"0.40"%.40 = 0.5(6

t. o wall = 0.30"%.%5"%.40 1.6%

Ellets = 4"0.15"0.15"%.40'% 0.108

wt o oot path = 1.50"0.%0"%.40 0.(%

li>e load on oot path = 1.50"0.60 0.&

wt o Sla- = 6.00"'%"0.4"%.40 %.88

wt o water = 6.00'%"%.40"1 (.%

/ie -eam = 6.00'3"%#"0.30"0.30"%.40 0.%%

= 0.30"0.15"%.4 0.108

14.33%

= 14.33% t'm

As per S 33(0$art# 1&65 inim,m steel in ea*h o the two dire*tions or 100 mm thi*9 mem-er 0.30I o *on*mem-er 0.%0I o Con*rete area.

*m%


6/40

?2e*ti>e Span = ( m C'* -earin

For a" B. =

=

= 8(.(1 t'm

d = 8(.(10 " 100000

30 " 10.115 #

= 1(0.01 *m

/otal Depth = %.40!0.%0!0.40=3.00 m?2e*ti>e depth = 3.000.05 =%.&5 m A>aila-le

Ast'm = 8&.43 " 100000

1&00"0.8&% "%&5

= 1(.0%

$ro>ide 6 os %0 mm dia 3.14"6=18.84 s


7/40

300"150 0.8("415

en*e H.%.%3 " 103G 1.108


8/40

Che*9 or ?"treme Stesses.

Base 0.60"0.40 = 0.%4"0.%0 = 0.048

wall 0.3"%.40 = 0.(%"1.6%5 = 1.1(

Ellets -ottom %"0.15"0.15'% = 0.0%%5"0.45 = 0.01

Ellets /op %"0.15"0.15'% = 0.0%%5"%.&5 = 0.066

ootpath 1.5"0.15 = 0.%%5"3.0(5 = 0.6&%

Sla- %.6"0.4 = 1.04"0.%0 = 0.%08

/op -ottom Ellets 0.3"0.15 = 0.045"%.&%5 = 0.13%%.33 %.3%6

" = %.3%6'%.33 0.&&83

Sa@ 100 Cm

1.50

6.00/2

0.30

2.4 180

100

60.86

0.60

All measurements are in meters

I++

Base = 3%0000

= 15360000

Ellets -ottom = %81%

= 56%500

all = %160000

= (4148(50

Ellets /op = %81%

= 81%%500ootpath = 4%18(

= &10%8&%.41

Sla- = 15%0000

= (%&60000

184304453

or 1843.044534

=

@

=m# " @#

=

= 3.30 L 1(

1'1%"60"403

60"40"80.00%

%"1'36"15"153

%"15"15'%"50.00%

1'3"30"60.003

1'3"30"1&5.003

%"1'36"15"153

%"15"15'%"1&0.00%

1'1%"150"153

15"15"%01.14%

1'1%"%85"403

%85"40"80.00%

*m4

m4

%"8%.%58"105"1.00

%"1843.044"105

'm%


9/40

$ermissi-le and sae.


10/40

Side walls as *antile>er

ater press,re a-o>e Ellets = %531.%5

oment = %531.%5"%.%5'3 18&8.44 9m

; =

Stress =18&8.44"16

M 0.13

hi*h is ar less than the permissi-le /ensile stress o plane *on*rete %0.

or 300 mm thi*9 = 0.300.1'350"%00 0.%4%8I

less %0I or SD -ars = 0.0485I

et Iae o steel 0.1&43I

Ast'm = 0.1&43'100"100"30 5.83

Hn ?a*h a*e = 5.83'% %.&15

Spa*in 8 mm dia = 0.501"100'%.&15 1(.18eep 15 *m C'C -oth wa@s and -oth a*es.

ind press,re:

Ass,me %40

oment = %40"3.0"3.0'% 1080

ess than the moment d,e to water press,re. $ro>ide same reinor*ement that o or inner a*e whi*h is minim,m.

,IE$ CA,

enth o pier *ap

width o /ro,h = 6.00!%"0.30!%"0.15# 6.&Allowin 0.%0 m o2set on either side

enth o pier *ap = 6.&0!0.%!0.%0= (.3

t o let side wall

Base 0.60"0.40"%.40 = 0.5(6

wall %.40"0.30"%.%5 = 1.6%

Ellets 4"0.15"0.15'%"%.40 = 0.108

/op 0.60"0.%0"%.40 = 0.%88

Bed 5.('%"0.40"%.40 = %.(36

/ie 5.%5'%"0.30"0.30"%.40 = 0.56(

ater 6.0'%"%.40"1 = (.%

13.0&5 sa@ 13.0&5 t

t o riht side wall = 14.3%8 t

/otal loads = 13.0&5!14.3%8 %(.4%3 t

or ( m = %(.4%3 " ( 1&1.&61 t

/his load is distri-,ted on (.30 m lenth

load per m = 1&1.&61' (.3 %6.30 t

H>er hanin moment = %6.%&"0.50"0.%5 3.%& m

Free B =

= 110.5&15

#>e B = 3.%&

/otal 10(.3015 tm

1000"%.%5%'%

1'10"100"30%

100"30%

'm%

owe>er minim,m reinor*ement as per S 33(0$art# 1&65 inim,m steel in ea*h o the two dire*tions or 100*on*rete area or 450 mm thi*9 mem-er 0.%0I o Con*rete area.

'm%

%'8

%6.30"5.80%'8


11/40

$ermissi-le stresses as per S 456%000

or Bendin Compressi>e %0 = %0

or Steel o Fe 415 = %300

l=

%300 1(%.5

m 13.333

m =%800 13.333

3"(0

(0=

1(%.5 0.%886n dn

d = 0.%886'3 0.&03d

= 1'%"(0"-"0.%886d"0.&038d

=

d =150"&.1%& 88.5% *m

$ro>ide o>erall depth o pier *ap as (5 *m d=(0 *m

oment o Balan*ed se*tion = tm

At1 or Balan*e se*tion =

%300"0.&038"(0 46.116

Balan*e moment= = 10(.36(.10 tm

m = 0.%886"(0 %0.% *m

*N at Compressi>e reinor*ement = (0'%0.%0"15.%0 5%.6(

At or Compressi>e steel=

5&.%1

1.50"13.33"5%.6("65

At% = %(.1%%300"65

/otal At1!At% = 46.11!%(.1% (3.%3

o. o %5 mm dia = 15 os. on /op a*e.

or Bottom a*e 5&.%1 *m% o o %5mm dia 1% os.

Shear=%6.%&"6.30'%0.5"%3.3838 = (1.1%% t

stress =6.((

150"(0

Iae o steel =

15"4.&1"100 0.( I

150"(0

$ermissi-le Stress = 0.30!0.05'0.%5"0.% 0.34

or 3.4

Shear ta9en -@ CC = 150"(0"3.4 35(00 m

Balan*e = (11%%35(00 354%% m

Spa*in o 4 leed 10 mm dia = 4"0.(854"%300"(0'354%% 14.%(&1&4 *m

eep 1% *m *'*

,EDESTALS

/otal load on piers = 1&1.&6 t sa@ 1&%there will -e 4 pedestals

load on ea*h pedestal = 1&0'4 = 4(.5 sa@ 48 /

Allowa-le -earin press,re O** = O*o'A1'A%

here Co = permissi-le dire*t *ompressi>e stress in ** at the -earin Are

'm%

&.1%&-d%

10(.30 " 105

150"&.1%&"(0% 6(.10"105

6(.10"105

*m%

40.%0"105

'm%

40.54 " 105 *m%

40.54 " 105 *m%

*m%

(1.1% " 103 '*m%

'mm%

'*m%


12/40

A1 = Dispersed *on*entri* area.

A% = oaded Area


13/40

$roposed si;e o the pedestal as 40*m " 50 *m

A1 Area = 40"50 = %000

A% = 3%"40 = 1%80

side 0.30 I steel = 0.30'100"50"%0= 3

$ro>ide 10mm dia 4 strands rins interlo*9ed.

,IE$

/otal load on pier ,pto -earin le>el

pedestals 1&% tpier *ap 0.38 t

pier 1&.(1 t

o,ndation 8.45 t

64.63 t

6.(4 t

&.3 t

"0#.2# t

oad ,pto ootin = %85.1( t

/hi*9ness o *ol,mn = 0.& m

Iae o steel =%85.1( = 43.4

(.30"0.&0

ind press,re

wind a*e= ("3.10" 66= 143%.% 9

CA% (.54 m = 143%.%0"(.54 = 10(&8.(&

or 10.(&

P = = (.&&

Stress = 10.(&' (.&& = M 1.350

inim,m ?**entri*it@

,n s,pported lenth o the *ol,mn = 0.5(5!4.40 = 4.&(5 m

4.&(5"100#'500!&0'30#= 3.&&5 *m or 4 *m = %(1.8%"0.04 = 1.8(

P = = 0.&18

Stress = 10.8('0.&18 = M 11.84

Com-ined Stress

ominal stess M 44.4%

wind or*e M 1.58

?**entri*it@ M 11.84

a" ! 5(.84 o /ension H

in ! 31.00 on CC

a"im,m *ompression 5(.84

or 5.(8

en*e no reinor*ement or strenth.

*m%

*m%

*m%

t rom 7 = 1.&65!%.(5= 4.(15 m or this wind press,re is 66 'm%

1'6"(.30%"0.&0

1'6"6.80"0.&0%

t'm%

t'm%

t'm%

t'm%

t'm

%

t'm%

9'*m% ar less than permissi-le 50


14/40


15/40

einor*ement or $ier

Area o *ol,mn ree stress is less than the allowa-le no reinor*ement or strenth is reer minimpro>ided. Considerin pier as *ol,mn atio o heiht to -reast dimension o the *ol,mn is 4.&(5"100'&0 =5.53 L*ol,mn.

or 1 m lenth = 543('6.80 =(&&.4( sa@ 800 *m

%

11.85"6'1.(0"(.60%#

11.85"6'(.60"1.(0%#

t'm%

t'm%

t'm%

t'm% a". L SBC ie. %&.86 t'm%

t'm%


16/40

4350

Sl.o. $arti*,lars )erti*al or*e t oments tm

1 1'% " 0.(5 " 4.&(5 " %.40 4.48 3.55 15.&0

% 0.&0 " 4.&(5 " %.40 10.(5 %.85 30.63

3 1'% "%.10 " 4.&(5 " %.40 1%.54 1.(0 %1.31

4 1'% "%.10 " 4.&(5 " %.00 10.45 1.00 10.45

5 %.10 " 0.&& " % 4.16 1.35 5.61

6 0.30 " 5.&65 " % 3.58 0.15 0.54

( 1'% " 0.66 " 4.40 " %.00 %.&0 3.83 11.1%

8 0.30 " 4.40 " % %.64 4.%0 11.0&

& /ro,h load 13.1& %.85 3(.5&

10 4.35 " 0.6 " %.4 6.%6 %.18 13.6%

11 0.&0 " 0.(5 " %.40 1.6% %.85 4.6%

2.5 #62.4/

14.3( 6.653'3 31.43

#8.33 5'3. #13.8&

5.36 6.653'% 1(.60

H ##.40 M #1.62

R=

1&(.6%

(%.5(

= %.(% m

L %'3"4.35= %.& Sae

e=%.(%%.1(5 = 0.545

$ ma" =

1 M6e

B B

=(%.5( 1 ! 3.%(

4.35 4.35

$ ma" = %&.%%

= He!ce

$ro>ide 10 mm dia %5 *m *'* -oth wa@s as s,ra*e reinor*ement.

ABUTMENT CA,

enth 6.8 m

width 0.& m

/ro,h load'm %5.63 t as *al*,lated or pier *ap#

load on A-,tment ('%"%5.63 8&.( t

load 'm o A-,tment 8&.(05'6.80 13.1& t'm

For a" B. =

== 55.4( tm

?nd ?ner@ moment =

=

ori;ontalor*e t

le>er armm

?arth press,re ear=1'3"%"6.565%'%

?arth press.ront=1'3"%"5%'%

S,per imposed water load 1'3"%.45"6.565

t'm%

L SBC o strata i.e %&.86 t'm%

%'8

13.1&"5.8%'8

%'%

13.1&"0.50%'%


17/40

= 1.65 tm

et anin moment = 55.4(1.65

= 53.8% tm

d =&0"&.1%& 80.&4 *m

eep o>erall depth (5 *md = (0 *m

Balan*e moment witho,t *ompressi>e steel

= =

Balan*e moment = 53.8%40.%5& = 13.561

n = 0.%886"(0 = %0.%

* = (0'%0.%0#"15.%0 = 5%.6(

At or Compressi>e steel=

1&.81

1.50"13.33"5%.6("65

$ro>ide 4 os %5 mm dia

= 4"4.&1 = 1&.64

At1 or Balan*ed se*tion=

%(.6(

%300"0.&038"(0

At% or *o,ple=

&.0(

%300"65

/otal or anin moment = %(.6(!&.0( 36.(4

inim,m steel = 0.1%'100"&0"(0 = (.56

on top a*e pro>ide 8 os %5mm dia

= 8"4.&1 = 3&.%8

Shear or*e = 5.80'%"13.1&0.50"13.1&= 31.65

or 31560

Stress = 31650'&0"(0# 5.0%

Iae o steel =3&.%8"100 = 0.6%5

&0 " (0

Allowa-le shear stress= 0.30!0.05'0.%5"0.13 = 0.3%46

or 3.%4

Shear ta9en -@ CC = &0"(0"3.%4 = %0141%

Balan*e = 31650%041% = 11%38

Spa*in o 10 mm dia % leed stirr,ps = %"0.(854"%300"(0 %%.5

11%38

$ro>ide 10mm dia %0 *m *'* % leed stirr,ps.

1.50

T$ANSITION 3ALLS

300

%.45

6

4 %

3 &6.365

1

53.8% " 105

&0"&.1%&"(0% 40.%5& " 105

13.561 " 105

40.%5 " 105

13.561 " 105

'mm%

'*m%

58


18/40

0.60 QoQ 10

0.30 3.00 0.45 1.80 0.30

5.%5

5.85

Sl.o. $arti*,lars )erti*al or*e t oments tm

1 0.15 R 0.15 R %.40 4.48 3.55 15.&0

% 0.45 R 8.&65 R %.40 10.(5 %.85 30.63

3 1'% " 3 " 6.365 " %.40 1%.54 1.(0 %1.31

4 1'% " 3 " 6.365 " %.00 10.45 1.00 10.45

5 0.30 " 6.365 " %.00 4.16 1.35 5.61

6 3.3 R %.(5 R % 3.58 0.15 0.54

( 1'% " 1.80 " 6.365 " %.00 %.&0 3.83 11.1%

8 1'% " 1.80 " 6.365 " %.00 %.64 4.%0 11.0&

& 0.3 R 6.365 R % 13.1& %.85 3(.5&

10 5.85 " 0.6 " %.4 6.%6 %.18 13.6%

/otal Co ###.65 "06.1131.46 &.(15'3 101.88

#16.1( 6.&65'3. #3(.54

H ###.65 M "#.""

R=

3(1.33

111.65

= 3.33 m

L %'3"5.85= 3.& Sae

e=3.33%.&%5 = 0.405

$ ma" =

1 M6e

B B

=111.65 1 ! %.43

5.85 5.85

$ ma" = %(.0%

= He!ce

$ min = 1&.0&"0.585 11.1( He!ce

einor*ement or >erti*al wallsDepth o water to -e retained. = %.45 m

water $ress,re = = 3001.%5 m

d =3001.%5 " 100

100"11.563 16.1 *m

A*t,al d a>aila-le= 4540.50 = 40.5 *m

Ast=

3001.%5"100 5.65

1500"0.8&4"40.50

Spa*in o 10 mm dia=

0.(854"100 13.&6 *m

5.65 or 1%.5 *m

in = 0.%0'100"100"45 &

%0I o &*m = (.% *m

on ?a*h a*e = (.%0'% 3.6 *m

ori;ontalor*e t

le>er armm

?arth press,re ear=1'3"%"&.(15%'%

?arth press.ront=1'3"%"6.&65%'%

t'm%

L SBC o strata i.e %&.86 t'm%

t'm%

100"%.45%'%

*m%

*m%


19/40

Spa*in o 10 mm dia=

0.(854"100 %1.81 *m

3.6

eep 10 mm dia at %0 *m *'*


20/40

Foot path

enth o *antile>er= = 1.500.45#'% = 0.5%5 m

Sel weiht = 0.30"%400 (%0

i>e load = 600

13%0

= = 181.&1 m

d =

181.&1"100 4.463 *m

100"&.1%&

d a>aila-le is 305=%5 *m

Ast=

18&.&1"100 0.365

%300"0.&04"%5

in = 0.300.10'350#"50 0.%85( I

#%0I or SD -ars = 0.05(1 I

/otal 0.%%86 I

Ast=

0.%%86"100"30 6.858

100

Spa*in o 10mm dia = 0.(854"100'6.858 11.45 *m

eep 10 mm dia at 1%.5 *m *'* -oth wa@s.

13%0"0.5%5%'%

*m%

*m%


21/40

10.(8

&.(%00 m

1.11

1 in 36&3

5.56(

appro"imatel@ e


22/40

Di2=0.003

B # 1&65 and S 46%00

0.3(8d

11.563

*e the si;e o the /ro,h as

-d%


23/40


24/40

10.115

m

m

m

m

1% *m *'*

m

3

-d%

*m%

*m%

*m%


25/40

or

*m *'*

0.

20

2.

30

0.

15

0.

40

Sa@

rete area or 450 mm thi*9

*m%

*m%


26/40

ement.

*m%

'*m%


27/40


28/40

0.30

2.

25

0.15

0.40

'm%


29/40


30/40

or

*m *'*

m

m

m

m thi*9 mem-er 0.30I o

*m%

*m%


31/40

t

a o the -ase.


32/40


33/40

m

tm

tm

'm%

'm%

'm%

t'm%

m%

t'm%

m%

t'm%

'*m2


34/40


35/40

Cm

m

tm

m

tm

50&.465 CB

50&.065

508.8%5

508.0(5

50&.500 7

503.100 $CC /op

50%.500 Fond.

m reinor*ement has to -e% /here ore this is a short

*m%

*m%'m

*m%

t'm%

t'm%

t'm%

ae.


36/40

t-


37/40

tm

tm

*m

t

'*m%

*m%

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Documents

Aqueduct Designs Modified