Arjo-Dedessa Irrigation Project Summary

THE FEDERAL DEMOCRATIC REPORUC OF ETHIOPIA
MINISTRY OF WATER RESOURCES
ArjoDedessa Irrigation Project
Feasibility Study Report
VOLUME - III
Water Resources
VOLUME - III (d)
Annexure - 11          Hydraulic Design Canal Structures
Part I - Design Report
Maj, 2007
Addis Ababa
WATER WORKS DESIGN & SUPERVISION ENTERPRISE
IN ASSOCIATION WITH
INTERCtHTIKEMTM COKSUiT AMTS AMD TICHMOCMTS INDIA PVT IFD
p O Ekix 2361. Addn Ababa Ethiopia
Td<J5IH
Fa^ lU5lll M ** t? ||-.-ntul yi w il % etfIducum ihci ctARJO-DEDESSA IRRIGATION PROJECT
FEASIBILITY STUDY REPORT
CONTENTS QF THE RE PORT
VOLUME NO.
PARTICULARS
EXECUTIVE SUMMARY
MAIN REPORT
Pad I - Report
Pen II - Maps A Drawls
ANNEXURES
VOLUME - 1 SURVEY AND INVETIGATION (ANNEXURES 1 1o 1) Volume -1 (a|i Topographic Survey Gecmafjphologicvjl Studies 1
Ge^ogcal & Geolechnical inveahganon Part i - Repod
Volume -1 [bj
Pan II - Appendices
VOLUME -II                     NATURAL RESOURCES (ANNEXURES - 4 to S)
Forestry. Energy i Catchmem Develocment piar VOLUME -III                   WATER RESOURCES (ANNEXURES - 7 to 11)
Volume ■ Hl (a)              Meteorological & HydrcHogc-ai A Hydkogecsogical Slud cs Dam A Appurtenant Works
Volume - Hl (b|
Pad I - Report
Part II - Drawings
Volume - III (c)                Irrigation A Drainage
Pid I - Report
Pari H - D**wrgs
Volume - ill [d)
VOLUME IV
volume IV (a) Volume ■ iv  {bi Vdume • iv
VOLUME■V
Volume - v ra!> Volume — m i £>►
Hydraulic SlfuCtures
Part I - Report
Pad II - Drawings
AGRlCUTLRUE (ANNEXURES - 12 Io IS)
Soil Survey A Lartd Evaivaiw
Agr>cullu<al Panning
Livestock. Firsher^es Agricultural Mechanization A Agricultural Marketing
ENVIRONMENTAL   AND   SOCIO   -   ECONOMIC   ASPECTS (ANNEXURES -19 to 25)
Enmionmefll Health A Soc o-econemie AsoecU Q.rgjniza1ic*i v- Uar agemer l PhysiCd' WWIfuCMeAnnexure -11
HYDRAULIC DESIGN OF CANAL STRUCTURESSECTION -1
PROPOSED CANAL STRUCTURESA rjoDedessa Irrigation Project Hydraulic Design of Canal Structure
May axw
-- — " —-
TABLE OF CONTENTS
FABLE OF CONTENTS..........
LIST OF TABLES...
LISTOFANNEXURF
—j
1 1         General  ..i.....i-i. .. . .i. ilii ii ii ii ii ii naie inrii ■iim-i-'"!"!?'”■
.».........
..... ........ .... a. is . im nn ■■■■ ■■ ■■ ■■ ■
. ........ .... .. ...
1.2
13
Previous        studies        d.      ...      ..
The project proposals............................
I
3
I
■>            HYDRAULIC DESIGN' OF CANAL SECTION
3        HYDRAULIC DESIGN OF CANAL STRUCTURES 3 1          General
32           Canal Structures for Primary Canals . 3 3          Survey ano Geotechnx:al Investigation. 3.4          Control structures
3 4          Escape regulator .
a. ..i.>i ia.ia.ii .iiii iiji ii ii ii ii i *ii i i i^i-i ■■ ■■ irir11 ■ ■ip ■■ ■ ■■■=■■
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u
3.5        Data requirement
IlK lEIEIBai II 1841
a.a.a. «um
UI4l4UI4LIUI.lLI>Ui.l4MI..Ji4ULU . ■■ ... ...I.SI II4.LI. . Il.l II 3 3
3.6
Data REQUIRED FOR DESIGN .
at aa« 14 8*1. • a aka
I ...I.I .I4I.. ..... ...
.....I... . i4UI.ll ■ -
I III'I ■ !■■■
13
3.6
Determination of flood discharge
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■ .■■■■III .1 II J. IIILI. ■
141 1141 I I.I. . I . I IIJIlllll
III
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3.7        Select on of type of structure . 3.S        head loss shalii occijnre
I Illi I I .. .141 I I -II III !■■■■■
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ir■■■■i.i iiai.i ii ii ii.ii i. i ■ ■■■■■ ■i ii.ii ii i.irn ■ ibii bi..................... I
3.9
4,
DESIGN
General
Canal structures ..
........ M
4.1
42
43
44
miaiviitviaitiMiaiaiaiiibiHiaMii
54
•••••*••• wf*ts iriri» vim ii.uuimi u .> .«au. .............................................. ......
DROP OH FALL STRUCTURES...........................
FALLWnflTlAHVCAMALS.................................
I
Waler Works Design & Supervision Enterprise
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May 2007
LIST OF TABLES
Table 1.1
Length & command area qf canal System.......................... Ill 'll III -I- ■  a.-..-.. ... -8| |. I.J..
< ■ |f • .... 2
Table 2.1                        Duty in terms Of litrej'SEG'ha for different component of Cana, ii—iimii..man naaua  41
Table 3 1 Total Number of Canal Structures ................................................................ .......... ~....................... .... ......................... ...................... —.. ........................................................ 25
Table 4.1 length, Command Area. Discharge and Number OF Tertiary canals proposed for secondary
CANALS or SAMPLE AREA .._............................................................................. ........... .. .................................................... „ .............................................. -................................................................ 54
Table 4 2 number of Tertiary Canal . the#? length and nuwer of Division box reQuRED "able 4 3
55
LIST OF ANNEXURE
ANNEXLIRE 2-1
in ii-i
• = ■ ■ ■ ■». ■ ■ >
'■ 91 IllllUt
■  ■■ ■
............ .... i 6
ANNEXURE 2-2
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<—tminiaUBUUi
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7
ANNEXURE 2-3
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R
ANNEXURE 2-4
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>-11-111 IIMIIU.
•-•—11-11 II
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9
ANNEXURE 3-1
ANNEXURE 3-2
ANNEXURE 3-3
ANNEXURE 3-4
ANNEXURE 3-5A .
ANNEXURE 3-58
ANNEXURE 3-6
ANNEXURE 3-7
ANNEXURE 3-8
ANNEXURE 3-9
ANNEXURE 3-10 A
ANNEXURE 310B
ANNEXURE3 10C
ANNEXURE 3-11 A
ANNEXURE 3-11 6
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____________________ __________________ _ _______________________ __________ Waterworks Design & Supervision Enterprise
la Association with fniercontlneoul Consultants and Tfclmocrats Pvt Ltd.
IfArJoDedessa Irrigation Project
Hydraulic Design of Canal Structure
1. REPORT FOR HYDRAULIC STRUCTURES OF CANAL
1J General
May 2007
This    report    relates    to    the    Hydraulic    design    of    structures    for    Arjo-Dedessa    Irrigation    Projects    wrth the view to meet the requirements far the Feasibility Study.
1.2 Previous studies
tn the past several studies  have been conducted for development of water resources  in Abay basin. First study  was  conducted in 1964 for 'Land and water resources  of Blue Nile Basin" by United States  Bureau of Reclamation (USBR) The Second study  was  under taken for 'Preliminary  water Resources  Development Master Plan for Ethropia* by  Water and Power Consultancy  Service (India) (WAPCOS) in 1990 This  study  was  for the all Ihree oasms  of country in which Abay basm also formed a part.
Third    study    was    under    taken    by    BCEOM    in    1999    "Abbay    River    Basm    integrated    Development Master Plan".
The proposed Arjo-Dedessa Irrigation Project located on river Dedessa. which rs  a major tnbutary of Abay  River, farmed part of all studies  However ail these studies  were at reconnaissance level and as such no much details are available.
1.3 The Project Proposals
The project consisis of the following component:
i)  Dam
A   rock   fill   dam   of   40   6   m   height   al   selected   dam   site   on   Dedessa   River.   The   riverbed   elevation   al Dam   site   is   1320   m   It   is   proposed   to   Keep   FRL   at   1356   00   m   elevalion,   to   store   water   for irrigation.   The   top   of   Dam   is   proposed   to   oe   kept   at   elevation   1360.6m.   The   minimum   draw   down level   for   irrigation   purpose   is   proposed   to   be   at   1350   0   m   elevation   The   minimum   draw   down   level has been fixed from lhe consideration of revels of command.
ii)  Spillway
It   is   proposed   to   provide   ogee   crest   wi1h   chute   spillway   structure   in   saddle   no-1,   for   passing   routed Hood discharge The ground elevation at saddle no.1 is approximately 1350,00 m. The spillway
_____________________________________________________________________________ I Water Works Design & Supervision Enterprise
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May 2007
water is  proposed to be earned mlo Wama River by  designing Ihe spill channel for a lengtn of aboul 500m The crest elevalmn is  proposed in be kept at FRL Le. 1356.0m. The maximum water elevation Is proposed io be kepi at 1353.Gum.
ipi) Outlet for REJ Primary Cana)
It  Is  proposed  to  locate  outlet  for  Right  bank  Primary  canal  at  saddle  no.2.  The  ground  elevation  Gt saddm no. 2 is approxrrnataly T958 m.
Iv) Outlet for LG Primary Canal
The left hank  primary  canal Oi.jilel 15 proposed to be provided Dn left aLujimenl of dam 11 Self The topography  of left bank  ii such that downstream ground elevations  are higher lhan upstream ground elevalion. Therefore the canal outlet for lefl bank  canal is  proposed to be located al a point where ground eievaiion gn cemre l.ne of dam is  Gt about elevation of 1359 0 m. Therefore ihe location of outlet shall be about 10-15 m on right side from top end o1 left abutment
v} Canal System
Two canals  are proposed For irrigation on both flanks  erf dam. After the survey  of command area, the FSL of canal af outlet from dam is  fixed al EL 1348.0 m elevation According to the FSL of canpi and available caitour map of command on 1:10,00D scale, the canal alignment of both ihe canals  have been t«ilalrvaly  finalized After finalization, of alignment ihe total length and proposed command area for irrigation is worked out, details of which are given m table 1 1
Table 1.1 Length & tommarid area of canal system
Particulars of canal
Total length
_proposed in km
Gross  command
area in ha
Culturabla          command area in ha
Right bank primary canal 44.166 6827 6215
-
Lefl bank primary canal Total
60.18 102.98
10998
17825
7450
13665
Bolh the primary Canals are contour canals for entire length.
For   distnbuhon   of   waler   to   fields   of   cultivators   network   ol   distribution   system   is   planned   which consists of 1he lol lowing
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HydraullaDesign of Canal Structure
I) Secondary canals taking off from primary canals
May 2007
The secondary  canal ara expected to act as  dislributaries  But in ;his  canal system, since Iha command area is  very  small, (tie Primary  canals  are equivalent to distributaries. TTi&tefott. the secondary canals are acting as minors.
li) Tertiary canals taking off from secondary canals minors)
These are generally  equivalent to minors. But as  the Primary  canals  are equivalent to distributaries  and secondary  canals  to mmor, lerhary  canals  are wprtcing as  watercourses  Their head works have been designed as outlet.
Hi} Quaternary canals taking off from Tertiary canals
These   will   works   as   field   channels   wllh   the   command   areas   of   tertiary   fo   dislnbijuon   erf   irrigation water
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May 2007
— ........................................................................ —
2.     HYDRAULIC DESIGN OF CANAL SECTION
2.1     General
The estimation of canal capacity  1o meet water requirement tor proposed cropping pattern is  I ho most Important input for irrigation in project In the project tor design of canal (he cropping pattern is  proposed in two phases. Phase I is  proposed for 135% cropping intensity, whereas  in phase II the cropping intensity  is  173%. For design of canal the requirement of water is  considered for phase II, which has  maximum waler requirement. The duty  required per ha. of land for irriga I .on is evaluated and taken as  per Sectoral Report of Irrigation Drainage. The duly  adopted and flexibility factor considered in different canals far design of canal are as per table No. 2.1
Table 2.1 Duty in terms o' litrefsec/ha for different component of canal
Canal
Duty 
out
adopted flexibility 
with factor
Flexibility in%
factor
Duty flexibility 
with
factor
in
in liter&fsac
I iters'sec
1.
Quaternary canal
DB47
25%
1.059
2
Tertiary canal
0.941
20
1.129
3
Secondary canal
1.0175
15%
1.170
4,
Primary canal
1 10
10%
1 21
The above figures  of duly  include Lhe Tosses  also and the efficiency  for the component has  also boon laken mlo consideration. For the design, discharge for the proposed imgaled area is  first worked out with duly  without flexibility  factor and then the discharge is  calculated with flexibility laclorfor the canal for which design is  considered. Canal is  designed considering lrapezcndal section with unlined earlhen seclion.
Following factors are also taken into account tor design of canal section
For determination ot velocity in a canal. Manning's formula is considered.
Longitudinal   slope   shall   oe   considered   in   such   a   way   that   velocity   in   canal   shall   be   nan-scounng and non sifting Velocity lo ba non-silting ana non scouring shall be decided from the ratio of
4
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tn Awoelaittm wl th tniercondnentaJ Censiiltants antt Technocrats Pn LitAijoDedessa Irrigation Project
Hydraulic Design of Canal Structure
which shall be within the range of 0.90 to 1.10
Where, v = velocity calculated from fomijlae
vo - critical velocity calculated as
= 0.546 D664
Where. D - Depth ol water considered in canal for full supply discharge
May 2007
The   discharge   in   canal   is   worked   out   as   by   multi   plying   area   of   canal   upto   FSL   and   -velocity calculated by Manning's formulae
On the basis  ol atrave consideration, the canal discharge and canal seclion is  designed. The canal design discharges  and design parameters  for right and lell bank  primary  canals  for different sections are enclosed as Annexute -1 and 2.
• Irrigation to cultivators is provided by distribution network.
For design of distribution network  number of secondary  canals  are planned to take off from both. ngM and left bank  primary  canals  The number of secondary  canals  which are proposed io laxe off from two canat systems are?
Canal Systems
No. of Secondary Canal
1.
Right bank canal
40
2.
Left Dank canal
45
From lhe secondary  canal, tertiary  canal shall take oil. Further from tertiary  canal quaternary canal shah he taking off For ihe purpose of feasibility  sludy  sample area ol two secondary  canals namely RS-16 and RS-17 of right hank canal are selected ter detail planning.
The secondary and ternary canals are also designed as per ihe criteria gwen above. The design discharge and design parameter for difterent sections of secondary canal RS-16 and RS -17 taking
oft from ngM Dank primary canal at km 21.327 and 21.768 are enclosed as Annexufe 3 and 4
|M
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Id ftssotimLqq with EnurtoniLncnUil tamaluuMs and Technocrat Pit LidArjo-Dedessa Irrigation Project Hydraulic Design of Cana] Structure
May 2D07
ANNEXURE 2-1
Hydraulic Particulars for Right Primary Canal Rogosity coefficient (Manning's n = 0.0225) CanaF side slope (1,5:1 for cut 3 2:1 for fill)
SLOfl'
CLxnutalJve
Main canal
F S D(m)Vetaa^         Canal bed
Distance in km  ^M&yess4ve discharge 011M
Bed width fm)
Bed
■evel
(mrst
slope
Critical vetocity Vq
o.o "
00                    17.521                   6.25
1.4
0 643        0 0002         0 6772
RS-1    0.558
7.464
RS-2    1 692                 7 550
6.25
6.25
139 0 639 0.0002 0 677
1.36 0.837 0.0002 0 674
|WV,        Free i.oerd
Q
0«0 1 0 70
U94S  0.70
0949   670
RS-3 2.951
RS-4 4 14?
R5-5 4 B87
7 298                    6.25
i.3B          0.635        D.CKKJ2     0.671                   0 946  0 70
7 22B                   6.25
1 3?         0 633        0.0302          0.671
; 947i OJO
7 >2 ?
€ ZS
1 36          0.632        0 0002          0.658                  0951   fi 70
r^n
HS-5    5 750                 7 007                    625
' 35           0.030        0.0002          5 655
0 952  0.70
6 123                 7.030                    6 25
10.14
6.973
RS-9 Jt0.97 6925
1 RtlOi 12.362 ______  6.803
825
6.25
6 25
RS-1 In i 5,010 6.656 6
RS-11!i 15010 6.576 6
RS-T2   15.393              6.447
&
17 166              6315                     6
1 35          0 629        0 0002          3 562                  0.951      ro 1.34          0.627        0 0002         0 662                   0.952  0.70 1 34         0.624       0.0002          0 656                   9 946      r’) 1 32         0.525 O.D0O2              10,888              0.953   0.70
1 33          0.62          O.W02         0.8553                0 950      0.70
1 33          0 624       0 000?         0.6553                 0fc&2      0.70
1.3t          0.6 i 7        0 0002         fl &490                 0 951      0 70
RS-14 .17.756                6 207
RS-15 15 BB4 5.9B1
6
1.30         ,0610        0 0002 fl 64 58
1-28 .0.510 0.0002 OM95
6
0 945 0 70
0.954 0 70
H,?   l      !
t 26          fl.604       0 0002          0.6330                 D9M
5.523
—z~-—
0 70
0 590
fl.OCZ-2 O62'.'B
fiS-17  [21.7BB
4 969
0.364
D.DW2_ 0.6266
RS-13 22.762
4 7B
RS-19 :23 797
fl 570
>0.00022 B.Bi&r
4.524
FtS-20 24 042
O.»f
0.0002? _fl.6070
RS-21 '25347
#00022 fl80W~
RS-22  20  063
fl 60022 fl OKJ-t
RS.2J 28.666
#-00025 O-WI
RS-24   29 7B1
083
000025        'O5#37
RS-25 '30.285
' fl'644
O.595
0.00D25      0 5303
1
I
RSflC    fl 1.332
'.J 52
“Ksaa
0.00025       0 5770
0 594
RS-27   j3V033
J234
0.00025       0.5770
RS-38     32JW
Oflfli
0.573
O.D0025      fa.5736 ____
fl 00025 u 573$
I 04
0.588 O D0025
£5596
I*
RS-29 3W
RS-30 34319
RS-31 SfriiiB RS-32 " 25 922 RS-33 -M.475
RS-34 'j-.-rfi
__RS-35 38,K?
2.044
Tl.802
|VS49
0.97
O.te »5fll
flflt
+ _0_.5_4_3_____0_W__O_2_5____p.SflM ' fl 525 fl 00025 0.5390 fl.&M 0 00025 0.5355
fl.00025      #,'5319
10.43 p 00025 0.5140
RS-36 -39 556
fl 98         0 481        .0 00025         flHMl
1 199
RS-37 4I0 20?
fl&7P49
OflMCS       p.4994
0.994
0 79
____ 0981
0 466
"o O0Q285  0 4595
RS-38 42 OSB
0 99?
fl. 72'
fl. <33
0 72
<0.000205 D.W5 ' Q.gz§
fl.4ia
Iq,000285   0 4425
0 SO
JJ.6B
fl-407
OWO26&     0 4.266 '
13.$45___0_5_0
0 954 o 50
Water Works Design & Supervlsl on Ed terprise
In Association with intercontinental Consultants and Technocrats Pvt. Lid.Arjo ■ Dedessa Irrigation Project
Hydraulic Design of Canal Structure
ANNEXURE 2-2
Hydraulic Particulars for Left Primary Canal
Rogosdy coefficient (Manning's n = 0.0225)
Maj 2007
Cana 5 ce slope U.S 1 for iu: A 2:1 Si.Cumulaliv Main canal Bed
t OislancE- prpgr«55i'-(> width
Bed
for fill)
F.5.D '.elocit Ganal bed Cnitoi
Pc-.ruTIO-ICir HQBCh   Dischtj
|m) y (m.'s Mope
diithjrae
suit
pn)            Ifenglh «W)
ge
in kiT.
o a.oo
C.v R
- VAA    tOAfd km)
142     [0.604 0.0002
velocity  Vo* 0.5460= m?s 
QJ83_
>-4d
.LS.i      ~  0157     B.BEB. Li-a             pia   "3£o3-
[LS-3 _ B.749 ~ B.BB6 '
ls-4           j.na      a.B&3
i-S-5         5.411          QIS
LSrfi          6084       6.746
i 4.1     '(_) _0_6_2 0,_0_0_0_2___ 0.&&D 141       0.661    0.0002        5b&3
b.flfl 0.0002 o.arr 0.659 U.OODZ 0 056 0 0002
0.677
0.677
S ’ .657 0.0002     0.674 656    00002'___ p'674
0 655     0-0002      0 671 0 549     0 0002      0 665
0     647     0     00020.665
0 972     0.70         12.62       OJ>0 0 973     0.70         12.5B4     J’DO b.9?j      b>o          1? St'4     ZWD 0.975     0-70         12.518     few 0.973     o 70         12.6-40    900
0.972     0.70         l?54ft       1700
0 975     t 70          12.S12      700 0.973    jp.7D       12 512      I’OO 0.976    !0 70         12 4’6      d35O
[6.970 0 70 12.404 .'.■60
0.973 0.70 12 404 ,3380
0.645 B.00Q2 P-66?
0.975     0.70         12 367
■1870
b.643 0.0008           "Q.658 "            Q97b     0.70         12 331
pl41D
0.641  fOOOOG-      Dj55                0 976    0.70         12 295
Boo
0 639  O.IXXiz'        0.655                0 975    0.70         12 295
1200
it.
34     p.636    0.0002         .0858                0 966    .0.70        1 1 331
1180
S3    ■0.634  h 0008    WU&S5               0.967    P.70
26 06         741 .i 27653 7jj4
26 869 _ ;7 292 29526         7.267
30,333       7219
31,096' 7,059
3244         M.379
33,955      .6.202
35.260      '6.164 35 673        5.322
11 70S
33__ 0.63        0 0002                 0 655
0.961     O.7Q       11.795
JO      0.628    0 0002
30      0627 0 0002
0 972     ■■ /!}
440
30SO
11 667
■’10
.30     PJ83T 0.0002
0.6J6               0 971    0.70
11.687
1260
0 046
11.29    io 625 0.0002           0.643
JJB1.2B     062       6.0002 1 27           0 P 000222 0.63$
.0.639
1.26     50.633 '0 0032721X633 VZ5 0.625 10.00022FO 530 MS 0.517 0.000222 0.630
36.71.8 5.2M 5
’36 076       \Z65
JT25 Jp.616 0-000222 P.63CI
J 25 j?.6i5 .
1 24    jO.514 0.612 0-61
.O-flOC 0 602 0 599 0-596
0000222
ojaoo?22
0.000222
0000222
10.630
0 630
0-627
0623
0,623
LS-3& 46 236
L5-37 47 553
0 000222 0.017 O.OW222 0.014 0 00022? ~ Q610 0.000222 0 607
____  _____
5
5
116       0 592 0.000222 0 600 0.584 0 000222 0 &90
0 971     0.70        J ? 687      600 0 973     r.70          H 651     ^eao 0 9?0    to.70        1 1 615    ZIP 1 000    C 70        10 579     ;i32O 1.000    iu.7{j        10.543      1450
0.992    p.7O        13 507      1330 0.9BO   p.so        9.5069     J110 0 978     0.60        F.<5069     1030
0 D7E   boo          ■4 5069    'l3$r0
0 960     0.60        9 4709       630
0 96?     0.60        ’■4343      3840
0 979    £60          9 4.148     350
0.962    c.eo        ill 3627      * 40
0 961   JO-60      -3.3267      1150
0.901    P«O        9 2006      2320
0.985    P.6O       ■? 2546    870 O 966   poo          ■9.1824   ’lOSG
-
s “-------------- *
44.461157
LS-36      43 204        4 303             > L5 39a     M.W8
LS Mft    151 649       3 149             3 5
L5-40      M 124         2 776              3 5
LS^4l       54.463       2 74,               35
BL5W |moo2»
Ip 576 'o.oo<as~
0 534
0 570
0.909   -C.60       *1)743 —-  ■0 941    0 60        9 0322
.1150
■ -4 "?60
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4556 _ 0,00085 _ fa',546 j0.99    [6~S®4 l0.DQQ2&    h.542 J
0.98     0 549    ’0 00025      0.539 0.94     p£3B   O.O(Xlg5   202522’5 0 89     0.512    IO.OQQ25 *0.507
--------------f
’ 01<L
0
£60 r 3579 ba&o
=—^4
1• tV' j' •! QM i■n-!pta-.i
LS-42      54.666        2M4
3S
1 021    <i6O
■■ 105® 2440
7.0695 -I2P.
---!9m|
1 OlA
p 50                 ' 0334
----------
L3-43      55.382        .2 473              3 5 LB *44     S7.64J        1
15^5        60 159        0.S99             |,_2___________ 0.70        0.425 .0 00025        0.435 Area under 39 is dived in to two (39a&39b)
Waterworks Design & Supervision Enterprise
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J0.S7J 0.50
In Association with IntcrcnnLlnental Consultants and Technocrats Pvt. Ltd.AijoDcifcssa Irrigation Project
Hydraulic Design of Canal Structure
May 24)07
ANNE XU RE 2-3
Hydraulic Particulars for Secondary Canal-RS-16.
Rogosity coefficient (Manning's n = 0.0225)
Canal side slope (1.5:1 lor cut & 2; 1 for fill)
i9
n
2
CumuL? in-e Oistarc ointn
Secondary        Bed
canji
discharge
wdlh
(m)
0<td level
fm}
F.SD      Velocity       Cb*>»i (m)         (V*iW          ted
slope
Ordinal
velocity 
(V.)»
1)5*5^**
=m/s
VNa
wised penmel
•r
Rwh Jengen
(m)
Dischar
1
0 00
0.48
1
061        0412
2
300                 0.44
t
058        0403
5
4
5
r 600                  0.395
nF”
W
0.34*
0.8
i?00
G2B3          0.6
0 55 0 391
0.56 0.379
0.55 0.364
1500
0.221
0.5
0.51       0.342
7
8
1000
0.16
0.50
?100
0.11
D.5
0*4 0.315
035 0 307
0.00033 0.41 T 007 3.20
0.00033 0.355 l 04B 3.09
0.00033 0 37 i OS 2 93
0 00033 0 17 i 02 2.76
0.00033 0 37 0 98 2 58
Q.OCO33 0 355 ox* 2 34
0.00033 0 323 3 075 2.09
0.0004 0.279 1.1 1.76
0.00
MO
J-.'J
300
300
300
300
300
a
10
0.096
20.13
'I
ANNEXURE 2-1
Hydraulic Particulars for Secondary Canal-RS-17. Rogosiiy coefficient {Manning's n = 0 0225)
Canal side slope (1 5:1  for cul d 2:1
Si
no
Cumuia tiw Distant i> m k«n
Secondary 
Bed
cangf
Afldt
^regressive
h <m]
discharge
Bed love 1 Im)
F.SO (m)
for fill)
Vekx£y (V»nV$)
Canal ted stope
Critical velocity (V ) =
9
0 546DtM = m.'s
V*V3
WHlfrfl pertmet or
Reatfi length |m>
Oschar ge
058         L i oo                0.67       0.433            0.00033       0423               1.025         3416           ore     —
I--
13      0.00 300
600
0.562     1.M                 0.66       0.429            0 00033       0*19               1.025         3.380         300
16       900
0.531       IM
0497 TOO _____
17       1200                    0461     I co
IB        ' 5
| 19        1800
20 j     2100
ii.42     1.00
369     080
0.316 O.&O
0 64       0 429            000033        0410              1 045         3 308      300
0 62       0419             000033        0*02               1 042         3 235      300
j.&o          0408             600033        0.394             1 036          3 163      300
ro.sr          &.3S9           000033        0.381              1.045         3 055      300
0.57       0 387
. 21
22
23
24
I25
2400 0,251 0.6D
2700 0 198 D.50
0.53 0373
052 0 353
G 00033 0 381 1.016 2.055 300
■3 00333 0.361 1 025 2.711 3M
0 00033 6.359 0 963 2 475 300
30M                        015     050 0.114    0 50
049 0 33 0.00033
0 43 0.31 0.00033
D.M6 ow 2 267 330
D.31S 0 974 2 D5G MO
036
0.31              0.0004
0.284              1 09
■ ■798
33.71
________
--------------
3
76
27
28
4
____________
__________
---------------
——1
1
8
Water Works Design & Supervision Enterprise
In Association with Intercontinental Consultants and Technocrats Prt. Ltd.bjo Dorins* Irrigatl hl Project
Hydraulic Design of Canal Structure
3. HYDRAULIC DESIGN OF CANAL STRUCTURES
3.1     General
May 2007
The primary  canals, left and right bank  Primary  canals, of ArjcbDetfessa project are aligned as 
□gntouj   canals   toought   Itieir   entire   length,   Canals   oeing   contour   canals   have   to   cross   number   of drainage    and    streams,    lair    whtoh    cross    drainage    works    are    to    be    designer!    Jtesidas    ttwse structures   tor   ewstmg   road,   access   roads   crossing   th?   canal,   road   Bridges   are   essential.   For reguiaimg   discharges   to   off   taking   from   parent   canal   and   tor   control   of   regulation,   regulators   and cross    regulators    are    essential,    to    be    provided    In    Arjo-Dedassa,    no    drop    structure    m    primary canals are proposed, due to topography o' area and canals being contour car-els
3.2     Canal Structures for Primary Canals
For toe primary canals mam structures which are designed are
1  Control structures
2  Crass Drainage works
3.  Bridges
i)   Head regulator
ii)  Cross regulator
iii)  Escape regulator
0 Aqueduct
ii) Syphon aqueduct
m) Canal Syphon
iv) Aqueduct who normal canal motion
v)  Super passage
i) Road Bridges
.1,1 Fqdt Br:dqes tor cattle crossing
3.3        Survey and Geotechnical Investigation
For design of any  lype of canal structure the detail survey  and geological investigation al every proposed site of structure; tor which design is  to be done, is  required, rhe survey  should provide toe detail brock  levels  of area near structure, where as  geological investigation. which are required consists or e.ther drill holes tor major structure or irial pits for smaller structure.
Water Works Design & Supervision Enterprise
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May 2007
For cross  drainage works  detail data for computation of flood level, peak  flood discharge are required. During lha feasibility  siudy  of the project, no detail survey  or geological investigation has been earned out. Therefore design and drawing of one structure of each type has  been prepared based on available records  and assumption made on Ifie basis  of available information. Therefore lhe drawings and designs are tentative
Details,   which   are   considered   for   design   and   drawings   of   each   type   d   structures   are   discussed bafow in short
3.4    Control structures
Fw providing control for required regulated discharge from primary  canal to the secondary  canal, from secondary  canal to tertiary  canal and so on, regulator are essential for each off taking canal However regulator are combined with cross  regulators  are also proposed at places  where me discharge of secondary  canal is  large and when discharges  of primary  canai in upslream and downstream has  a difference up to S%. The cross  regulators  shall help in maintaining the water level in upstream even when teere is  low discharge in parent canat. In the Arjo-Dedessa project it is  planned to have 40 secondary  canals  taking of from Rigni bank  canal for which 3? regulators and 3 cross  regulators  combined wilh regulators  are proposed For tee left dank  pnmary  canal ii is proposed lo have 45 secondary  canals. Far reft bank  can3l it is  propose to provide 38 regulators and 7 cross regulators with regulators, for secondary canals
The hsts  of cross  regulators  proposed for right bank  canal and for left bank  are enclosed as annexure 5A, 50. The list of regulators  is  enclosed as  annexure GA and 68 for right bank  canal ten bank canal respectively.
• Hydraulic design of regulator and cross regulator shall consist of'
t  Fixation  of  full  supply  etevaiion  of  off  taking  canal  -  For  ihrs  driving  head  of  0.1  to  0-15  Shall  be considered,   and   accordingly,   lhe   F.S.L   of   off   taking   canal   shall   oe   fixed   by   keeping   difference equal   lo   driving   head   between   FSL   of   parent   canal   and   off   taking   canal.   In   case   of   cross regulator   difference   between   upstream   and   downstream   FSL   of   canal   shall   be   kepi   equal   co driving head
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Hydraulic Design of Canal Stniemre
2. Fixation of waler way for regulator of off lakmg canal and for parent canal in case of cross 
regulator
3.   Fixation of Sill level and width of $i|l,
Forfixation   sill   level   lhe   depth   of   water   over   sill   up   to   upstream   FSL   s   found   out   from   the following formulas for free flow orifice or for submerged orifice, as the case may be.
The leaner length of crest in normally kept equal 1o bed width of down stream
canal.
4.   Energy ddSSrpalion arrangemenI
For the regulator or cross  regulator * Down stream floor is  designed for energy  dissipal.on. In case the regulator or cross  regulator is  not combined with fall stilting basm with water cushion is  proposed In this  case, cislern floor is  depressed below the down slream canal bed elevation
In case the regulator or cross  regulator if combined with fall, stilling basins  with hydraulic  jump wi1h horizontal apron shall be considered. Design for energy  dissipation which shall include length of cislern, depth of floor and basin appurtenant shall be evaluated with Lhe help of IS codes and standard design Books.
5.   Floor thickness
Thickness  o-f downstream floor shall bo worked oul for uplift pressure Uplift pressure shall be calculated from the maximum creep length of seepage and creep length up to the pom I of floor under consideration The maxrmum uplift pressure on down stream shall be exerted when canal on upstream is  ai FSL and downstream canal is  dry. The head of waler shad be calculated from water elevation of canal m upstream to the bottom elevation of floor.
3.4     Escape Regulator
Escape is  a safely  structure io pass  the excess  water from canal io adjoining drams  an<j there by avoiding the breaching of canal down stream of structure or tor repair of canal in case breach has occurred. The increase of discharge in canal may be due to sudden closure of oul rets
li
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Hydraulic Design of Cana] Structure
The escape has  to have necessarily  cross  regulator and regulator head for escape for discharging excess  waler Therefore design of escape is  similar lo regulator and cross  regulator structure. The difference being that. for the escape a fall rs  generally  required to be provided lo negotiate the drop due difference between me elevation of bed of canal and bed of stream. The fail shall be designed either as  a vertical fail chute fall or ogee fall deepening on Ihc  height of tali and discharging capacity of escape.
The   design   shall   be   based   on   formula's   and   procedure   as   laid   down   in   standard   IS   codes   and books.
In add-on there shall be escape channel in down stream of fail of escape which shall carry spilled
discharge of canal safely to stream. The escape channel shall be designed as per channel design
with trapezoidal section One escape for each primary canal has been provided for feasibility 
slutty. The escape has been proposed in the head reach of primary canal
The escape locahon and details are listed along with list of structures for cross regulator
Cross Drainage Works
In the project both the primary  canals  right and left are contour canals  The canal alignment has tentatively  been Finalized on ths  basic  of contour map on 1 10,000 scale. From study  al canal alignment, canal has  to cross  many  streams  and nver like WAMA The right bank  canal crosses several streams, and Major Rivers like WAMA
The nght bank canal has to cross 27 streams with catchment area ranging from 0 0 sq km to 33 sq km. Besides these streams right bank canal crosses a maior river Warns having catchmem area of approximately 3&42.sq km. Thus there are 28 C.D. works for right bank primary canal
The left bank primary canal has to cross 37 streams or river having minimum catchment area of 0.4&$q km to maximum of 30D sq km.
The list of streams on which cross drainage works are to be constructed is enclosed as annexure 7A and 70 for right and left bank primary canal respectively
There are many type of structures which are considered for cross drainage works
—--------- —-------------------—---------- ------------- —________ __________ __ ________________ _ 12 Water Works Design & Supervision Enterprise
in AssocLadon with Imwcondntnial Consultants and Technocrats Pvt LitAijo Btdtssa Irrigation Project Hydraulic Design of Canal Structure
May 2007
’
-i ■         ■
Selecbon  of  type  of  structure  depends  largely  on  the  discharge  of  canal  flood  discharge  of  stream, highest frood elevab&n, lawesi bed elevalion of slream or river and canal bed elevation
The type of structures are
i) Canal is taken over the stream or river
A)   Aquedud
B)  Sipnon aqueduct
C)  Aqueduct with canal m normal section
ir) Drainage discharge is passed over canals
A)  Super passage
B)  Canat siphon
3.5     Data requirement
When the canal is  aligned as  a contour canal, for disposal of natural drainage discharge across canal, construction of cross  drainage structures  are necessary. Cross  drainage works  are thus unavoidable on any contour canal system
3.6    Data required for design
For design of any type of cross drainage works following data is taken into account
(A) For Canal
I) Full supply discharge
ii) Bed width and bed elevation of canal
In) Full supply depth and elevation
iv)  Water surface slope
v)   Top elevation of bank
v ij Cross section pf canal showing Nalural surface elevation etc
vii) Nature al earth material and value of coefficient of rugocity (n), adopted.
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on major river o< streams peak flood value (or 100-year return period shall be
taken into account.
in) Waler surface slope lor observed or evaluated tvghest flood condition
ivj Longitudinal section of slream or drain to a suitable distance upstream and
downslream of canal crossing.
v)   For calculating maximum flood elevation for peak discharge value, in case it is 
more 1han observed maximum flood value, Lhen cross section of stream or drain
al canal crossing sne and at least 100 m upsUeam and downstream of crossing
site.
vi) Site plain pf proposed cross:rig including counter at suitable interval preferably 
al 0.5m contour interval
vii) Calchmenl area of stream or drain up to canal crossing.
viii)Log of borehole or trail pil data
ix)  rt coefficient of rugosity is considered according to nature of Ped materials of
river or slream.
3.6      Determination of flood discharge
HFL of Stream or drain, bed elevation of stream and bed level of canal and their relative discharges  are pn manly  considered in selection of most suitable type of structure for a particular location.
The canal daia is  made available on the basis  of tentatively  finalised design and alignment ol canal. For slream data neilher detail survey  nor geological investigations  are available therefore the designs are based on some assumplrcn made and available records.
Arjo IJtdessa Irrigation Project
Hydraulic Design of Canal Structure
(B) For Slream /Drain/ River
i)    Maximum observed flood discharge and flood elevation at die canal crossing Si re
ii)  Peak flood value far 25-year return period for C.D. works other than Box aqueduct is considered. For larger catchment area more than 50 km‘' peak flood value for 50 years or 100 year return period is con side ed For aqueduct
May 2CHJ7
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Waler Works Design & Supervision Enterprise
In Association with IntercotidnentaJ Cmtsultants and Technocrats Put. Ltd.Ar] D-Dedess a Irrigation Project Hydraulic Design of Canal Structure
May 2007
Far design of C D work calculation of peak flood discharge from catchmenl area and computation of HFL 15 important. For peak flood discharge computobon, catchment area of stream or dram is obtained from 1 in SD.OOD available maps. For computation of peak flood discharge from small catchment, ra Irenal formula as given in draft final report of hydrology is considered copy of which 1$ an closed as annexure 3. On the basis of rational formula a computer programme is prepared in which following variables  are required, which are worked out and entered in the program for obtaining the peak flood discharge
1.  Catchment area obtamed trom m 50,000 map
2.   Lenglh of stream from origin 1o crossing point;- obtained from 1 in 50.000 map
3.  Maximum elevation -obiamed from 1 in 50.000 map
4 Bed etevalion of stream = Approximate values are assumed from contour map 1or canal of
scale 1 in 10,000
5.  Return period = 25 years, SO years or 100 years is considered depending upon the
calchmenl area of stream ar drain
6.  24 hour mean rainfall: - The value of rainfall for different period of return yea's .s given in
I he report of hydrology. Copy of which is enclosed as annexure 9
7.   CV factor;* Given in hydrology report On the above basis the peak flood discharge for each drain or stream is evaluated and the values are enclosed in Annexure - 7A and ?B for right bank and left bank canal respectively.
For Wama River crossing the peak flood discharge values for 100 and 500 year return period are computed m hydrology  repot, copy  of which is  enclosed an annexure 10 Hydrologist also intimated peak flood discharge values for 50 and 100 year return period, for drain or stream which has calchmenl area more 1han 20 sq km The flood values are shown in Annexure 7A and 70
37 Selection of type of structure
The S election of 1 ype o f s tructure for p articular I oeMon s hail d epend o n I he h igh f food I evei o f stream or drain, bed elevalton of canal, bed elevation of stream and relative discharge of dram and canal.
Following are 1he broad consideration for deciding type ol structure
Water Works Design & Supervision Enterprise
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Hydraulic Design of Canal Structure
May 2007
1  j  Box  aqueduct  /aqueduct/:  •  When  HFL  with  afflux  ot  stream  or  drain  is  considerably  below lhe canal bed davalen ihen aqueduct structure is suitable. In this case canal is passed in irough or duct.
2| Syphon aqueducts: - When difference between HFL of stream or drain and bed elevation of
canal is minimum or when canal bed elevation is just below HFL al stream or drain, Syphon
aqueduct structure is most suitable. In this case lhe stream discharge <s passed betow the carai
The stream or dram discharged is syphoned under pressure by depressing the bed of stream pr
drains at the structure.
3} Aqueduct, with canal In lull section
Whan HFL of stream or drain is  below the canal bed elevation, and when catchment area and discharge of dram is noi very large, canal is taken over the drainage in normal canal section with out reducing the area there by avoiding ihe head toss
4)          Super     passage:-     When     FSL     of     canal     is     sufficiently     below     the     bed level  of  stream  on  dram,  then  super  passage  simclure  >s  suitable  In  this  type  of  structure  :he dramage or stream discharge is earned over lhe canai.
5) Cana! syphon:- When canal FSL is betow . or near lhe bed elevation of slrearn or dram, and canal  discharge  Is  comparatively  less  oocnoared  lo  Mood  discharge  of  slream  or  drain,  canal syphon  structure  can  be  considered  suitable.  The  discharge  of  drainage  or  stream  is  taken  over the canal and canal discharge is passed under pressure by Depressing canal bed al ine structure.
On ,he above broad basis after computation of flood values and bed elevation, Lype of structure which are proposed are labulaled as per annexure 7A and 78 for nght bank canal and left bank canal respectively
* The design of structure shall consists of following components
Determination  of  high  flood  elevation  after  assessing  peak  flood  value.  Fixation  of  high  Hood elevation shall be done by trial and error method
Ih
Water Works Design & Supervision Enterprise
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Hydraulic Design cf Canal Structure
May 2007
The discharge pass-ng through the slream al the crossing point js evaluated for the assumed tlood elevation by  multiplying the area up to assumed flood elevation by  velocity  calculated for flow by Manning's formula
In case discharge of stream al assumed flood elevalion Is  much more, 1hen lower flood elevation shall be assumed. If discharge calculation provides  less  discharge at assumed HFL then calculation for higher flood elevation shall be earned oui
Afflux calculation
Due (o proposed CD work  if the waterway  of Stream is  reduced in structure, there shall be increase in upstream water level, which is  termed as  Afflux  Afflux  shall he evaluated by  Mote worth’s formulae
Calculation for Head loss
When  canal  or  stream  discharge  is  proposed  to  be  passed  through  a  duct  or  barrel  there  shall  he head loss.
3.8, Head loss S+wHroccurat
f-F             t-r"?-!
Cl«-Y
/t- Entry and exit of hough or barrel
Friction loss in the barrel or trough
#-Loss   of   head   m   bends,   generally   no   bends   are   provided   in   trough   or   barrel   tn   irrigation structure
The loss  of head 13 depended on velocity  al entry  and axil, velocity  in barrel lenglh of barrel and the malenal of trough or barrel used The calculation for lead loss  in done as  per procedure and formula given in Indian standard codes  and standard book. The head loss  shall be accounted for.
n  case  of  canal  by  lowering  the  FSL  of  canal  on  downstream  by  equal  amount  of  head  loss.  In case  Of  stream  either  allowing  increase  in  the  upsiream  HFl,  or  lowering  1he  down  stream  HFL  of stream by lowering stream bed i.e. re-secboning the stream down stream of structure
Scour depth calculation
Due   Io   obstruction   in   waler   way   of   slream   there   shall   be   scour   in   stream   The   foundation   of Structure tn taken below ihe recommended scour depth zone for abulment wings and piers.
_________________________________________________________________________17
Water Works Design 6 Supervision Enterprise
In Association with Imercondnencat Consultants and Technocrats Pvl Ltd.ArJ n- Deaessa Irrtgatton Project
Hydraulic Design of Canal Structure
May ZM7
The scour depih is  calculated by  standard formula, r e. either by  Lacey's  formula or by  unwns formula available in standard IS codes  and books. The foundation of structure is  taken 2, 1 5 or 1.33 limes  the scour depth calculated from above formula, depending upon the position gi component and flow direction of stream
The scour depth is measured below lhe H.F.L of stream.
Scour depth calculation is  important for determining foundation elevation of different component of structures. The foundation el evalton shall be taken below the scour depth and shall rest on firm Strata. If hard rock is met earlier foundations shall be taken 0 6m inside hard rock
Determination of water way
The waterway delerrr.ination for trough or barrel of canal or stream shall be fixed on the basis o1 velocity  Lhal can be allowed in trough so as  to have minimum head loss  of canal The waterway  for stream shall be decided from considerahon of submergence of area m upstream and availability of safe free board for canal, to avo?d any head toss in canal
Free board
Free board in the vertical clearance is necessary for the safety of canal or structure
In canal free board is measured from F.S elevation of canal to top bank elevation
In  structure  the  free  board  is  considered  between  the  Afflux  HFL  of  stream  or  FSL  canal  lo  the ttollorn of slab of structure or between Afltux HFL ano top of bank ol canal
For canal the 1 me board varies according to the discharge ol canal and generally ranges from 1.00 to 03 m
For  structure  Ihe  free  board  is  generally  kept  from  1.0m  to  05  m  minimum  for  structure  of  major canal For structures on minor and micro minor carats the minimum free board is kept as 0.30 m.
Design lor Uwm thickness for uplift
The floor D/S of structure is generally subjected to uplift pressure, when there is no neap of water on lloor. but in Upstream of floor there is water at maximum elevation.
There shall be rwq lypes of uphil neap
----------------------------- —----------- ----------------------------------------------- ------ ---------------------        is Water Works Design & Supervision Enterprise---------------------- "
In Association with Intercontinental Consultants add Technocrats Pvt LtdArjo Odessa 1 rnpation Project
Hydraulic Design of Canal Structure
May 200?
I.          Static  head  due  to  sub  sod  water  betew  the  down  streambed  up  to  the  tounoalion elevation of floor. This head is constant through out the length of the floor.
II.         Seepage pressure:- seepage pressure is due to water head creeled due to difference in elevation  of  water  level  in  upslream  and  downstream  bed  elevation  This  pressures  is varying  from  downstream  to  upstream  end  at  floor.  Il  is  minimum  al  downstream  end and  maximum  at  upstream  end.  To  find  out  lhe  uplift  pressure  at  particular  point  first total creep length from u/s to D/s cut off is calculated. This length shall include u/s cutoff depth,  upslream  impervious  floor  length,  and  depth  of  olher  cutoff,  downstream  floor length and downstream cut off Then lhe creep length up to the pomt where pressure rs to be calculated is considered. Uplift seepage pressure al the point under consideration shall tie
I !eng& of creep upto the pom\ m consideration
The sum of the sialic pressure and seepage pressure shall be counteracted by weight of concrete floor. Therefore to calculate thickness of floor total uplift pressure shall be divided by unit weight of concrete, normally  plain CC flcxv  shall tte provided. Incase 1he thickness  of flew calculated is more, R.C C floor can also be provided.
The  concrete  or  impervious  floor  upstream  or  downstream  shall  be  protected  from  scouring  by providing a cut off wall at the end of floor
Upstream down stream protection
Upstream and downstream impervious  floor shalt tte protected by  providing pervrous  protection beyond the impervious floor consisting of CC block or stone pitching laid over gravel or filter layer. Thickness  of impervious  floor shall depend upon lhe discharge and velocity  ot water flowing Ihrough structure
A toe wall shall be provided at the end of impervious floor to protect it from scouring
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Water stops
Besides this for ail structures where there is a jewnt between two bays or span's. PVC water stops or copper plate waler slops shall be provided
Bearings
Any slab or Super structure. which is to carry a moving toad of traffic over it, anti transferring load to sub structure, suitable bearings between superstructure and substructure shall be provided (e.g. neoprene bearing).
Weep holes
Foj irrigation structure weep holes  are generally  provided in retaining walls, wings  walls  etc. But these weep holes shall be provrdeef above the hydraulic gradient line. For proper drainage and to avoid earth particles Io be carried through these weep holes graded Oller shall be provided in back of hole Spacmg of weep holes  shall be normally  kept 2 to 3 m apart Tne hst of structures  for each lype of CD works proposed to be provided, enclosed as following annexure
1 List of aqueducts 
2 Lisi of syphon aqueduds 
- Annexure - $ A S B
- Annexure - 9 A 4 S
3  List of C C work with earthen section -                    Annexure -10 A & B
J  List cd canal syphon
Drop structure ar fall
-            Annexure - 11 A & 0
In Aqo - Dedessa prefect baih the primary  canal, toll and right., are counter canals  far entire length ■ he topography of command is such 1ha( no fail or drop structure are proposed on primary canals.
However for secondary  and tertiary  canals  the ground stope is  steeper than ihe proposed oed slopes or canal Therefore there shall be fall torop) structures for these canals Srnce the discharge of secondary and tertiary canals are small, and drop height is kept maximum up to 1.5 m, therefore vertical type falls  and well type falls  (for very  small discharge around 0.03 m’/sac) are proposed the main consideration in design of tails are
t Selection of lyp-e of fall, depending upon discharge ano drop height
2,  I eng'.n of crest ■ iiwrrtally kepi eguaJ to the downstream width of canal or channel
3.   Determroaiicri of crest elevation.
20
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The  formula  used  is  1o  determine  depth  of  water  over  crest,  Shell  be  for  free  flow  weir  ck submerged wer depending on the O/s F.S. elevation and crest elevation
The crest elevation 15 evaluated by deducting depth of water calculated by formula from upstream
F.S.LorT-E.L
Energy dissipation
For  small  height  of  drop,  energy  dissipation  is  done  by  water  cushion  floor.  This  ts  done  by depressing the downstream floor below down slream bed elevation of canal.
For Escape structure and bigger drop height the energy dissipation shall be provided by providing hydraulic jump with horizontal still ng basin. Horizontal stilling basins are of two types, type I and 1ype II depending upon Froude number. For Froude number up to 4 5 type I basin shall be considered For Froude number more than 4.5 basin type II shall be selected. The design shall be done a s per 1 he design procedure provided in Indian codes, books and U S.BR Book F or energy dissipation following calculation shall be carried out
1.  Calculation pf floor length
2.   Depth of depression of floor below downstream bed elevation
3.   Thickness of floor
4          Protection works
5- Cut off
Design and calculations shall be carried out as explained earlier and with the help of cods design books etc.
Road Bridges and footbridges
Whenever  canal  crosses  existing  roads,  having  communication  links  between  two  places  a  road Bnpge shall be provided
fn Ano - Dedessa project no existing major road like national high way or maior road of siandard DS,, to DSb as per Ethiopian Roads authority. 15 crossing any of the canals. There is only one existing road Kokelo hot spring to Wama Aoere. of OST standard. is  crossing right bank primary canal. Some access roads connecting me people residing in groups al different places are
21
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------ - ------- ----------------
May gore
r
crossing  the  canals.  For  these  road  bridges  are  proposed  to  be  provided.  List  of  road  Bndges proposed is enclosed as Annexure 12 -1 A 3 B
The distance between two existing access roads 1hat are crossing the canal is generally more than 5 km, therefore it is proposed to p/ovide fool bridges 2 m wide for crossing of canal by tattles and human beings. These footbndges are proposed m between the existing roads.
Far I he cross regulator a ' oolbridge across canal is already p resided, t iierefore a t s Lrch places separatee footbridges  are nol provided. In some places  the foot bodge are combined with head regu’alors. The Jis; of fool bridges provided rs enclosed asAnnexure 12 - II A 3 R.
3.9 Design
For design ot road bridge, following consideraljon are mere
Water way
Generally the water way under the bridge shall be provided nearly equal to the waterway of canal
Few this rhe length of bridge is mken either equal to the linear walerway at FSL of canal. The length can be split up mio two or more spans, if the width is more. In this case one or more piers and
abutments or burred piers at berth end shall be provided
Alternatively the tinea* water way can he reslrlcted lo bed width of canal. Due lo restriction of water way (area) m this lhe afflux or head loss shall be more than in case of provision erf linear water way equal Io width of canal al FSL.
For canals with minor oischarge RCC Hume pipe crossings can be considered
Afflux calculation
Due lo obstruction in waterway due to either reduction ol linear waler way or due to provision of pier, area of water way is reduced. Due to reduction in area, there shall be afflux, which shall be calcu.atcd by Mole worth’s formula
The  afflux  calculated  shall  be  accomated  by  keeping  difference  between  upstream  and  down si ream FSL oi cana: equal io afflux
22
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Hydraulic Design of Caual Structure Scour depth
May 8007
Due toredudmn of the area of waterway, velocity  under the bridge shall increase. Increase in velocity shall have effect of scour m bed. The scour depth shall be calculated by Lacey's formula for normal scour depth The maximum score depth shall be taken as 1.33, 1.5 and 2 times the normal scour depth for piers  and abuiment This  scour depth is  measured below the F  S L of canal Fcundaiion of structure shall be kepi below the maximum scour decffh.
General  for  all  structures  for  width  of  abutments  piers  and  wing  walls,  side  walls  and  return walls
Generally ihe lop width of abutment is kept from 1.0 m 10 2.0 m depending upon the structure, its type and sue.
The lop wtdlh of other walls shall be kept as 0.5 m for maior structure oi primary canal and 0 30 m for structures on canals of smaller discharge
The bottom width at foundation etevaiion for abutment and walls -s proposed to be kepi as 0.5 to 0.55 times the height of abutment and walls, measured from top elevation to foundation elevation
• All the structures are generally proposed to bp constructed of cement concrete of different mcr and strength. In place of concrete, stone masonry in cement mortar col. I 4 can also oe LSed in construction, depending upon avaiiab.lily of size and good quality masonry stones or rubble
A list of sII structure proposed on Right and tell bank primary canals is enclosed as Annexure 13A and 13E respectively
Drawing and design prepared
For feasibility study type designs and drawing of following type gl structures have been prepared and are in separate volumes.
1.  Control strudure
1,1       Escape on Right bank primary canal (FtB.P.C) at km. 2.0
1 2     Head regulator for secondary canal R3-1 6 of RPC at km 21 327
1.3    Head regulator for secondary can at RS-17 of RPC and cross regulator al km 21.78B
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2.  C.D works
2.1     Aqueduct across WAMA river kx RPC at taw 6 40
2.2      Syphon aqueddcl far RPC a! km 22 00
2.3      Canat siphon far RPC at km 2.00
May 2007
2.4      Aqu&ducl wllh normal canal in earth&n section fpr left bank primary canal al km 25.54
3- Bridges
3 i Road bridge (wilhout pier) far Kekelo hoi spring id WAMA Adere far right hark primary can at e, 1500 km
3 2 Road bridge (with p:er} for access Road of le*T bank primary canal at At .5 km 3.3 Foot Bridge (came crossing) far RPC at km 19.00
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As per details given in ANNEXURES 5 the total number of structures on primary Canals are g/jen In !We 3 3.
Table 3,1 Total Number of Canal Structures
S No
Structure details
Number of
RBPC.
Structures
LBPC Total
Total
Grand
Total
! i.o
Control structures
1u
Head    regulators    for    secondary canal
37
39
76
1.2
Head regulators and                cross regulators with foot bridge
3
7
11
1.3
Escape
1
1
2
Total 1
41
47
aa
BB
2.0
Cross Drainage wortts
2.1
Aqueducts
2
4
6
2.2
Siphon Aqueducts
17
16
33
[2.3
Canalsyphgns
4
2
6
2.4
C O works with canal m earl hen embankment
5
15
20
Total 2
20
37
65
M
3
Bridges
31
Road Bridge
4
6
10
3.2 Total ■
Foot bodge
3
0
3
13
7
6
13
13
Grand total Ho3
76
90
166
166
4.0
Bridge combined wilh cross regulator or Head regulator not counled for total no for siructures
41
Road Bridge
i
0
1
42
j
Fool Budge
5
a
13
Total
5
s --------------------------
14
1
14
------------------------------- —__________________________________ _             25
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May 2007
ANNEXURE 3-1
List of Proposed head and cross Regulators /Escape A} For Right bank primary canal
Name of structure
□glance from head of canal in km
Discharge of primary canal in m°/$ac 
e <i/H = ;i r
=ds
Discharge         of secondary 
canal in m’/sec 
H    Reguiator    for    secondary canal      RS-17      and      cross regulator  and  fool  Bridge  No.
5'
20,95
u/$ = 5.523
d/s = 4 969
_______________ 0 58
Remark
.----------- Designed
H. Regulator for secondary canal RS-27, cross  regulator with Road Bridge No. 4 tor Access Road
30.8
40.65
u/s = 3.52
d/s = 3.234
0.30
H.   Regulator   far   secondary canal  RS-3B,  cross  regulator and foot Bridge No 8
Escape   wth   cross   regulator and Fool Bridge
M/J 0.994
rf ft 0,735
0.272
1.80
M/$ = 7.028                      Escape
d/5 = 7.028 discharge 7.00
B - For left Bank Primary Canal
1
2
3
4
H   Regulator   lor   secondary   canal   L$-9.   cross regulator and Fool Bridge (Callie crossing)
10.51
u/j 8.61
d?''j 8.455
H.   Regulator   tor   secondary   canal   LS   -15, crossing   Regulalor   Foot   Bnage   No   3   (Cattle crossing)
H.  Regulator  lor  secondary  canal  LS  -23.  cross Regulator and Foot Bridge No. 4
H.  Regulator  lor  secondary  canal  LS  -26.  cross regulator. Foot Bridge 5
23.15
si.j 8.062
<//$ 7.66J
32.16
ufs 7.058
J',r 6.378
3605
5
6         H.   Regulator   far   secondary   canal   LS   -   39, cross Regulator. Fool Bridge No. 7
7         H  Regulator  far  secondary  canal  L.S  -44  cross regutafar Fool Bodge No. 8
8         Escape with cross regulator and toot Bridge
H.   Regulator   for   Secondary   canal   LS   -   33 crossing Regulator wiiti Foot Bridge No. 6
---- --------------------- ------------------------ ___ -----------------
42.24
50.94
u/j 6.164
dis 5 332
vis 5.013
dj 4 897
w/f 4.303
J/s 3.149
0.162
0.417
0.71T
0.881
0.12
1.206
55 36
w/ s 2.478
ti • s 1,982
0.519
3.25
8.931
8 00
----- ----- --------------------------------------------------------------- . _________________ _ 26 Water Works Design St Supervision Enterprise
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Hydraulic Design of Canal structure
AR J 00- DEDESSA PROJECT
LIST OF HEAD REGULATOR STRUCTURES
May 2(107
ANNEXURE 3-2
No.
Name df skudure
Distance        Discharge of Primary         Oiscriaiqc of
from origin canal in m'/sec in Secondary canal Ramarks
in KM
A = RIGHT BANK PREMARY CANA|_
1 Head Regulater <or                           0 555 Secondary canal; RS-1
2 Head Regulator for Secondary canal RS-2
3 Head Regulator lor Secondary canal RS-3
4 Head Regulator for Secondary canal rs-4
5 Heatf Regulator for Secondary canal RS-5
6 Head Regulglor for Secondary canal rs-6
7 Head Regulator tor Secondare canal RS-7
1.692
2.951
4.142
4 8B7
5.750 6.123
6 Head Regulator tor                             10 14 Secondary canal RS'8
9 Head Regulator for Secondary canal RS-9
id Head Regulator for Secondary canal RS-10
11 Head Regulator for Secondary canal RS-11
12   Head Refldelor far Secondary canal RS-12
13   Head Regulator tor Second a ry can a i RS-13
10 ft?
12.38?
15,010
16.393
17.186
rrP/sec
u/s=7.521 <Vs=7.4&4
ufe=7 484 d/s=7 358
u/s=7 358 d/s=7.298
u/s=7 298 d/s=7 228
u/s=7.228 d/s=7.127
u/S=7 127 d/s=7.087
u/s=7.O87 d/s=7.O3O
u/s-7.030
d/s=6.973
u/s=6.973
d/s=6 925 u/s-6.925 d/s=6 803
u/s=6 803 d/s=6 576
ufa=6 576 d/s=6.447
u/s=6.447 d/s=6.315
m rmJ/sec 0.0.057 0.106
0 06
0 07
0 101
0.04
0.057
0.077
0 028
0.122 0.086
0 135
0.112
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14  Head Regulator tor
17 756
uto=6.315
(VS=&.2O?
D 120
SEcortrJery CaflflJ RS-14
Head Regulator for
18.084
0/5=6.20 7
0.237
Secondary canal RS-15
<j/s=5W1
16   Head Regulator lor
21.327
u/s=5.90t
d/s =5.523
0.478
Secondary canal RS-16
18   Head Regulator to<
22 762
0.190
■
■
4
Secondary canal RS-18
u/s=4£e»
d/s«4.78
19   Haad Regulator far
23.797
uto^4.7R
0 266
Secondary canal RS-19
dto=4 524
20   Head Regulator tor
24 342
u/a=4 524
0 288
Secondary canal RS-20
d/5=4.249
21   Head Regulator tor
26.347
life =4.249
D 216
Secondary canal-DR-21
d/s=4.043
22   Head Regulator for
28.063
Ui s=4.(143
r
0.187
Secondary canal- RS -22
d/s=3.663
and loot bridge rto, 6
M
■
■
■
■
N
N
23   Head Regulator tor
26 BBS
u/&=3 363
Secondary canal- RS -23
□ .098
d/s=3.77
24   Head Regulator For
29.761
Lito-3 77
S-econdary canal- RS 24
0.090
d/s=3.6B3
25   Head Regulator for
30,285
u/5-3.683
Sueoridary canal- RS -25
0 040
d/5=3.664
26   Head Regulator for
31.332
Secondary canal- RS »26
u/s=3.664
dfe-3.52
0-130
28   Head Regulator for
32.96
uto=3.234
Secondary canal- Rs -20
0.040
dto-3.1.30.
29   Heed Regulator for
33.810
Secondary canal- RS -29
uto-3.'00
d.'s-2.99
0 207
30   Heaa Regulator for
34.019
Secondary canai- RS -30
u/s=2_69
dto=2.33
0.690
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31 Head Regulator for                         34 218 Secondary canal- RS -31
and tool bridge no. 7
0 296
32 He®d Regulator for Secondary canal RS-32
S3 Heed Regulator for
6 aeon ria ry canal RS-33
34 Haad Regulator tor Secondary canal RS'34
35.922
36.475
37.418
35 Head Regulator lor                         38537 Secondary canal RS-35
36 Head Regulator for                        39 556 Secondary canal RS-36
37 Head Regulator for Secondary canal RS-37
39 Head Regulator for Secondary canal RS-39
40.20?
43.109
u/S’2 33
d/s=2.D44
0/5=2 044
d/s=1 802
u/S=1 802
(Ji's = 1 649
Li/S=1 649
d/s=1.S1
uto=i.5l
d/s=i.41
u/s»1 41
d/s=1 199
u/s=1.199
d/s=0.994
u/s=0.735
d/s=0 624
4D Head Regulator far                        44 166               Uk/s=O 624
0 253
0.160 0.145
0.1-34 0.220 0.214 0.115 0-063
Secondary canal RS-40
d/$=0.563
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ANNEXURE 3-3
LIST OF HEAD REGULATOR STRUCTURES
H- LEFT BANK PRIMARY CANAL
S.Nq
Name of strudure              Distance from origin
Discharge of
Pomary canal
Drsdiarge of          Ramarks Secondary canal
1
Head Regulator Io*
0.157
u/s=9.0l5
0048
Secondary canal-LS-1
d/s-6.966
2
Head Regulator for
3.126
u/ -0.96B
s
0.039
Secondary canal- LS -2
d/5-6.931
3
Head Regulator for
3.749
u/s=8.931
0 047
Secondary canal- LS -3
d/s-8 .886
4
Head Regulator for
4.638
u/s=0 006
0.029
Secondary canaf-DL-4
d/S"6663
5
Head Regulator For
5 411
u/s=B.BB3
0.042
Secondary canal-DL-5
d/s=B.8lB
6
Head Regulator for
6.004
u/s=8.B18
0.075
Secondary canal- LS -5
d/S=8 746
and fool bridge nol
7
Head Regulator for
6.553
u/S=B 746
0 047
Secondary canal- LS -7
d/$=8 701
3
Head Regulator tor
9.69
u/$=8 701
Secondary canal- LS -8
0.095
d/s=8.61
9
Head Regulator for
13.994
u/s=8.455
0 141
Secondary canal- LS -10
d/s=8 32
10
Head Regulator For
16.906
Secondary canaF- LS ■ 11
u/s=8.32
0/3=8.275
0.047
and foot bndge no 2
11
Head Regulator for
20.16
Secondary canal' LS -12
lj/s=8.275
d/S=0.198
0 081
TO
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12     Head Regulator for
20.718
u/s=B.198
0.081
Secondary canal- LS -13
d/-J-8 12
13     Head Regulator for
21.693
u/s=8.12
0.061
Secondary carral- LS -1J
dffii8.062
14     Head Regulator for
23.617
u/s=7.663
0 08
Secondary canal- LS -16
d/s^ 7.587
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ANNEXURE 3-4
0.
b.ND
LEFT EANK
PRFMARY CANAL
Name o! s-iruciure       Distance
Discharge of
in
ii -i
Discharge or Ramarks
in KM
m3/sec
m mafo&c
15
Head Regufasor far
26 86
u/$= 7.587
0.181
Secondary canal- LS -17
d/S-7 413
16
Head Reguaior for
27.653
ufe>7.413
dfs«7.334
0 083
Secondary crinal* IS -15
ir
Head Regulate* fc*
28.869
ufe=7.334
0044
Secondary canal- LS -19
d/s=7 292
is
Head Regulator for
29 525
u/S=7 292
0 027
Secondary canal LS 20
d/s=7.267
19
Head Regulator for
30 333
u/s=7 267
0.05
Secondary canal- LS -21
d/s= 7.219
20
Head Regulator far
31.096
u/s=7.219
0.169
Secondary canal - LS -22
d/s=7.O58
21
Head Regulator tar
33.955
u/s=6.378
0 121
Secondary canal- LS -24
d>s=6 262
22
Head Regulate* for
35-255
u/s=6.262
0.103
Secondary canal LS-25
d/s=6.l64
23
Head Regulator for
36 718
Ufc= 6.322
0.038
Secondary canal- LS -27
d/$=5.286
24
Head Regulator for
38.076
u/s=5.286
0 022
Secondary canal-LS 2B
d/s=5 265
25
Head Regulator lor
38.912
u/s=5.265
d/s=5.231
0 036
Secondary canal- LS -29
26
Head Regulator for
39.737
u/$=5.231
d/s=5.l6l
0.073
Secondary canal- LS -30
27
Head Regulator lor
40.137
u/s=5.161
0.038
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28     Head Regulator for Secondary canal- LS -32
29     Head Regulator for Secondary canal- LS -34
30     Head Regulator lor Secondary canal- LS -35
40,818
44.312
45.008
d/6=5.i?5
u/$=5.l25 d/s-5.01.3
u/s-4 897 d/5’4.821
ufs=4.82l tf$=4.792
May L'H. 0.118
008
a.033
31     Heed Regulator tor Secondary canal- LS -36
32     Head Regulator for Secondary canal- LS -37
33     Head Regulator lor Secondary canal LS -38
34     Head Regulator for Secondary canaf- LS -40
35     Head Regulator for Secondary canal- LS -41
36     Head Regulator far Secondary canal- IS -42
37     Head Regulator for Secondary canal- LS -43
39     Head Regulator for Secondary canal- LS -45 and end structure
46.236           U/SM.792
d/s=4.6l7
0 18
47.583
48.203
54.124
54.483
ufs=4.6i7
6/5=4 419
u/S=4.419
d/s=4.303
u/S=3.149
d/s-2.778
u/S-2.778
df$^2.741
54 688                U/S=2.741 d/$=2 664
56.382                U/S= 2.864 d/5=2 478
60.18
u/s-1 98?
d/S-0.915
0.207
0.12
0 388
0 03?
0.081
0.194
1.067
Water Worhs Design & Supervision Enterprise
in Association with Imerccntiaenu! Consultants md Technocrats Pul ltdHydraulic Dcsigo of Canal Structure
ANNEXURE 3-5A
arjodedessa PROJECT
A-Right brink primary canal Caichmcnl Stream
Detail* to sttieclion pl type of siruclures
Max
Min
Ftelur Rainfall n
Discharge Bed
elevation
Length
Coeff Of Pea* discharge
Vjnalion
of canal
of canal
Hr
of canal
s
1
1
2
3
4
5
Name Mruclun?
Nd distance
n
of 24 KF
a
1
and Area and
(Km )
Elevate Eleviilion Per io
{mJ         (m a$fl)   <m all)
3)
R24
[mm J
cv
MT"
M*3/S m fc
(m)
2
CDR-1 2 00 CDR-2 2 9
34567
2 5 1400 1565 134B 5 25
0 575 tOOv 1540 1346 25
CDR-3 3 95            2 65           2500      1520       1346      25
C DR-4 G00           1 625        1600      1520       1344      25
CDR-5 7 6              584           3000      1540       1345      25
8
88 00
00 00
00.00
88.00
8ft 00
9               10                  11              12
0 306        10 DO            7 026         1346 14
D.3O6      4.75                7.028         1345 71
0 306        5.52                7 028         1345.5
0.306       5.T1
7.028         1345 09
6        CDR-6 Wama nv*r 3542                                        1332
7
COR’7 9 15
1.2
1200
1440
1344
25
80 00
0 306
3.61
e
CDR-B 104
14
1000
1350
13435
25
88 00
0 306
3 26
ft
10
CDR’9 11.5
9.6
6500
1640
1343
25
00 00
0 30B
11 21
CDR-10 53 30
4.825
3200
1560
1342
25
80.00
0 306
0 00
11
CDR-n 17 2
3 275
2800
i4B0
1342
25
dBUO
0 306
5.61
0 306         10 75             7.028         1344 77 7028         1344.38
7.020 1344 23 6.650 1344 00 6.658 1343.78 6 658 1343 41
632           1342.55
12
13
14
CDR-12 19.55
375
1700
1480
1341 5
25
06 DO
0306
9,65
5M1
1342.13
COR-13 22 45
576
19500
2300
1339 5
50
98 00
0 306
74.00
4 780
1341 49
CDR-14 24 55
10.13
13500
i960
1337
25
80 00
□ 3U6
8.51
4 249
1341 1
15
COR-15 28 0
10 67
11W0
1740
>340 5
25
0 306
9.04
4 043
1340.79
IS
CDR-16 26 5
22
1900
1380
1336 8
25
60.00
83.00
0 306
340
4.043
1340.60
17
18
CDR-17 27 65
27 15
15600
2400
1336
50
98 00
0305
35 5/40 1
3 063
134Q 42
CQR^i6 2ft 7
13 07
11000
2280
1330 2
50
90 DO
0 306
18 90
3 644
1339.94
1ft
20
CDR-18 32 i
40.25
13500
2360
1338 5
50
98 00
0 306
55 3/62 4
CDR-20 33 0
3 IB8
1339 26
00
1200
1360
1336
25
08.00
0 306
1.45
2990
1339 1
Type of Structure
Proposed
13
Canal Syphon
Syphon Aqueduc’
Syphon Aqueduct
Syphon Aqueducl
Syphon Aqueducl
Aqueduct
Syphon Aqueduct
Syphon Aqueduct
Syphon Aqueducl
Syphon Aqueduct
Syphon Aqueduct
Syphon Aqueduct
Syphon Aqueduct
CO  Worx.canal  m  earthen  sector Syphon Aqueduct
CO Worts .canal in earthen sector CDWnnt.canal in earthen secLhjf Syphon Aqueduct
Aqueduct
CDWork,canal in earthen sechor
Water Works Design & Supervision Enterprise
In AssoL'taLion with Intervontineiual Consultants and Technocrats Pvt Ltd.
34*«■■■■■■
Arjo Detossa Irrigation Project
Hydraulic Design of Canal Structure
Maj 2007
21
CDFt-21 33.45
1.38
2000      1400
133B 5
25     BB 00      0.306
2 32
2.990
1338.96
Syphon AquMutf
22
COR-22 34 4
7 53
6000      1000
1335
25     00 00      0306
9 02
2.044
1338 B
CDWork.canai in eadhen seclioc
23
CDR-23 3G 5
1 05
1200      1360
1341
25     00 00     0 306
2 20
1 510
1338 13
Canal Syphon
2*
COR-24 37 0
24
1500      1410
1337 5
25     BB 00     0306
5 24
1 510
1338
Syphon Aqueduct
25
CDR 25 3B 21
15.4
13500    2200
133? 7
50    98 DO     0.306
16 90
1 410
1337.74
Syphon Aqueduct
26
CDR-26 39 9
€
6400      1740
1337
25     00 00     0 306
10 76
0 994
1337 37
Syphon Aquodud
27
CDR-27 41 4
33
4300      1620
1330
25     aa 00     0 306
5 39
0 735
136 92
Canal Syphon
26
COR-20 42 4
33
17400    2480
1338
30     98 00     0 305
39 1/44 1
0 624
1336 73
Canal Syphon
Water Works Design & Supervision Enterprise
35
in Association with Intercontinental Consultants and Teclmocrais Pvt Ltd.Hydraulic Desigfl Cao al Sirucimg,
ANNEXU'RE 3-5b
ARJO-DEDESSA PROJECT B-l elt bank primary c#w
Delays for seiccto" ctf lype of structures
Discharge Bed
Type of Slructufc
Catchment Stream  Max Min Return
elevalKjn
Name
sVuctdfe
and Area
antf
Elevation Elevation Perron
Lengih
Rainfall Coe" Of Peak dischatge
Vanalie**
of 24   Hr
of canal
of canal
R24
(mm)
RE
Qt-
or canal
(m)
Proposed
qiS Lance
a.w.
(Hl)
(m asl)
(m asi)
I years]
CV
L1*3tfS
m3/s
1
1
2
2
3
4
CCH’1 0 60
1 95
i860
5
1400
6
1345
a
ft
10
11
12
13
RB 00
U3OB
5.50
8.968
1345 75
Syphon Aqueduct
CDL-2 3 95
CDL-3 4 7
56
29(5
6000
9000
1680
1780
1345
1340
7
25
25
50
RROO
0.306
12,05
0 931
1345 79
Syphon Aqueduct
95 0G-
O 306
0.931
1345.74
43/48 5
Aqueduct
3
4
CDL-4 5 23
1.2
134»
1420
1344
25
08 00
0 306
4 92
0.863
1345 54
Syphon Aqueduct
1400
1425
13455
80 00
0 306
4 54
5
CDI 5 6.53
1 15
0746
1345.20
Syphon AqueduCi
6
CDL-6 7 99
0 55
1000
1430
1345
88U0
0 306
1 85
0.701
1344 90
Syphon Aqueducl
7
CDL-7 8 14
i 65
1900
1430
1330
25
25
25
86 00
0 306
4 46
a 70i
1344.88
CDWork. canal in earthen
8
COL-8 8 51
1.85
1000
1460
1344
25
25
88 00
0.306
4 26
0.701
1344.61
Syphon Aqueduct
9
CDL-9 9 23
0 45
1100
1460
1344
88 00
OJOb
1 64
0.701
1344.66
Syphon Aquaducl
10
CDL-10 12 36
9 65
4000
1640
1344
25
88 00
0 306
16 56
8 455
1344 07
Syphon Aqueduct
it
CDLH 15.35
375
2000
I4Q0
1340
25
88 00
0.306
6 12
0 32
1343.60
CDWork.canal in earthen
12
CDl-12 20.09
1.7
2000
1440
1341
25
86 OU
0 306
337
0.275
1342.53
CDWark.canal in earthen
13
CDL-13 20 65
43
3500
1430
1341
25
14
COL-14 24 14
11.5
4500
1540
1338.8
25
88.00
88.00
0 306
6.19
0.198
1342.43
Syphon Aqueduct
0 30b
15 22
7.567
1341.64
CDWork.canal in earthen
15
CCk-15 25 54
16
1900
1430
1339.5
25
88 00
0.306
358
7 567
1341.36
CDWorfc,canal in earthen
16
CDL-16 25 88
1 45
1600
1420
1339
25
88 00
0 306
3.18
7.SJJ7
1341 30
CDTVork.canal in earthen
17
CDL-17 27 93
094
1300
1367
1340
7.334
1340.92
Syphon Aqueduct
1300
1360
1339
25
25
88 00
0 306
1 96
10
CDL>8 28 84
09
8BOO
0 306
1 49
7 292
1340.74
Syphon Aqueduct
19
COL 19 34 10
7.0
3000
1400
1337
25
88 00
0 306
861
20
COL-20 36 66
6.261
0 53
1339.53
CD Work .canal in eaithen
14Q0
1440
1337
25
88.00
O 306
1 46
5 322
1338.86
CDWork.canal in earthen
Water Works Design &. Supervision Enterprise
36
In Association with Intercontinental Consultants and Technocrats Pvl Ltd.Arj ft-Dtdessa IrrlfaUon Project
Hydraulic Design of Canal Structure
May 2W
■
21
CDl_-2l 38 25
0.5
two
1440       1338        25
66 00
0 306
1.65
5 266
1336 51
Syphon Aqueducl
22
CDL-22 38 59
(J<S
o.$
1000
1440       1338       25
88.00
0.306
i 78
5 265
1330 43
Syphon AqutiduCL
23
COL ‘23 38 73
|1M
1341       1337       25
86 00
0.306
0.99
5265
1330.40
CDWoric .canal in earthen
24
CDL-24 39 46
254
2500
1400       1336       25
88 00
0.306
3 85
5 231
1330 25
CDWt^canai in, cardio-
75
CDL-25 40 2B
300
44000
2460       1334 5    100
100 oo
O.3D6
147.SH66S
5 151
1330 08
Aqucdud
25
CCL-?e do &g
1.23
1750
1440       1337       25
0800
0.306
2.78
5 161
1338
Syphon Aqueducl
27
CDu-27 41 84
1 40
2000
1440       1334 5    25
60 00
9-300
3.Q2
5013
1337,75
GDWark.carpai ir. earthen
28
CDL-ja &■
61
27000
1SOC      1335      50
90 00
0 306
40 8/46 0
4 021
1337
Aqueduiii
29
CDL 29 48 53
3 96
1000
1380       1334       25
08 90
Q.306
0 42
4 303
1338.24
CDWork.caAal in earthen
30
CtL -3Q50.CM
1 43
1000
1380       1332.5    25
00 w
0.306
2 30
4.303
1335.97
GDWork,canal in earthen
31
COL-31 52 52
21
7000
1380       1335       25
88 00
0 305
3 17
2 778
1335.26
Cai^al Syphon
32
COL. 32 W 13
7.05
3500
1400       1333 5    25
MW
O.30S
10 20
2 741
1334 87
Syphon Aq-jcdL-tl
33
C&L-33 54 46
70.0
17500
1990       1330       SO
90.00
0.306
GG 8/75.5
2.664
1:334 79
Aqueduct
34
CDl -34 55 04
2 45
2100
1460       5335       25
86 00
0 306
5 10
2.478
1 334.60
Canal Syphon
35
COL-35 58 76
2.65
2200
1460       1333 5    25
M.0Q
0 306
S.33
1 982
1334.15
Syphon AqueducL
36
COL-3® 56 48
97
5700
1920       1329       25
86.00
0 306
13 40
1.951
1338 78
CDWqrk.cjftai .n earthen
37
CDL-37 SO 00
2.3
2400
1440       1332       25
86 00
0 306
4 07
1.9G1
1333 05
GDWork.ca^ai m earthen
Waier Works Design & Supervision Enterprise
Ju AssocJatton wtut ]n[6rcflntiriuiit;il ConsuJUinLs anii T«taucrats Pvt. Ud.ArJo Dertess a Irrigation Project Eydrantic Design of Canal Structure
May 2007
ANNEXURE 3-6
List of Aqueduct Structures
A- For Right Bank Primary Canal
s.
Na
Details of
Structure
Distance of structure from origin
in km
Catchment
area in sq_
W
Maximum flood discharge In m’/sec
Discharge
of         canal m /sec
a
1
Across 
Wama River COR-
s
8.4
3542
100 year -584
500 year = 776
7028
2
CDR-19
32.1
40.25
SO Year = 55 30
100 year ■ 62 40
1128
____________
B “For Left Bank Primary Canal
1
CDL3
4.7
29 6
50 Year = 43 0 1OQ year = JU 5
8.931
2
CDL-25
40135
SOO
SO Year= 14t.fi 100 year - 166.5
5.161
3
CDL-28
4+jFl
1
61.0
50  Year  -  40  a 100 year = 46 0
4 B21
4
_____________ CDL-33
70 00
50 Year = 43.0 100 ^ear = 48.5
2 664
Water Works Design & Supervision Enterprise
lo fesHtatloi nib [Qte,carton ratal CoDsuJtarlS anfl Ttctioocrain EM Led.Arjo Dedessa trrif adno Project
Hydraulic Design of Canal Structure
MK)' ZOT7
ANNEXLfRE 3-7
Li*1 cl Syphon Aqueduct Structures A = Flight Bank Primary Canal
s No
Details of CD work
Distance from origjf| in km
Catchment Atm in sg km
Peak  fToc-d discharge in mJfsEc
Canal discharge m m’/sec
t
CDR- 2              2 90                   0 075 CDR 3             3.95               2 65
7.026
2
4.75
5.62
7.020
3
CDR- 4             6 00                    1 625                 5 11
7.020
4 CDR- S 7 60 5 84
5        CDR- 7         9.15                    12
6 CDR- 5 10.40 1.4
10 75
7.028
361                     7.028
3,26
6 658
7
a
CDR- 9              ii.50                96
11.21
6.90
6.658
CDR-10             13.38
4.825
9       CDR-li           17.20              3 275
5.61
6.658
6315
10     COR-12         19.55
3 75
9 65
5 981
11 CDR-13 22.45
12 CDR-15 26 OQ
57 6 10.67
74.00 9 04
4 78
4.043
13 CDR-18 29 70 13 07
14       Cl>li. 2-            33.45                  1.38
1390                   3 044
15 J    CDR-24         37 00
2.4
232 2.99
5.24 1.51
16 CDR-25 30.21 15 4
17| CDR-26 39 90 a.o
B = Left Bank Primary Canal
16.SO                1.45
10.76                 0.994
S.
No
Details of          Distance            Catchment     Peak flood      Canal CD work            from o rigin         Area fin sq.        discharge           discharge
in km
06J
km
11          CDR. i
in mJi,sec            In m^/sfic
1.95                   5 50                    8.960
5.6
*2
12.05 4.92
■
■
■
■
I I
I
2         COR’ 2              3 95
3         CDR- 4              5.28
4         CDR- 5             6.53
5         CDR- 6              7.99
8.931
0 863
1.15                   4 54
0.55                   1.05
0.746
6         CDR- 8              8.51                    1.85                   4.26
a 701
3 701
7 CDR- 9 9.23 045
8 CDR-10 12 36 9.65
9         CDR-13             20 6.5. —---- —1   43
1.64
16.56 n 1y
8 701
8.455
0 198
10       CDR-17             27.93
0 94
11 CDR-18
12 CDR-21
26.84
38 25
0.90 0.5
1.98 7 334
1.49 7 292
1.85 5 206
J_3_ CORZ2 38.59
5 14 COR-26 40.84
0 48 1.78 5 265
1.23 2.78 5 1-31
f 15 '      CDR-32             54 13                  7.05                    10.20                 2 741 16      CDR-35             56.78                  2 65                   5.33
— - ------------ -      1.982
—------------------------------ ----------- —___________ __________ __ Water Works Design & Supervision Enterprise
Id UstKlatlM wlLh tutercottLliitiiral Consultants and Tecltnocrau Pn l td
J9JtJd D-Meiis Jtrlgndoa PirojKt
Hydra wife Design or Canal Structure
May 2007
annexure 3-a
LJst of Cross Drainagfr Works, wilh «naJ in earthen JtCfiOfl
A=
I s. NO
Bank
Canal
Delaif of CEJ Distance el
. Work;               Slrocture from cngin m km
| Ctaechment area m sq
km
10.13
Feak              fJooJ
discharge i ms/wc
in
4 DigHJiargrti
of canal in mVset
' | 1    COR - 14         24.65
25 year = 6.51            4.249
JCDR-16            26 5                  22
25 year = 3,40            4 043
1
I 3      CDR ■ 17         27.65
27,13
4          CDR -20          33.0                  0.8                    25 year =1.45                 2 99  - 5         COR ■ 22         344                   7 53                  25 year =9 02             2.044
R = Left Bank Pomary Canal
50  yeyeaar r == 4305.1.5  /     3,863
CDL - 7             Ji 14
E85
25 year ■ 4 25             8.701
COL-11             15.35                3 75
25 year = 6 12
0.32
3         CDL-12             20.09
17
1" I
CDL-M              24 40
11 5
25 year = 3.37 5.275
25yur = 15.22 7.587
5        CJJ.-15             25,54
i a                     25 year = 3.53              7 587
3-4
CDL-15             25 88                1 45
25 year= 3.1a               7.587
l--r
CDL-19
34.10
CDL-20             36.66
7.0 25 year ■ 8.16 6.261
0.53                   25 yiear n 1 46              5 322
9
B— _-1 10
COL-23             38.73                05
ZS^ear- 0.99
5 265
000-24
—  n. ------ j-
39 48                2.54                  25 ,e<.r- 5.65
5 231
11
■
IP 1 13      (
14 C
15 C
CDL-27 - -:4
SOL-29 40 53
?DL-3G            50.01
1.4B 25 year- 3.02 5.1G1
3.98 25 year = 6.42 4.3Q3
1.43
SDL-38
■ ■        56 45                 87
:dl-3? 59.00 23
25 year = 2,38            4 303
25 year = 13.40 1.961
25 year = 4.07             1 961
Water Works Design & Supervision Enterprise
Jo Association m intweon linen tai Consiliums and TkIhjmuis Pm. Ltd.Arjo-Dedcssa IrngaLlijR Project
BydrauLLc Design of Canal Structure
May 2007
ANNEXURE 3-9
List of Canal Syphon Siruclores
A = Riy bl Ba nk P ri mary Can a I
s
Nd
Location             Distance from o ri gi n km
Catchment area    is    sq.
km
Peak      flood      discharge in mW
Canal
discharge in rr?/sec
1
CDR-1
2 CO km
250
25 Year = 10.0
7.02B
2
CDR-23
36.50 km
1.05
25 Year = 2 20
1.51
3
CDR-27
41 4
33
25 Year = 5.39
0.735
4
CDR-28
42.4
33
50 year =39.10 100 year = 44*10
3.624
& - Left bank Primary Can til
1
CDl-31 -------- —----- -
52.52
■
2.1
L,
25 year = 3B t?
2 770
2
COL-34
55.04
245
23 year ■= 5. KI
2.478
41
Water Works Design & supervision Enterprise — [a Assudultn with Ultron denial Consultam and ftciiBwrau Prt. UJA r jo-Dedessa Irrlg&EtOD Pr&jcci
Hydraulic EJesigrn. of Canal Structure
May 2007
ANNEXURF 3-10 A
List of Roa ci Bf irides
A = R'gM Bank Primary Canal
S-
NO
Details of Bridge
Distance from origin In km
Drscharge of  canal  in m3is.ec
Bed    width in m
Depth of waler mm
Width      Qi canal at FSL
___________
1 Road Br^ge No.1 fix
Access Road
5.50                r.ozs               6.26
1.35             10.30
2
Road     Bridge     for     Katksio Hol spring to Wama-Ad'ere
1500              6.576              6.00                 1 33             10.00
l~3          Road     Bridge     Nd.     3     For Access Road
4                 Road     Bridge     No,     4     tor access   road   combined   with head    Regulator    for    RS-27 and crass regulator
24.50              4 249
___________ 1__________ -
45
30 8
3.234              3.5
1 16
1M
5
Road     Bridge     No.     5     tor Access Road
35 re
1.649
2
e.M
7W
6.74
4.6S LI
B ■ Left Bank Primacy Canal
----------------—I----------
------------ --
1 Road Bridge No 1 tor
Access Road
11.00             8 455              7.5
[2 Road Bridge No. 2 lor
Access Road
; ii 58               8.275              7.5
3 Road Bridge No 3 for
Access Road
4              Road Bridge No 4 lor Acoass Roadl________ __
41.50
46.50
5013               5
4617               5
5 Road Bridge No 5 tor
Access Road
5300
2 778             3.5
Is
Read Bridge Nc.6 tor
Access Road
59 50
1.961             3.0
1.36                11 58
1 35              “iT»
i 21                 8.65
l 16                 8.50 to’                  Tso
0 89                 5.70
-------- 1
43
Water Works Design & Supervision Enterprise
m AntClatita wi th lniercuBlincnlaJ ConjultaDts and fact] noentt pi,i. LidArjo Dedessa Irrigation Project Hydraulic Design of Canal Structure
May ZMJ7 ANNEXIJRE 3.10 B
Lisi of Foal Bridges (Cattle Crossings} Provided A = Right BgnK Primary Canal
(i) Independent - foot Bndges (catlie crossings)
S. No      Detail
Distance           Canal
from origin         discharge
in km in mS/sec
Bed
width m
Depth of water in
m
Width of canal FSL
1            Foot Bridge no i
2.5                     7.028
S 25
2 Foot bridge No J
3 Fcol Bridge Nd. 4
12.00 6.658 6.00
19.00 5.951 6.00
1-35 10.30 1 33 10.00
t .26                979
B= Left Bank Primary Canal No independent foot Bridges are proposed for Left Bank Primary Canal
(ii) Foot Bridge combined with Other structures
A Right bank Primary Canal
1            Head     regulator     fo<     RS-17 cross   reguEator   A   foot   Bridge
No.5
21.7B8
D/S 4.969       5 DO               1.24               372
2             Head   regulator   lor   RS-22   and
25.063
Foot Bridge Nd 6
O/S 3.863       4.00                 1 13
7.40
3             Head regulator tor RS-31 and
Fool Br-dge No 7
4 Head Regulator for RS-38,
35.218               D/s 2.044        2.5
0.98                 5.44
T-rnn-o- ■
LBJ1,
cross       Regular       and       Foot
J  Bridge No. 8
«.085 Dr's 0.735 1.3
1
6.72
------- - . . ;
346
---- 1—
4j
Water Works Design & Supervision Enterprise
Id Association with lutejcoijiLiiental Consultants aod Technocrats Pvt. Lid.ArjuBcd t ssa !mg alfoti Project
Hydraulic Design of Canal Structure May zoo?
—
ANNEXURE 3.10 C
B = Left Bank Primary Canal
1            Head regulator far LS-6
srid Foot Bridge No. 1
2             Head regulator (or LS -9 Cross regulator and
Fool Bridge
3            Head regulator tor LS -11 and Foot Bridge Nd. 2
4             Head regulator for LS 45, cross regulator & Foot
Badge No. 3
5            Head regulator for LS -23.
cross regulator.
Fool Bridge No 4
6            Head regulator for LS -26, cross regulator,
Foot Bridge No. 5
7            Head Regulator tor LS 33. cross Regulator,
Fool bridge No 6
I5 084
D/s 8.746           7.5
1.39                 11.79
10 486        Oi's 8 455          7.5                    1.36                  11 60
15.906        D/s 8.275           7.5
l 35                 11 55
23,115        D^s 7 663         7.0                   1 34                 41 00
32.44           Djs 6.378         6.00
1.27                 9.80
35,673        D/s 5 322         5
V25
8 75
41.913        D/s 4 897         9
i 20                 &.60
a            Head Regulator lor LS            - 39, cross regulator and
Fool Bridge No 7
9            Head Regulator lw LS            - 44 cross- regulator and
Fool bridge No 8
51 649        D/S3 149          3.S                  1.07                6 70
57.64*11 O/S 1 982               3
0.89                 5 70
Water Works Design & Supervision Enterprise
Id Association wtcb IntcrecntluenulConsunAnta and Technocrats Pvt Ltd.Arjo-Dedessa Irrigation Project
Hydraulic DesigTi of Canal Structure
May ZOO? ANNEXURE 3-11 A
ARJOO- DEDESSA PROJECT
LIST OF ALL STRUCTURES
A- RIGHT SANK PRIMARY CANAL
S. ta fame ol structure DmdiXti Rrschargc ol Oise ha roe or rlQOd Discharge ol ReraritB
Primary canal
SecaiWary CdfMl
Slrjiam or Rft’er
ifiKM
irtfnS^tc
n rfii'Stt
in
1
Head RequMa* far
0 555
ufr=7 521
0 057
0
Secondary eaw-RS-1
to-? 454
2
Escape Slruclwe
1.90
7.358
Escap* Discharge
7 00
3
CD WO* CDR-’;
2 00
7 358
10
a
Fmi fringe rw-1
250
7 358
0
NSLCmJ
13*7
S CD Wort COR-2 290 7 358
B CD Wok CDR 3 3 95 7 398
4 7$
552
7          Road Bridge rn I                         550                   7.298                                                                  0                   NSL(m) 1347
8          CD Won CDR-4
9          CO Work CDR 5
W        CDW(*k CDR-E Aqueduct             River
11        CD Wfrt CDR-r
8.00 7 087
7.60                   7 030
a 40                   7 030
9.15                   7.030
5 11
10.75
UDO /ear= $84
500 /car = 776
3 51
12
Hmo RetfUalcr far
10 14
U-'S3 7 03C-
0 077
$*wndary CflftHl RS ft
dr&-8.953
0
and Foot Bndge rn>2
13
CD'War* CDR-6
1Q.4
8-053
125
14
CO Work OOR.9
115
6 925
Il 21
is
Foot Snd&e ro-3
1200
6 925
0
0
18
CD Wark CDR 10
13.38
5 803
NSLl^>
1345
89
17
Head RcgUainr fai
15 010
lp1=B 903
0 227
Se^onadiy -canal-RS-■ 1
iWi=8 iTfi
18
RuJJ O-’id^e for Kakew
154
8376
Spnnya « vrfago-
0
0
WAfflW -Mtere
Water Works Design & Supervision Enterprise
ftiCi in ■ rMak ljT |
11di
1 J»3ir
4S
la Ass0i:laUon with InlereontlncotaJ CanjuUants a ttd Technocrats Pvt LedArjo Dedessa Irrigatloo Project Hydraulic Design of Canal Structure
May 2007
1?
H*ad Regulator ier
16 393
li^»5.576
0.135
Secondary canai R$-!2
qUs^.447
He=d Regulator for
17 185
lA=6447
0132
Secondary canal- RS -13
d^6 3l5
21
CD Work CDR*1>
17 2
6315
0
5 61
22
Head Reyu^i w r«y
1? 75ft
uTs "4.315
0 12
Secondly canal- RS - 14
d'i-6.207
23
Head Rcgtralar for
18 8B4
Uft=8 zor
0237
Secondary canal- RS • 15
QMS=5.WI
24        Foci Brdge nc-4                         1500                    3 »                                                                     0                      N5L(rn> 1343
23        CD Wtxk COR. 12                     19.55
28 Head Reguaw for 21 327 tn'izftSftl
9.05
0.470
Secordary canal- RS • 15
523
27        Head Regulator for
21 78ft
iA*S 523
0.50
Seconders canal- RS 1 7
SH=4 969
and ckm Regb jtor
and Fool Brdge no-S
24        Head Regular if*
22 762
Lk1=4 A®
0 1D0
Secondary cana RS -10
d'i-4 re
29        CD Work COR-13                     224ft
M Head RegUakx lor 23 797 ■J&=4 71 0 2®
40.43
Secondary zjnai R$-1*>
d*=4 524
31        Head Resu-akx hx                   24 842            UlS=4 524                    0 280
Secondary            rs -20
d*fr =4.249
32
Roea Bridge no3
25 390
4 249
0
NSL|m|
33
CD Work GDR-U
2ft 528
4 249
134’ 5
6-6 ■
2*
Head Rcgj-aiw Io*
ufr=4.249
Secondary cark>i RS -21
26 347
d^-4.043
O21Q
33
CD Work CDR-J5
26 912
dJ5=4 043
9w
18
CD A'ok COR-15
27.4Q
d'5=4 &ia
34
57
Head RcgUalur I cm
27®
Secondary canal RS -22
cUi=3.9&3
0.187
Water Works Design & Supervision Enterprise
lu .Vuudatka -mib InrercoatJiientaJ too-mluuis and TtubiHicrars Pvt LtdAirjo DHltssa IrrlciHlofl Project Elydraulic Design of Canal Structure
iAtffiWl BMije ra-G
May 2007
M         CD'-V^b-CDR!?
JO
Hew
ta*
25 50
M6M
SfWtfary “arui DR 2J
d s*3 563
u s* 3 563 *s*3 77
50 yfiir ■ 35 $ 160           4-3
0 096
40        CD Wo* CDR’9                          29 7                   3 77                                                                  189
41
Hiftae Ri?Qy^li> tar
29 761
ipV37J
Secorxii^ W™1- H$ -24
d&=3 683
0.05
42
Hoad Ae-.juiatar tar
M255
j'S = 3 663
S«ondjr> cjtiI RS -25
*5=3 654
0.04
43
CD Wcm COR" j
M6M
3664
SC ,.w = 55 3
J 00 year * 62 4
44        Heid Retju Jkn l<>                   31 332             XS=3 664
Secondary tana RS 26
4S        Hud Regulator lb* SecDTdjrv          RS -27 drd Qt&W
aiM Roao            no4
*&=3 5Z
3i BJS               *1=3 S2 *1=3 234
013
03
46        CO Wert CDR20                       32 75                 3 234                                                                1 45
47        Hfrad Regi/ator ix                     32 960              iA-3 234
004S
iecoroary cans - RS 2B
*1=3 169
49        CDWCMk CDR. 2E                   33 13                 3 196                                                               2 32 J9         Hud Retjjijit* tar                        13 613             ws-3 19B
5«CMa*y Cdftii- RS -29
drt*2 99
0.207
50
CO Aorti COR-22
34 151
299
51
CD War. CDR-73
34 532
9 02
2 99
22
5?
Head RiKjJakjr tgi
34 m
wS-2 99
Secondary «nj«. RS JO
*l<2 33
090
53        Hud ResraMltx tai                     35216 SoPXOJn  (.ihji   RS  31
jno Fooi BtifrjerK 7
i*V? 33
***2(144
0296
54        CO WOifc CDR-24                   35 523                2 044 55        Ftaao RtflL4awr Id*                  33 922              *1*2 044
5 24
SKonMRi cjhjj RS 3?
t M2                    0 753
Water Works Design t Supervision Enterprise
In ^ssorLatLoti wfcch Inlereonllnental runsultants and Technocrats IM. ltd.Arjo-lJeiteRsa irrigation Project Hydraulic Design of Canal Structure
Hay 2001
w
H?3l3 RfihJdialer lb-
36 47S
Secondary carxH R5 -33
flrfi-i 649
<1 10
57
RWJ Bftiga nt>S
36 975
1849
0
NSL«N
sa
Head Regu'a^r far
3? 4 lift
uH-1649
Sui-£KxJdnr CS-^a RS -34
tfF=1 $1
n 145
59
CO Wort CDR-25
37 53
1.51
'6 9
60
CD Wort CDR 26
33 14
1 51
10 76
fil
Head Regulator fioi
33 537
ii/S—1 Si
Secondary car-a DR-35
dJ’5=l 41
0 104
62        CD WOrt CW-J7
63        Hnad Regulalrx Iw Secondary canj*- RS -35
64        Head Regjlalix lor Secondary cira-"- R5 -37
39 2B9
1 41
39 556             ufe<1.41 dii-1 199
0 22
40 207            ■ais-1 199                   0 214 dAM19M
65        CD Wort CDR-23                    4 1 207                 OW
50 year =39 I
I CO year- 4-* 1
66
Mead Regulator for
40 983
urt 30,964
0 272
SMOfidary can* - RS -3B
d/s3<) 735
ard &M* Rnqi*axir
ar*3 Pool Smidge nc-B
67        Hcac Rctjuialar lu* Sccc^dary tafti RE 39
66        Hr^a Regulator ’ex Secondary tang! RS-40 and Ena Slfu JuK-
43 109            tWi*0.735 dfc*0uS24
•14 1ft
•j^-0624
^=0 563
0 115
UO€3
Water Works Design & Supervision Enterprise
Tn AssflCiaUon wttb iDiercflMliDBBtaJ L'tosu Hants and Tccbngcratii Pvt LtdArjo Dtdfssa Irrit a dsn Pro J Cot Hydraulic Design of Canal Structure
May 2007 ANNEXURE 3-11 B
ARJQQ- DEDESSA PROJECT
LI5T OF ALL STRUCTURES
B- LEFTBAWKPRSMARYCAKAL
SNO              W ol ifcVGkX*               ChSlanca 'id-ti cr*gir>
« KM
Discharge c' Phrnary iaftBi
mfrssd
Oschaffle o*
Sectary r-anal
m m.I.'s tc
Flcod D^cTiafg* pl Strum
•n M3; sec
1          Head Rtgi4aLpr fai Secondary canal LS-1
2          COWOffcCIX-1
3          Head Requlaliy lor Secondi^ tarsi' LS -2
0 157                ufc-tOiS drt-B 95fl
0.60                   996S
3                      Uft*B9flfl drt*B.931
O.CMfl                               0
0.039
ss
0
4         Escape SlfuGItXii                       123                   6 031                           0
DrMM>oa Sd3
5          CO Wort. CDL-2                        3 45                  6131                            0                                 1205
6          Head Rngjiaia to Secondary carj- L B -3
3 741              urt^B.931 0MBB6
0.047
0
7
CD Wort CDt-3
4 30
6BB6
0
50 year =43 0
100 ynar = 46 5
9
1
Head Regulalipr Ten
4 t39
d.-S = U H-Bi:
0029
0
Secondary can*' L$ -4
diS-Be^iJ
9          CD WortCDL I
10        Hud   Re^iaic/   fen Secondary canal- LS -5
11        Hears Reggio* ib« Seconds'? can*:- LS -fl and Foot Bnngn no-1
sa                    6563
5411              WS-0B63 cus^a Bia
O
0.042
4 SO
0
5 MM             U»’S-5 616                  0 075                                0 d'5-B 7*6
CO Wort CDl *j                                 653                   8 745                           0                                 4 54
13        Hud Hetyjialw for
Sac □' hl ary canal- LS ■?
6 553              u/s-0 746                       0047
dil-B 701
o
14
CO Wort COl -6
?W
6 701
0
1 0$
>5
CD Wcirt C&L-7
614
6 071
0
4 46
IB
CDWnrt CDL-8
651
8071
0
4 26
—------------ —--- ------------- -------- -------------------- —----------------
WaLer Works Design & Supervision Enterprise
Its AssorlaUon until lalereonUMnLii Consultants and TecUnucrats Pyi. LM
49flrJo-Dedtssa [rrJgaitnn Project Hydraulic Design of Canal Structure
May 3007
17       CD Work CDL
Head ReguiJlnf tar SeCHJiXtory tjftjl- LS -fl
0.23                 6.071                          0                                1 54
9B9              uis=fl D71
OOM
19
Head -RegUatar Ox
10 48-j
u i»ft 61
r
0.162
S*condarji c.ifkt'- tS -9.
4 55
C*QU rtJiiuialfrr
20
Road Hncqc raj 1
HOT
8455
0
0
NSl|m)
1346
21
CDWtuk COL-lO
*226
B455
0
10 56
32
Head ft&rjLtalc- for
uw
^i’8 455
0141
Sacwrfiary canal L5-10
dfr*«32
23
CD Wo* COL-1 1
1:5.34
8,32
□
6 12
24
Head ReqUato' taf
*5 906
^*3 32
0 D47
Swc^darv   cw*   IS   -ii
cW»=8 275
and Feed Birfkpe^-2
25
Road dndga no 2
IBS
6 275
0
0
NSL(mi
1385
26
CD Work COL->7
20 W
6.275
0
2 37
37
Head ^rguiaux fW
20.16
u»*8.275
o.oei
StaiHtfvy caruJL LS -12
d'fc=B 196
2ft
CD Wo* COL J
20L«5
6 195
0
6.19
30
1
He-ad ReqUata l^i
20 7IB
U/5-E0 190
DOfll
S&CCiMarv canaL LS-13
0^-612
31
Head Rfrju'jjlcc lor
21 693
1*1*6.12
0061
$*condaiy tjfrai OL-14
&fi2
22
Head Rhuu itai tar
22 1 IS
urt=8Q62
0417
Secondary cmI-LS 15
dft=7 66 3
■afta- Cros* Heguhkr
ind foe* &Mge flO-3
23
Head Regjbiw lex
2317
U&-7.AS3
SeCiytaary Ganjf- LS ■ lb
OM
d1=7 5tt?
34
CDWwk CDL-ta
24 14
7 582
fut
1522
25
CO Woo. CDL-1S
35.54
7 587
0
3 56
36
CDWwkCDL-16
25 96
7 587
0
3.18
Water Works Design & Supervision Enterprise
In Association with ItiterconUnettlai Consultants and Technocrats pvt. Ltd4
4
4
Arjo Dedess* krlsatloH Project
Hydraulic Design of Canal .Structure
May zoo?
17        Head nfJuiait>
Sw&nti-Ky             15-17
26 66             urt<7.587 d't^7 413
OlSi
4
4
4
4
19
Head Regulator ’&■
27 5S3
1^7413
0.W3
SectxKiary cana>- is -1 &
dfc-7 334
39
Head  Re^Jaui  tar
29 869
<i/i*7 534
D i l44
Secondary canal> LS 19
totf.2W
40
CD Wert C0L-1T
29.0W
7 252
0
1 49
41
Head Rfigisialm Tck
29 526
u*=7 392
0027
Secondly canal- LS -20
rfs-7 267
42
*to<ad Rfgutaitf r&‘
30 333
t*,s-7267
*'1=7.219
0.05
SanncMy canj- IS -21
31054             1X5=7 2*9 0^=7 056
32 44              u*i=7 oia ti*V6 378
4
4
■
N
43        Head Regulator ler Saconaatfy tafti- LS -22
44         rleae Regutaltx kx Secondly carjf L$ -23 and Cifth regulator
and Foot            no-4
45        H«ff HA^jUiliK1 lUr Secondary canal- LJ -24
0 ’69
0 711
31 fit
uft'6 378
til's =& 262
0 121
46         CO Wort CDL-!$                        34 1                  6 262                          0
8.61
J?         Head Rn-flMWW hr
SccDidary lanal- L5 -25           35 266
uMl262
ti/4=6 ifi4
40        He*a
tor
0.103
0061
SeccndAry-^anai-LS 26
arid Cross Regular
35673             u.s=6 154 d^ri.32?
4
ard Fftjl 0r<j{je .uj-5
49
CD Wert CDL 2Q
36 66
5 3ZZ
0
1.46
a
50
Head Rngu^x> hr
ufe>6322
Secandary canji- lS -27
36 719
tirt *5 256
0.038
a
51
CD Wo k CtIL 71
37 90
5 286
0
1 ftS
52
Heid Ri<guaw for
36.076
a
Secarcary cinj! LS >24
uS-S286
iFs.=S265
0.022
S3
CD Wort COL-22
38 aS
5 265
0
a
i ?a
54
CD Work CDL-21
38 73
5 265
0
0 7$
a
a
a
5$
Hf£j_i ReQukHQT tor
30 912
u’s=S 365
Water Works Design & Supervision Enterprise
In Association ullt Intercontinealal CcnsuLtants and Technocrats Pvt. Ltd.
' rlArjn DedRSRSL IrrtfaUD-ii i’rojlesl
Hydraulic Design of Canal Structure
May 2007
Sflcrywary-anal- L$ -29
di^-5.231
0.036
55
CD W&-H CDL-24
3943
5.231
0
3 65
57
Head Regulalcr for
39 T37
uiU=$23i
0 073
Second ar/ canal- LS -33
dA®5.l6l
SB
CDWqit CCt !5
40 033
5.161
0
50ycar= 147 5
100 year =166 5
59
Head Reg ah tor kx
40 137
ufeaS 151
Q.Q33
Secondary canal- LS 31
dt-5 125
62        CDWOA COL-26                       46 59                  5i25                              0                             2 76
61         Head Rtfrj-aia: kx                      40315               uft>5 125
Sewdary canal- LS -32
6? Rn-.iri Endyo no J 41 5
dfc>5013 5.013
0116
0
D MSLjm]
1337
63
CD Worn CDL-2?
41 34
5013
0
3.02
64
Secord^ y canal- LS -33
41 913
u^=5.013
0-12
and Crass Regualcr
dfii=4 69?
ar-d Foci Brtdge rw-fi
65
Head
41 312
iht=4.&5)7
ooe
Secondary canal LS-34
taH 02 1
66
CD Won, CDL-23
44.61
4 621
0
50 year =4D R
IGO year = 46 Q
6T
Head RetjjialD- fcx
45.0M
■disc* 52$
0 633
Secondary canal- lS 3$
d*t*4 79?
56
Heac RegJaKx icx
46 236
iJeM.Tft?
0 10
Secon&Biy caw- LS M
M *1.017
6&
Ruad H-iccd nn 4
46 3
4.617
0
0
TO
ritaa Reno jior fai
47 563
NSLlml
133?
Mita 4 617
0 207
SrKQrHtaiy CTnfld- LS -37
fj-'i 4 419
=
n
Head Regulator icr
•1B21M
u*5=fl 419
0.12
Settxd*'? cafm^ LS 3B
«J*S<4 303
72
CD Work CDC-29
43 63
4 303
0
5 4.2
73
CO Week CDL-3U
50 01
« 303
0
2 36
Head Reg.iioaui '-jr LS
74
3i
51 M
□>s-4 303
1 205
and Cross RpgMmiCrf
dta =3 149
____________ __________ _____________ __________________ _______________ 52 Water Works Design & Supervision Enterprise
In As$fldSitlon with Intercontinental Consultants and lechnccrata Pvl Lttf,Arjc Dcdcssa irrlfatlon Project
Hydraulic Design of Canal Structure
and FtXH 0i dge ro-7
May ewit
15
CDWgrt CCH -31
52.52
3 145
0
3.17
76
Mqad RoQuialiw 1a*
5i.i24
1^=3.149
0 333
SecDftfcry cartai- LS -40
(1*5=2 >?8
77
Road Bridge no $
55 00
2 778
0
0
NSLfm)
1336
78
CO WortCDL-U
54 L3-
2 77*
3
102
?*t
Hsad RwjL/aS-r kjr
5-1 463
lW=?77*
0037
Secondary canal- LS -41
dr$=2 741
Bl
CP Wort CDL 3 J
54 550
2 741
0
50 year = 56 8
100 year = 7 5 5
K         Head RegdaKX fci Semtey can*l-15 -4Z
83        CD Wort CDL 34
5*8W irt-2.741
**1*2 684
55.04
2664
0.081
0
54
82         Hand ReguiW rot                      55 382             m.s=2 664                   3 194
Scconda'y «n^l- LS -4 3
dil =? 4 78
85
CO Wert CDL 35
SB 78
2 479
0
5 33
M
Head RcguLitor My
57 5*4
LM4*2 4ZB
0 519
Secondary cana -LS -*4
cWnl.982
+ 4 Cnns R eg u la lot
r
and Foefl BMfre no 9
86
CO Wort COt-36
58.48
1952
13 4
8S
COWd^COL-W
59
1 982
4 07
85
RWU Sndje ro 8
59 5
1062
0
N5L|m|
BO
H*ad Regulator Id*
BO 18
1334
•JJfl* 1 382
Secondary cm LS -4 5
drs=0 015
1.067
a.-Ml EM Sntudlunv
Water Works Design & Supervision Enterprise
to Association wlLh Jntcrcooiiotntal CoosuUantE and Teclinocrats Pvt Ltd.X4*jo Dedrssa Irrigaltufl Pro-J wr
Hydraulic Destin of Canal Structure
4, STRUCTURES UNDER DISTRIBUTION
4.1 General
May W
For feasibility ftludy t*o secondary canal systems are selected tor detail planning and design
The seceded secondary canali are RS T6 and RS-17 of Righl Bank primary canar, taking elf
b
from primary canaJ al km 21 327 and km 21.785 respeclively
in detail planning, and design, the planning a-nd design has  be&n done for tertiary  canals  lahng off from secondary  canal and quaternary  canals  laking from tertiary  canals, and drainage for command. The deLails  erf tho area proposed m each secondary  canal, its  discharge at head, number of lertiary canafs taking off are given In Table 4.4
Table 4.1 Length. Command Area, Discharge and Number erf Tertiary oanaLs proposed
for secondary canals of sample area
s.
No
Secondary Area proposed      Discharge
Length*            No of tertiary 
Total
canat
in Ha
Jn m’/eec             in km            canal left /Right
1          RS-16               339.9                       0.48                2 1
2          RS-17               41475
0.58                  3 00             11/11
15
22
The  ternary  canals  are  planned  io  take  off  approximate  at  every  300  rn  distance  of  secondary canal
The maximum discharge Tor tedrary  canal 0.042 m^sec  is  for RT-17-15 of the secondary  canal RS -17 Tho minimum discharge is  of the ordtar 0.007nr.rsec  for tertiary  canal RS-17-1 of secondary canal RT -17.
The   maximum   ienglh   of   tertiary   canal   is   1.321   km   for   RT-17-1   Sol   secondary   canal   RS-17 whereas   the   minimum   lenglh   is   only   179m   (0.179km)   for   ternary   canal   RT-17-1   of   secondary canal RS-17.
4.2 Canal structures
For the secondary  canal, terl.ary  canal the topography  is  such that the ground stope is  sleeper (han designed canal bed slope Therefore there snail be number of drop (fall) structures  along 1hese canals Besides ihe falls. fallowing canal structures are planned in dfilribuiwn system
1. There are no streams, which are crossing ihf?M canals (here fare lh re shall be no CD
8
work struciure designed for sampte area.
-------------—------------------ —— ______________________________________ _______ 54 Water Works Design & Supervision Enterprise
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Hydraulic Design of Canal Structure
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2,   The control structures for every Ternary canal taking off Tram secondary canal shall be
provided
3.   Fqf control ol water level in secondary canal, at tail of secondary canal a duckbill weir is proposed*.
4     For How measurement flow measurement, structure for every secondary canal al head shall tu provided (Parshall flume)
5    There are no access or existing roads are crossing the canal distributtfHl system
However for movement of food grains cattle ot human beings, a road Bridges or
fool bridges shall be combined with fall structures. No separate bridge structures are
proposed in I he sample area
G. The quaternary canals are proposed to lake off from tertiary canal generarly at 50m
interval's For every quaternary canal, turnout structure is proposed
For  feasibility  report  following  structures  are  proposed  and  type  design  and  drawing  of  each type of swuclure are prepared and attached an design and drawing vo4ume
1, Control structure
1           1 Adjuslable proportional motfute (A P M) for tertiary canal RT-16-9 lakmg off from RS- 16 secondary canal at 1 20km.
Tolal structures required m sample area are 37 numbers
1.2        Division Ba* nr turn oul slruclure f<K quaternary canal taking oil from tertiary canal RT-16-9 of secondary canal RS" 16
Tolal numbep required in sample area are as per table 4i 2
Table 4.1 Number of Tertiary Canal, their length and number a! div>sicn bo* requrred
s.
No
Secondary
Canal
Total no of tertiary ______ canal
Total iunglb of
Tertiary canal in km
Left     Right      Total       Left        Right       Total
1
RS-16 ---- -_ -, — 
I.6,,*------  7
2
RS-17
11        11           22        7.123     7.74?       15.070
_is_      7.729     3 341       11 570
Total                          19       IB           37
Total no of division box required
—■  ----- . * 2. 25
_________ __ 28i
26.64         506
Tharulore total 506 d- vision bo* structures are required in sample area
1.3Duck bill weir ■ M the la* of every secondary canal. J  <A Ml weir is propoMd to
U
control the water level For sample area there shall be two structure of duckbill weir For whole project, rhe number cd seconds ly canals proposed are
55
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For R6PC
- 40
For L B.M.C
±45
Total
05
Tharelcre lotal number of duckthll weir in pnUSCl Shall be B5
1.4     Few measurement of flow in canal ft IS proposed to provide Par shall flume el the head at every secondary canal
So tar sample area number of structures Shall be         =             2
Fc< project area number of structures shall be
-           85
4.3 Drop or full structures
For secondary canals in sample area, drop structure 33 per L-Section prepared far RS-16 and RS-17 are IS and 17 respectively Total 32 numbers of falls shall be there in secondary canal of sample area
4.4      Fall on tertiary canals
Discharge of tertiary canal is very small From tertiary canal quaternary canals are proposed to off take generally  al avery  50m interval For efficient, supply  of water for irrigation the FSL in tertiary canal is required to be kept above ground level, so those quaternary canals are capable to Supply water io held at ground level The drop in ground level in 50 m or even 100m interval is very less say 0 2 Io 0 3 m Theielore fall drops m tertiary canal shall also be small As such a rapid 1ail or cascade type fall is designed and drawing prepared *or Gumera irrigation project, which shall he used lor Arjo Proiect.
In the sample area 37 tertiary canals are planned and provided Out ol 37 tertiary canals. ’L‘- Section, the lenqin and number of falls structures required are given m table 4.3 below
Table 4 3
S. No      Tertial canal
Length of tertiary            Number of falls
canal in km
proposed
1             RT-17 16
1 3D
16
2           RT .17-8
0.55
a
3           RT-1G-3
0 B5
7
4           RT 16-1
065
Total
7
3.35
38
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KydraiiUc Design of Canal Stmcture_ ______
For 3.35 km Ihfttc are 3B No of falls for sample area length of tertiary canal as per table no 1 11.57 and 15 .07 km for Rs-16 and RS-17, So total number of falls on tertiary canals in sample
area shall be for RS -16 » —             -*38 ■ 131
J '^T
RS 17=yp rJi = 171
Total 102
LI is proposed in tertiary canal wfMK fall is provided Division Boxes shall not tte provided Therefore net division box reauirCd shill be
RS-16 - 225 -131 = 94
RS-17 -281 -171 = 110
So nt1 204 Division Box shall be provided
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List of reference books, and codes
1      Design- or smalt dams fry USER
2     Standard Bcoks
3      Indian Standard Codas
i)     Is code N'o 12331 - 19B8 *■ General requirements far canal outlet
May 2007
■)     Is • code No 5186-1994 ■ Design of chute and side channel spillways - criteria
Hi)     ts cone No. 11527-19B5 - criteria for structural des ign o< Energy Dissipators
iv)      Is cede No  4997 -I960   * Criteria for design of hydraulic jump with stilling basin
with horizontal and sloping appron
w)       Is code No 7114 - T 995 ■ criteria for Hydraulic design of cross regulators far    canals
vi)       is code No 6531 -1994  - canal Head regulators criteria for design
vii)        i$  code  No.  6936  -  1992  -  Guide  for  location  selection  and  hydraulic  design  of canal escapes.
uiii)  Is  code  No  7784  part-l  -  1993  -  Design  of  cross  drainage  works  code  of  practice (General features >
ra)  Is  code  no  7784  pari  2  sect  -  1995  -  Design  of  cross  drainage  works-  code  of practise aqueducts
x)        Is  code  no.  7784  Part.  2  sect.  2  -  2000  -  code  of  practiM  for  design  of  cross drainage work super passage
xi)        Is  code  No.  7784  Part.  2.  sect.  3.  1996  -  code  of  practise  for  design  ot  cross drainage works canal syphon.
xii)      Is code No. 7784 Part 2 - sec 4 - t99'9 - Design of cross drainage works code of practice
xiii)      is code No 7? 84 part 2 sec 5 - 200 code of precise for design of cross drainage works syphon aqueduds
xv) Indian Road congress code - 70 - 2000
xiv)     Is code Mo 1233.-1998 - General requirement far canal outlets
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HYDRAULIC DESIGN OF CANAL
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Hydraulic Design of Canal Structure
TABLE OF CONTENT
May 2TO7
1.           CONTROL STRUCTURES             ........... ........................ ■■.................-........... .............. . 1
1 1 OtSAJN Of EMULATOR FOft RS-16
1 2      DESIGN Of HE AD REGULATOR FOR SECOND ARY CANAL RS-17 1 3 DESIGN OF ESCAPE A EGULATOR ON RIGHT - PRIMARY CANAL
'I
2,           CROSS DRAINAGE WORKS ............... .......................... ............................ -.....................<7
2 1 DESK*# C* AOlMuCT On Rich r Prlwlaay Canal
2 2 DESIGN OF SYPHON AQUE DUCT FOR JE JE BA R(VE R CROSSING W 'TH RIGHT PR IMARY
CANAL AT 22.0 KM
.............. ............ ...
2.3       De &gn of Canaj. Syphon Fog Right bank Canal At Km 2.QG
2 4 Design qf Aqueduct (W** mormal Canal Section) at Ku 25 S4 of LBF r Primary Canal
4 -1
. (j fi*>
3.
ROAD BRIDGES/FOOT BRIGE............................. ........................... .
3.1
De sign of Road Broge at Km -15 C* Right Primary Canal
3.2
Design of Road Bridge a r 4 i 50 Km df left Pq-amry Canjll
3 3 Design of foot bridge for Ohie crossing at km i g.co of
4.
STRUCTURES UNDER DISTRIBUTION SYSTEM .......................
4.1
DESK)* c* APM - Out let fo« Tertiary Canal Rt- 16-9 Of Dr - ng of R.-ght primary Canal
42
OfSKJN OF CkKX BlLi WM f OR &ECCNOAR CANAL RS-17 OF RlGHT PRiMaRy CANAL
*3
DETAkS FDR Turn Out STRucTjR£(Ch'/iSicw Sex) For Qvaiernary Canal (Field Channel f
44
DCSICW OF VERTICAL FALL 1 .5*4 AND ROAD Bft^ME AT KM 1 05 OF SECONDARY CANAL R S- TS
4 5 1 0M WELL TYPE FALL ON TERTIARY CANAL RT-15-3
4.6 DESIGN OF PARSHALL FLUME FOR SECONDARY CANAL RS- + 7
LIST OF TABLE
9? JD2 
... ]<K
..... . 114
ii4 11 £
12$ :; -
r 37
m
Table 3 1 Total Pressure along length of floor Table 3.2 balance Pressure al oaks length cf Floor
LIST OF ANNEXURE
A^ExuRE ■ I
AnnEkuRE- 2
ANNLXUrtL- 3
ANNEXURE ■ 4
ANnEx-jRE ■ 5
ANNL.xuKt ■ 5
ANNEXURE■7
ANNEauRL- 0 AhWEXUflf ■ & ANNEXURE -10
45 Al 122
123
124 I4fi 149 do
dl
152
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Hydraulic Design of Canal Structure
1. CONTROL STRUCTURES
1.1 Design of Regulator for RS-16
Taking Off At Km 21.327 of Right Primary Canal
May 3W7
Ar^O'Dedessa irrigation Project r-S planned to provide rmgalion facility 80 13665 ha land. The project consists of constructing an earthen and rock fiK dam across Dddessa River al latitude aO-31’12” N and longitude 36-40-04” E
The maximum light of dam is proposed to be 40.6m from river bed clevatron The surplusing arrangement i e spill way is proposed in saddle No. 1 on rxjhl flank. For purpose of irrigation two canal systems are proposed to takeoff the left bank primary canal, is proposed 8o takeoff from abutment of dam. at a distance of about 10m from the end of dam. Another canal right bank primary canal is proposed to takeoff from saddle No. 2 on right bank Both the primary canats are canals. The FSL of both the canals at off take po-nl is proposed to be kept at EL 1348.00.
Th# lengths erf left and right bank canal and number or secondary canals taking ofl from I hem are given below: -
Primary canals Right bank canal Left bank canal
Length in km
42.00
fiO.10
No. of secondary canal
40
45
From the right bank  primary  canal, a secondary  canal RS-1B lakeoff from km 21 32? for providing regaled release of waler in secondary canal RS-16. a head regulator is proposed Io be pmv»d8d. Since at km 21 750 km a cross regulator, along with head regulator for RS-17 iS proposed, cross regulator is not proposed at km 21.327
The details of canals are as below A Right Bank Primary ■ Canal
1)  Fui1 Supply discharge =
U/S . 5.9SI
D/S 5.523
2)  Bed w.dth
s
U.S
-—
6
D5
5.5
3)  FuJI supply depth
=
irjs
O'S       1 25
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Hydraulic Des Ign of Canal Structure
May £007
4)  Velocity
5> Canal bed slope
{/AS (1604
------ =--------- m sec P'S 0.596
— . 0 .0002 D/J
f ? i- r
6)
Side slopes
D/S
7>
Full supply elevation
ms
DS
1343.23                     ...
—-------- ----------- as per calculation
1343.23
6)
Canal beef elevabon
13*1.97              . . ,_rt ---------- as per calculation
1341.98
9)
Ground efevaliOn
= 1343.50
B Details of RS-16 secondary canal
1) Fu^J supply discharge  = 0 48 m’/seo
2)  Bed width
3)  Full supply depth
4)  Vetocity
5)  Bed slope
6)  Side slope
7} Full supply elevation 8] Canal bed elevation
= 1 OOm
= 0.62 m
= 0 398 m/sec
= 0.0003
= 1.5:1 (H V)
= 1343 .08 as per calculation
- 1342.46 as pet calculation
Fixation of FSL of primary and secondary canal
A) Primary carnal
The FSL of right bank primary canal a1 off tgke pewnt from dam is proposed to he kept al 1348.00 m
From head to 21.327 km the slope proposed is 0 0002
Therefore FSL al regulator i e al 21.327 km
= FSL at oil take - 0 00020 x 20350
= 1346.00 - 4.07= 1343 93
Ffom 0 km at canal Io 21.327 km anticipated head loss in structures is considered as 0.7D m
Therefore FSL el regulator point i e 21.327km
= 1343.93- 0.70= 1343 23
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Since cross regvlalix is not proposed on primary canar the upstream apd downstream FSL of primary canal shaft remain same
Ute Bed etevalion = FSL - u's deplh of water
= 1343.23 - 126 = 1341 97
0's Bed elevation = FSL - Dte depth of water
= 1343 28 -1-25 = 1341.9a
It is proposed to provide 0 15 m elevation deference between FSL of primary and secondary canal.
FSL of secondary canal
= FSL of primary canal - 0 15
= 1343 23-0.15 = 1343.08
Canai bed eleval+cn of seconcary canal
= FSL - Full supply depth
= 1343 OS - 0.62 = 1342.46m
Design for waterway of Regulator for secondary canal
The details of secondary canal are as below
1) Bed width = 1.0 m
2> Full supply depth = 0.62
3)  Area = 1 21 mJ
4)   Wetted penmeler = 3.25 m
5)  Hydraulic mean depth = 0 37
6)  Stope of canal = 0 0003
7)  Vetocity = 0.393 m»‘sec
II  is  pfQf>^J  Lo  keep  crest  elevation  of  regulator  0.15  m.  above  bed  elevafaw  of  secondary canal.
■. Cresl efevai«on = canal bed elevation * 0.15
- 1342.46 i-0 15 = 1342.61
The wait-may 1nr regulator 13 determined from Lne tormulae
Q = C^Be H/2
Where. Q - discharge of secondary canal
Cs   modified coefficient of discharge few Submerged weir
a
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Hydraulic Design of Canal Structure
Be - Effective waterway
He = U'5 depth of water above tr&$1 elevation
Cs = shall depend on degree er submergence which is g*v«n by 3 ~
where, Hd  = Difference between u/s and FSL of canal - 0 1$ m He = U/S FSL - cresl elevation
= T343 23- 1342.61 = 0.62 Degree of submergence = j—= 0.242
May 2007
■
J
From   the   graph   between   degree   o1   submergence   and   ratio   of   modified   coefficients   of discharge, coefficient (C^c|, for value of degree of submergence of 0.242 i$ 0 90
— = 0.90 C = value of c = 1.62
C
Cs = 0.92 c » 0.90 x 1 02 = 1.64
In the formulae
Q = Cs Be He”
Substituting values  = 0 40 m i'sec
Cs = 1.64 and He = 0 62
0 46 = 1.64 x Be (0.62)”
= 1.64 x 49 x Be
= 0.30 Be
Be =         = 0 eOffli
0.80
Height between FSL of secondary canal a Ad crest elevation
1343.03- 1342.Bl = 0 47
Provide linear waterway of canal ■ 0.30 m
Provide venreal lift gale of size 0.90 k 0.60 m
The wdth of crest Shall be Kept « 1 M m with upstream slope as 1 1 downstream slope as 2 1
• Leva! and length of downstream impervious floor for secondary canal
Q = 0.40              and Length L = 0 0 m
Discharge intensity = —              =a ij 6 mJ - sec
L 08
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Hydraulic Design of Canal Structure Head loss HL ■ U/s FSL - Ci’S FSL
= Q 15
FfOfln blench curve For above EG is 0.52 Fkxx elevation = D.'s FSL - Ef?
- 1343.00-0.52 = 1342 56 S-nca ca**al bed elevation is 1342 46 cm Provide floor efcvtfiOn al 1342.40 m
Ef. = EG + HL
O 52 * 015-0.67
From graph for EG * 0.67
Oi = 0.25 and D • = 0.66 Langlh of Cistern ■ 5 K (Dj - DJ
May 2007
= 5 x (0.66 - 0.25) e 5 x 0.41
= 2.05 m
Provide 3 m length of cistern
Oepth of u/5 and D/s cm off i$ proposed 1c be kept as 1.5m below u.$ bed elevalion and bee equation ol secondary canal
Elevation of u/s cut o1f 1w primary canal
= 1341.97 - I.Ja 134047 m &ay 1340 50 m
D/s cut ott elevation tor secondary canal
1342 46- 1 6 = 1340 96 Say 134100m
• Floor lenglh and Jloar thickness
u. s ftoor - ufe impervious floor o1 cement concrete shall be provided in primary canal for enlire
r
©ed width of 6.00 m and for 3 m length on either side of centerline of Regulator
Cutoff on all the three sde of impervious  floor shell be provided Since u/s  How 15 not subjected 10 anV uphfl pressure provMe floor thinness of O.45 m coasting cl iop 0 15 m thir K CC M-20 laid Ov&r 0 30 m inick cc M-15
For nego1i3lmg difference between upstream canal bed and crest elevation provide slope of 1 1
(H:V)
Length for slope
Crest elevation - ute bed eievaiion) - <1142.61-1141.97) >0 64 ’0.64
Provide 070 length
— — -________________ ___ ._____ ___________ — 
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Hydraulic Design of Canal Structure
Slay soot
For  negotialmg  difference  between  downstream  bed  elevation  and  crest  elevation,  H  is proposed io provide 2:i slope
So length for Slupe = 2 (cre&1 elevation - Bed elevation oi secondary canal!
= 2(1342 61 - 1342 46)
= 2 xO 15’ 0.30m
■ Thickness cf downstream floor.
Downslream floor ts subjected to maximum uplitt pressure when the primary canal is al FSt and secondary canal is d-'y
There shall be two heads acting on cistern floor
1.          Static head
2 Seepage head
1.  Static head - It is a constant haad acting on entire floor
Assuming the sub soil water shall bu a1 downslream bed elevaiion.
And assuming thickness cl floor 0 45m
slain: head on cislem llow shall be
= D/s canal bed elevation - Bottom elevation of floor
Bottom elevation of floor ■ cistem floor elevation - 0 45
■ 1342.40 - 0.45 = 1341.95
= 1342.46 -1341.95 = 0.51 m =0.51 vsq.m
2.   Pressure due Io seepage head
Pressure due to seepage head.
Pressure due to seepage shall be variable with mirumum pressure at lhe end of cislam floor
and increasing on lba upstream end <jl floor with maximum pressure being at Hie upstream end just bek)w lhe gate of regulator.
Seepage head = m's FSL - Downstream bed elevation ol canal
= 1343.32 - 142.55 = 0 77m = 0.77 i/m7
To  find  out  pressure  on  different  pomls  of  floor  first  total  path  length  shall  pe  worked  Out (Sketch for path length is enclosed)
Total path length = 1.5+1 5+6.6*1+0 3*3*1 5*1 5
= 18.90m
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The seepage pressure at any point js found out by the equation
May 2007
Seepage head = (1-
F-jr/r fertgjTi upto rte point Ferla! .Tcrpag*- paffe torg/A
Tc’ei seepage oaih length uplo end of floor i.e. before cut off wall
- 10
Uplift pressure due to seepage head
■ 0 77(1-15.9716.9) = 077 (1-0.84)
15.9 m
= 0.77 x 0,16 ■ 0.12m = 0 12 l/n?
Total uplifl - sialic pressure * seepage pressure
= 0.5f * 0 12 = 0.63t/m2
Thickness required »
0.63
2.25
= 0.28m
Thickness consKJeretf 0.45<n is sufficient at the end of floor
Thickness of floor just below the gala
. Length = T 5 * 1 5 + B.6 + 0.5 = 12 1m
Seepage pressure = 0.77 il-—-1 )
18 0
- 0 77(141.64)
= 0.77 x 0 36
= 0.27m y 0.27 W
Total uphh pressure = slate pressure + seepage pressure
= 0.51 * 0.27 =0.73
,     078
Thickness required = ------ = 0 34m
Actuary thickress provipsd is Q.4J
So proud© 0 45m thickness of cistern flour fur entire length
* Upstream and downstream protection
Previous protection of CC block or stone pdching Over gravel shall be provided beyond impervious cc floor io upstream floor on both ends, tt is proposed to provide 0.45 thick pervious protection consrtlmg of 0 30 cc block or stone pitching ipxJ over 6 15 thick gravel The length of upstream protection snail be
dvpfh rtf u I1 j cwr off I 5
fhretoj«too//kwr 0.6
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1
--------------
A toe wall at the ard of pervious floor «hal be provided wtfll tap wWlh OF 0 5m and U 8m al
foundation elevate Foundation elevaliCto shall be kept 1.0 m below elevation.
The length of down<oam protecbem for head regulator = 2 >; depth of cu( off
= 2x1.5 = 3.0m
canal bed
Provide 3 CO meler length beyond Cistern Boar A tO5 wall St thfl end of protection staH 08 provided with top width 0 5m and 1 (]Qm at foundation elevation Th0 depth of Too wall shall be kept 1.5m below the downstream canal hed elevalion
* Fixation of elevation of operating ptatafarm and road Bridge
It <3 proposed to provide OW lifl gato of 11 9m x D 6m
Therefore the bottom elevation Of operating plate form tor gate shall be
■ Crest elevation * 2 k height or gate * 1 Dm
= 1842.81 * 2x0.6 1- 1 DO
= 1842.61 t 1 20 * 1.00 = 1844.81m keep al 1844 00
C&rufdgring thi-cknass til RCC slab of platform as 0 20m
Top of operating plate form = 1844 A * 0.20 ■ IB*5.00m
For Road Bridge
For Right bank  canal a servtce r*ad ol 5.0m width is jyopQHd on left bank Ttte second ary canal also Lakes  off on left lldi of pnmary  canal TherettHe a road sFab shall he provided KfbU Di'S abutments of regulator
The Bottom elevationflf Road slab shall bfl kept 0 5m above FSL <jf secondary canal
Bottom Ktamfon af Blab should be above
■= 1341.00 * 0.5 - 1343.58
Consioanng G.30m as Hvckness pi read Slab
ElevaLton of Road siab - 1343 67 * 0.3D - 1343 UTm
Tho ground elevation ai regulate* = 1343,30
Sb eanrica Read efevaiion shall be 0 Sum atipmt Ground ele*atton
= 1343 50 * 0.60 " 1344 10
Sp provide Road slab elevation q| 1544.10m
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Hydraulic Desip of Canal Structure
Sotiom elevation = 1344 10 - o 30 K 1343.80
So free board above FSL of secondary canal
= 1343 00- 1343 OS -0.72 m
Which, ts mote than 0.5 m
• Top and Bottom width of Abutments w*ig and ralum wails
May W
For abutment:- Abutments shall be provided below operating platform. Road slab, and any load bearing slabs which shall be supported on abutments
The top wdth of abutment shall be 1 tXlm. The bottom width shall not be less than 0 50 times the height measured From lop elevation of abutment 1o foundation elevalon The iact- on water side shall be vertical and wdth shall be increased on other s*de of abutment
*   Wing. Sfde and return walls
The lop widlh of all walls that are not supporting any slabs for road shall be kept as 0.50m
Bottom width shall be kept not toss than 0 50 times the heighl of wall measured from top
elevalion of wan (□ lhe foundation elevation The face of wall shall be dept vertical on
waterside and widlh is mcreased on other side o1 wad.
The  foundation  of  Abutment  and  wing  wall  shall  be  *epl  1.5  m  below  primary  canal  bed elevation
Foundation elevation = 1341 97 - 1.5 = 1340.47 keep al 1340 40 m
The drawing for this structure is available al drawing no AD-F-Canal-D-01 to 03.
4
Water Works Design & Supervision Enterprise
In Association with IntercoDtfneuial Consultants ind Technocrats Pvt LtdArj& Dedessa IrrtgaliDn Project Hydraulic Resign of Canal Structure
May 2W
1.2 DESIGN OF HEAD REGULATOR FOR SECONDARY CANAL RS-17
AND CROSS REGULATOR ON RIGHT BANK PRIMARY CANAL AT KM
21 .708
1 Arjo-Dedessa project consists of providing rrngaiiori facility io a command area at l3.&G5 ha (approjtimatfcly)
The project proposal consists of constructing a Earthen and rock hl cam across Deriessa river al location Latitude 8°-31 M2“N and longitude 36:-40'-04'- E the height of dam is proposed Io be
40.6 m from the nver toed. Ddlerant elevation proposed for dam are
River bed elevation 1320.0m
TBL 1360 0m
FRL 1356.00m
The spi-iway is proposed 10 be located n saddle no1 m right lignk The minimum draw down elevation for Irrigation purpose is proposed as 1350 Dm
Two canat systems are proposed to Lake off from Dam, one from leh Hank and other from right flank. The right bank canat « proposed io take off from saddle No 2 in fight flank Where as lafl bank canal is proposed to lake off frcrn befl abulmenl of mam dam at a distance ol 100 m from the end pc nt at left bank of Dam
The full supply elevation for both the canal systems at off lake p&ml is proposed to tru kept al
1346.00 m at off take pomt of canal
The left and fight bank primary canals are contour canais for their entire length Trip tolal
length of left bank pnmary canal is 60 18km and that of fight bank primary canal is 42.80 km
For irrigation to command area secondary canals are proposed to lake off irom Pnmary canals From left bank primary canal, 45 no of secondary canals are proposed to take off whereas 
from right bank primary canal 4Q secondary canals are proposed io take off
From the Rigid Bank primary canal al km 21 788 secondary canal RS-17 .3 proposed to take off. For release of regulated water from pnmary  canal to secondary  canal Head regulator i& required to be constructed To ma.nlam required Supply  tevftl in secondary  canal even when there is  low Supply  in primary  canal full supply  elevation in primary  canal is  required to be maintained Fix  maintaining full supply  level in primary  canal, it is  proposed 1o provide cross regulator on primary canal
H
Water Works Design & Supervision Enterprise
Is AESOciftOOn with Iniwtonbnestal CoasuliuLs and Tethmytrals Pvt. Ltd.1
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a
■
i
i
i
i
Vj® DstfKsa Errl<atloD Project
Hydraulic Design of Canal Structure
The details or primary and secondary canals are as below •
Right bank primary canal km 21.788.
May 2007
1  Oes+gn discharge
2 Full supply elevation
15
DS
5J23«’ m®
4 060 m1 sec
3  Bed widlh
4   Full supply depth
5 CanaJ bed elevation
6.  Bed slope
L S         1343 |] *i a --------------
D 5           LU) US
I.’ 5          5.5 fli = --------
CBS         5.0 171
L' S          I 25
=-------------Mf
/) • 5         1 24
C/S       1341.86
D 5       1)41 77
t- 5        0.0002
= ■             mi
D 5       O.thX>22
7   S-de stopes or canal (H V)
= 15 1
i
i
8  VWGCily
L! 5
0.5% nr sec
G'S
0.584 « m-v
$  Ground elevation
= 1343 70
I
Details of secondary canal RS-17
I
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I
I
1. Design discnarge            = 058 mJ/sec 2   Full supply elevation    = 1343.01m
j    Bed width
- 1 Um
4   Full supply depth         = 0 68m
5.  Bed eievai*on               ■1342 33 m 6   Bed slope                      = 1 in 0.0003 7  Side slopes ol canal     H V (1 51)
8   Velocity
= 0 41$. set;
• Calculation of FSL at Regulator site
The FSL Of Right bank primary canal al Off take point from Dam .s kepi as 1348 00m
From heed IO 21 7B8 km the slope proposed is 0 0002 TbenMore FSL at regulator, e 21 78$ km
Water Works Design & Supervision Enterprise
Ln AsincJiUon wm iDircanOnetKiki Cflusultuflu wd Teciiu«Tau Pvt. Ltd
LMUMMBArja Detem firigatign ProJ«1
Hydraulic Design of Canal Structure
a FSL at o4t take potnl ■ 0 0002 * 20950 = 134ft CM '4 19® 1343 SI
May 2007
from 0 km of canal lo 21 7JIS km acitfrcipated head loss m structures is considered as 0 70 m Therefore FSL at Regulator poml
= 1343 81 - 0.70 = 1343 11
BED elevation ui's = full supply elevation - Full supply deolh
■ 1343 11 -1 25 £ 1341.06
it is proposed to provide ditterenOB □! 0 1m between u-’s sr*d Ch's FSL of Primary canal for cross regulator
Therefore D/S FSL of canal
= U.'s FSL ■ 0 1 = 1343.11 - 0! = 1343 01
D.'S bed elevation = DS FSL - Full Supply depth
= 1343.01 - 1,24 ■ 1341.77
• Design of Head regulator fof seconder)* canal RS-17 fixation of crest level and water way
It is proposed* to keep width of open,ng equal Io bed width oi secondary canal i e 1 Jm
The deta-ls of secondary canal are
Area = A = 1 39 m-
Wetted perimeter ■ p = 3 47 m
Hydraulic depth ft = 0 4
S = 0.0003
Velocity m canal 0 41-6 m/Sflc
ll I? proposed to pfbvrie difference between ufe FSL pt canal a net FSL of secondary canal as = 0 lt)m.
lherelore FSL of secondary canal = FSL erf primary canal 0 10
= 1343 11-0 1= 1343.01
Bed level of secondary canal = FSL - Full supply d*pin pl secondary canal
= 1343.01 - 0B8 = 134? 33
ll is proposed to keep crest elevation 0 15 meter above downstream bed rtsvatfon Crest elovalion 1342 33 + C 15 = 1342 4Bm
The waterway is determined by formula (for secondary canal
Q=C BuHe'' Q - Discharge o| secondary canal
Water Works Design 4 Supervision Enterprise
Io AssarLadOB «ia loiwronUnretBL ConsuJuuVs find Teefcuoerau Pn Ltd
I?.Arjd Drdessa IrrlgidoD Project
Hydraulic Design of Canal Structure
C- Coefficiem erf discharge for submerged weir Be = effective bed width
He = Depth of u/s water above crest
Q =0.58 ml's
C= Shall depend on degree of submergence which r& given by ’
Where. Hd = deference beiween u/s and 0/S FSL
= 1343.11 * 1343 01 =0.10
He = ufs FSL ■ crest elevation
a 1343.11 -1342 4B = 0.63 m
Degree of submergence = —^-= —- = 0 138 day 0 16 H. 0*3
Ma; 2007
fi. H.
For  value  cf  degree  of  Submergence  0.  16  frtyn  graph  between  ratio  of   modified  coefficient  of discharge is = 0.82 4 5/^ =*0.S2
For broad crested weir cd is taken as 1 82 0, = 0.82 x 1 82 = 1 47
From formula
Q = C, x Bex (He)”
Where, Q = 0.68m3, C*=1 47, He = 0 63 3  2 x Be
0 68 = 1.47 (O.fi3) -'
■ 1 47x0.50xBe
■ 0.74 Be
So provide 0 90 width and height = 0.60 m pf opening
Provide vehicle sluice gale ol size 1 OOm x 0.75 m {Heightf for Head regulator
• Level and lenglh of down stream floor Q = 0 68 ml'sec I = 1.00 m
Discharge inlensrty Q 1
y - — - * D >8 m see
(?    0.58
,
Head loss = ufs FSL - Dj's FSL
Hj = 1343.20 * 1343 10 = 0 10 m
Water Works Design & Supervision Enterprise
Ju AjsmKUco with lnitrcconocotaJ Ccmsidtints and Tecfioacrats Pvt LtdArjo DedtEsa Irrigation Project
Hydraulic Design of Canal Structure
From blench curve
EF3 for above value's of Q = 0.5B ar*d HL = 0 10m is G 5
Floor elevation - Di'S FSL ’ Ef:
= 1343.01 ■ 0 50 = 1342.51 m
Since canal beef el&vation is 1342 33
Keep down stream floor level as 1342.30 m
Ef| = Ely + H7
= 0.5+ 0.1 = 0.6
From graph (or Ef 1-0.6
D-=0.25 and Dj = 0.60
Length of cistern = SfDj-Di)
- 5(0.6- 0 25)= 1 75
Provide 3m length o1 cistern
UZS col off depth ol 1.5m is proposed to be provided from u?s bed elevation So UZS cut Off etftvalron = 1341 .SO - 1.50 = 1340.36
May W
Oft  tut  oft  depih  in  proposed  1.00m  below  Dft  cistern  elevation  =  1342  33-1  00  =  134  s  33  so keep at 1341.30
Design of Croat Regulator waler way
■ Fixation of crest - elevation and waterway
The  crest  elevation  of  the  cross  regulator  shall  be  kepi  al  upstream  bed  elevation  of  primary canal i e at elevation 1341 65 m
The waler way for cross regulator shall be worked out from formuia O = C&e (He)5'2
Where, Q = Discharge dqwnslream
C = Coefficient of drscharge a constant worked out from degree of submergence =
Be = Effective lenglh
He 1 Head o^er owl
H0 - Deference between u/5 and Di's FSl = 0 10m Here Hd= 0 10m
He = u.'s FSl - crest elevation = 1343.1t - 134l.e& = 1.25
Waler Works Design & Supervision Enterprise
[□ Association *1ii ]D(ercc«uorntal Coasulmots and Tecbnocrals Hi Ltd
.jnjmm           joArJ D-Oetfessa Irrlftadcui Project
Hydiaullc Design of Canal Stniclure
Degree of submergeflos a = 0 0606 S®y 0.08
■ ■- ..■
_ _ _ May 3007 _____________
From the curve between degree o< submergerce and ratio or modified coefficient to free fail coefficient for value 0.001 is 0.65.
— = 0.B5 , Cs = c x cd
C<f
Value of cd for broad crested weir =1.82 Cs = 0.65 x 1 82 = 1.183
The waler way from formulae
Q = Cs Be (He)17 where. Q - 4 969m /Sec
s
©•■1.125
He = 1 25
4  969=  1.183  x  Be  (1.25)“ = 1 65 x Be
Be
4.969 " 1 6S
3 .01 say 3m
So preside two bays of 1 50 each with peir of 1 00 m width
Twa* lengih Bi = Be +2 (Nx Up* ke) x He
Where, N = No of peifS
Kp = for pairs w4h a rounded nose i.e. ease and cut waler = 0.01
Ka = for square abutment wi|h head walls al 90D 1u direction of
flow = 0 20
Bl = 3.00 * 2 (1x0.01*0.2) x1 25
= 3.00 * 2x 0.21 x 1.25
- 3.00 x 0 525 = 3.525
So assumed width of 3.6 m with two bays of 1.8 m each is sufficient to pass discharge Total width =2x18* peu widlh = 36 + 1 - 460m
Prowde verlrcal Irft gates two No of stje 2.00 m h 1.5 m each
• Level and length of downstream floor 0 = 4 469 m'.sec and length *s 3.6 m
Discharge per m length q =---------- 1 38 m /sec
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4.969
,
16
Water Works Design & Supervision Enterprise
In Association with Jntercfinlinenta] totisu Hants and Technocrats Pvt. LtdArjotlEdttsa [rrigantm Project
Hydraulic Design of Canal Structure
Head tots = Ufe FSL - D/s FSL
HL- 1343.00- 13d2.90 = 0.10
From the blench curve for discharge per meler length of 1 38m3?$ec and
May W
HL - 0.10 the depth Efj below Downstream wafer level - 0 80 m Therefore.
ostem elevation
= Dj's FSL ■ 0 80
= 1333 01 ■ 0.80 = 1342.21
Oown stream canal bed elttvaton re 1341 77. Therefore astern elevation snail be kept al
1341 75 m
Ef, = Eh * HL = 0.80 * 0-10 = 0.90 for value of EL = 0 90
D =0 40 8 D  =0.9
?
Cislam rength = 5(D -Oi) = 5(0 90 - 0.4)
?
= S x 05 = 2 5 m
Provide length of 3 m impervious tow of cement concrete
* Floor fengm and floor thickness
H  is  proposed  1o  provide  upstream  floor  for  8m  length  horn  consideration  oi  secondary  canal and downstream floor for 3.00 m length. Fo< drop in pi's and O/g bed elevation proviso slope Of 5 1. Therefore length of drop portion shall oe
= 5 (ufs bed Blevalicm-cistem elevation)
- 5 (1341.86 - 1341 75)
= 5 it 0 11 = 0.55 say 0,50
ToLal I Lux length = u/s floor length * length for drop * Ofs floor length
18* 0.50 * 3» 11.50 m
Provide  ufi  impervious  lipcr  thickness  of  U  45  m  out  of  which  top  0  15m  thick  floor  shall  be  nt CC M-20 laid over 0.30 m ot cc M-15.
Total creep length (As per enclosed sketchj
= 15 + 15 + 8* 0.50 + 3 * 1.5 * 1 51
= 17 $1 m
So Tolal creep length of flow ol palh is s 17 51 m
Downs stream Hour s hall be s ubjected I o maximum u plifl pressure w hen m upstream canal waler is at FSL and downstream u dry
Water Works Design & Supervision Enterprise
la Association urtih laterrcndnemaJ CotuulUuiU and Technocrats Pyx. LtdArja Bedtssa trrlgadan ProjEct
Hydraulic Design of Canal Structure
■Majdmum seepage head - u's FSL ■ Downstream bed elevaton C< canal = 1343.11- 1341.77 > 1 34 m
Assume Uifckness of ostern floor as 0.60 m
Bottom elevation r>1 cistern floor = 1341 75 - 0.60 = 1341.15 There shall be two heads actkxj on cistern floor
1. Static head
2 Seepage head
May 2W
l r  Sialic  head:-  Assuming  the  sub  so*l  wait/  shall  he  si  the  elevation  of  downstream  canal bed elevabon.
Therefore static head on cistern floor shall be
= D/s canal bed elevation - Bottom elevation of floor
= 1341.77 -1341 15 = 0.62m = 0.62 tons/m3
The seepage pressure shall be vanable wWh minimum pressure at the end o1Dte floor a nd increasing on the upstream eno □( cistern Ikxjr wMh maximum pressing being at the upstream and jus1 below the gates of tress regulator.
Maximum seepage head ■ 1 34m
The uplift pressu e at D.'s end o1 floor shall be
r
1.34 (I-
/tvigffr of seepage palh kprs rfe« enrf
Toflif creep lw?gtfr
)
Seepage length upto down stream end of floor
=15+15 *6 + 0.50 * 3 = 14.50
Seepage pressure = 1 34 {1- —-—)
17.51
= 1 34 (1-0.63) = 1.34 x 0.17
3 0.23 = 0.23 Vsq m
Total  uplift  pressure  = Static pressure * seepage pressure = 0.62 * 0.23 = 0.65
TNcfcntUS of floor required =
i*nrr H wjfJu w CsWltgeJf
U.85
= — = 0 3&m
2.25
So Wiicknesj of 0 60m oonwjereo i& wjffcitinL at end of floor seepage pressure at u/s end of floor
Water Warks Design & Supervision Enterprise
to AssQdaTfooi wlib IciercoodDBELU Co nsulmts a.nd Technocrats Pvt LuiArjole<les3fl Irrtfatlan Project
Hydraulic Design of Canal Structure
--“■■
Seepage path length upto the pornt
- 1.5 + 1.5 * 8 = 11 00
So seepage uplift pressure
= 1.34 (1-222^1^(1 0 63)
J f .J ■
= 1.34 x 0.37 = 0 50 ffi = Q 50 t/m2 Total up*f1 pressure = static pressure * seepage pressure
= 0.62 -i- 0.50 = 1.12 Ifn?
Thickness -required a1 Life end of floor
= U2=O M
. 2.25
my_a>w_ -------------
So  assumed  thickness of 0-60 m for entire length of 3.50 m for downstream floor is sutfirjenl Provide Cop 0.15 cc of M-20 lard Over 0.45 in 1hick cc. MM 5
» Vertical cut offs
The minimum depth of upstream and down stream exit off shall be kep! as 1 5 m below canal
bed elevation al the end Ol impervious cc. floor Foundation elevation of upslream cutoff
= Upstream canal bed elevation - 1.5
= 1341.86 - 1.5 - 1340 36 keep at 134-0 30
Foundation elevalron of downstream Cutoff
= Downstream canal bed elevation -1 5
= 1341 77 -1.5 = 1340 27 keep af 1340.20
■ Upstream and Downstream protection
The upsifeam and downstream pervious protection shall be provided beyond impervious cc 
floor The pervious protection for upstream shall consist of 0 46m thick cc b locks or stone
pdchfcng land o^er 0.15m !h>ck gravel wnh total thickness of 0.60m Downstream pervious 
protection stial consist of 0 60m thick cc. crock or aiorve piling ia«d over o 30m truck gravel
layer, thus total depin is 0 90 m
Thus   pervious   protects   shall   be   prowled   beyond   upstream   and   downstream   -mperwjus   co floor.
Length of upstream pervious protection
Diprt o/
ctir wjjf
r/ucA'WJJ Of Iwrpm&kf floor
19
Water Works Design & Supervision Enterprise
lb AssocUijqn with kumoBtafnud ConsQtams ana T«Chiiocn±$ Fir im.*rj O-Dedess* Irrigation Project
Hydraulic Design at Canal Structure
■ — = 2.5 m provide pervious protection for 3m Length beyond upslream
0.6
CC. floor
May aw?
A toe waN a1 the end of pervious floor shall be provided with tup width as C 5 m and width at foundation 0 8m and lhe foundation elevalmn shall be 1 00m below upstream canal bed elevation.
Downs  stream pervious  protection for protection of downstream scour and :»$lem floor The
length of downslream protection shall be provided far twice the depth of downstream cut off = 2
x 1 5 » 3.02
Provide 3 m tenglh of 0 9 m deplh out of which depth of cc bloc* O stone pitching shall be D 6
m laid Over 0.30 m gravel
A  loe  wall  at  the  end  of  protection  shall  be  provided  with  top  width  =  0  5  m.  bottom  widLh  al foundation   elevaban   08   m   and   foundation   pf   toe   wall   shall   be   taken   1.00   m   below   the downslream canal bed etevalidn.
Thickness ol Downstream floor lor Head Regulator
The u/s impervious floor length is same as that of cross regulator with cut off 1 5 m deplh
Canal bed elevalron of primary  canal is  1341 86 and that ot crest ot secondary  canal is 1342.40 a slope of 1:1 i$ proposed to negotiate difference in elevation Similarly  for negotiating difference between cresl elevation and D/s  cistern elevation q| regulator a slope ol 5 1 is considered
So Sloping lenglh
ll/s • l x (crest elevation u/s bed elevation)
= 1 x (1342.48 - 1341.86)
= 0.62
= 5 x (crest elevation - O/s cistern elevation
= 5 J1342 48 - 1342 30) -5x018 = 0.9Qm
rhe  li/s  floor  !S  not  subjected  tu  any  uplift  pressure  m  any  condition.  Therefore  Lhe  u/s  Floor  l5 proposed to oe of D 45 rn thickness with Top 0 15 m with cc. M-20 (aid over 0.30 with cc M-15
---------------------------------- ------------------------------ ----------------------._________________ 20
Water Works Destin 4 Supervision Enterprise
fl» AssudaUflc wHb lutertundnenul Consonants aad Technocrats Pit j.m
’
KI WHIHanmiHDfdem Lntgail do PtvJki Hydraulic Design of Canal Structure
May ZW
Downstream floor is Subjected CO uplift pressure. and maximum uplift pressure is evened when waler level m u/s is at F$l and cfownstream is dry
In (his condition Ivro types erf pressure are exerted
r) Static
iif seepage head
Slahc  pressure  is  constant  head  Seepage  pressure  'S  variable  m  mtnum  it  down  sfrearr,  end of floor and maximum at upstream end This pressure is applicable on Ooliom of floor
Assumrx; thrdmess of down stream floor as 0.45 m
Bottom elevation ol floor = cistern ele^dlion - 0 45 m
= :344 3d -0 45 = 1341 05
Seepage head = upstream FSL - Oownstream bed elevation of canal
= t34j.11 ■ 1342.33 ■ 0 ?B m
Static h«ad>
Assume sub suit watet elevation al downstream canal bed elevation. Ihereiore Sialic head - Dis canal bed etevalion - BoHom elevation of cistern floor
= 1342.33 ■ 134 1 05 > 0 46 m = 0 46 |/m*
Seepage pressure
Total seepage palh creep tenglb « 5.5*0.52+t.0*l.M+3*i + 1 07
fAs per sketch Bnctascdi
Seepage pressure at any point
Tr^si/ u i fxin,- p,nA Seepage pressure at the end of floor
Seepage pair, length upto end ol Htjor = 5.50 *1*0.62 +1 00+i yg * JOO = 11 52m
’ 0.70 (1-0.82} -0.70 x 0 |0 = 0 T4m - 0 la 1^/Aij oBtdttsu initfaiicm Project
Hydraulic Design of Canal Structure
Total uplift pressure = static head * seepage head = 0.45+0.14 = 0 62 tftn2
May 2007
Thirtoess of fictx required ■ ------------ —
tJl
unit n-^vrA of concrete
-----------------
Thickness of floor considered as 0 45m nJ sufficient >o meet fhe rsquimmenl al end &f floor
Seepage pressure al u/$ ■ o below gate
Seepage peth length = 5-5 + 0 62*0 5
= 6 62 m
6 62
Seepage pressure - 0 78 (T-—— J
14,OT
= 0 70 (1-0.47) = 0 7&x0 53
= 0.41m say 0 41 U'm2
Tolal uplill pressure = sialic head * seepage head
■ 0.4B * 041 = 0.89 m = 0 39 Vm? j Total uplift presurf
,
Thickness required =-------- — ——---------------- _
izjuf w rigrij or concrete
So assumed thickness ot 0 45m is considered suitable
Provide cc. m-20 (or top Q 1im thickness rest 0.30 shail be cc M-15
Upstream and downstream protection
Pervious  protection of cc. block  or stone pitching over gravel shall he provided heyond upstream and downstream impervious  cc  floor. Upstream protection for head regulator shall be same as already proposed to be pfovided tor cross regulator downstream protector.
Downstream protection is proposed Io the provided for twice ihe ienglh of downstream cut off
depfh 3 2*1 07 x 2 14
Provide 3.00 length of pervious protection, consisting of 0.45 m thick cc block or stone patching
la-d over 0.15 thick gravel.
AL me end ol prelection a toe wall 0 5m wide al top. 1.0m deep with DBm width al foundation
shat* be provided
22
Water Works Design & Supervision Enterprise
in Association with foterconUDeaiai Consultants and Technocrats Pvt LtdArjo Dedcssa Irrigation Project
Hydraulic Design of Canal Structure
Fixation of elevations of operating platform
A. Cross Regulator
Il is already proposed to provide 2 lift gates erf size 2 00 m x 1.5 m for cross regulator
.May 2007
Bottom elevationaT operating platform is  proposed to be kept at upstream Bed elevation of canal i e. at EL 1341 75 The bottom elevation of operating platform shall be fixed in such a way  that, after lifting lhe gale fully, there shall be a clear difference of 1 0m between bottom elevation of operating platform and in condition when gale is lifted fully
Bottom elevation of slab of operating platform = cress elevaiton + 2 x be«gh1 erf gale + 1 00
- 1341.06 +2x15+ 1.00
= 1341.06 + 4.00 = 1345 66 m
Considering 0 45 m thickness of RCC Slab far platform
Top elevation al operating! platform .shall be
= 1345 66 ♦ 0 45 = 1346.31 m provided at 1346 3 m
Wxfth oi operalrng platform shall be 2.5 m
Foot Bridge
A  foot  bridge  is  proposed  across  main  canal  far  crossing  from  one  side  to  another  and  also  for easy approach for operation and maintenance of gates.
This fool bridge shall also serve as crossing for calffe's and residents of arsa
The width or foot bridge slral be 2. TO m clear
The Bottom elevation or Foot Bridge shall be
= D/s canal FSL * 1.00
■ 1343 01 * 1 = 1344.01 m
Top elevation erf Bridge slab shall be
Bottom elevation * thickness of RCC slab
Assume thickness of slab as 0 40 m.
Elevation ot service road slab Top elevation = 1344 01 + 0.4 = 1344 41
The ground elevation considered as 1343.7D Upstream FSL of canal is 1343 00
Free board is 0.60 m. Top or Dank RL = 1343 60 m
Since  ground  elevation  is  TJ43  70,  embankment  of  0.6m  height  above  ground  elevation  shall be provided fex service road.
Service Road elevation - 1343 70 * 0.6 = 1344.30
Water Works Design & Supervision Enterprise
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MHHWIMIArjo fttdtisa Irrlf atlon PtcJecI
Hydraulic Design of Canal Structure
So top of fed bodge slab shall be a1 kept al same elevation as that of service road.
B = For Head Regulalor
The gale Size proposed for head regulator is = t .O m x 0 75 m Bottom elevfllron of operating platform Is fixed as
= Cresl elevation + 2 x height gale * T .0 m = 1342.45 + 2 x0 75 + 1.00
- 1342 4fl + 2.5 = 1344,9B m say 1345 00 Considering 0.3U m as slab th-cfcness
Top elevation of Operating platform
= 1345 0 - 0 30 = 13^5 30 m
May 2007
B
width shall be 0.50 limes lhe height from elevation of top of abutment to foundation elevation
The face on waler side shall be vertfoal and width shall be increased on Dfoer side
Wing wall: All walls which are not supporting any load, fop width shall be kept as 0 50 m
Bottom  widlii  calculation  and  face  on  water  side  shall  be  m  the  same  manner  as  that  of a&utmenl.
Based   on   the   above   design,   a   deeded   orawing   nas   been   prepared   which   is   available   at Drawing no AD-F-Canai-D-004 (o 06.
24
There is a service road 5 0m wide On left bank of canal The secondary canal is also taking off on left sitfo Therefore a Podge slab shall be required to bo provided across  sec  end any  canal near head regulator The elevation of Road .3 1344 30 keeping elevalion of top of Road slab
as 1344.30 and considering slab ihickness as 0 45 m
Bottom elevation of slab " 1344 30 - 0.45 = 1343.85 m
The FSL of secondary canal is 1343 Ot m
The clearance between FSL and bottom of Road slab
= 1343.01 - 1343 01 = 0.84 m
For  secondary  canal,  free  board  required  is  0  50  m.  Since  clearance  is  0  34  m,  which  is  more than required.
Top & bottom width Of Abutment, wing and return walls.
For Abutment: Abutments Shall he provided below. Operating platform. Road slab, foot bridge Slab, i.e where lh  wait has to bear toads. The top width shall be kepi as i GOm the bottom,
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iftMMlfNOTH FOB MfeAfl ftgOMJHCWArjo DedRsss rrrl£3Tleii Prtjeet Hydraulic Design or Canal Structure
May 2007
1.3 DESIGN OF ESCAPE REGULATOR ON RIGHT - PRIMARY CANAL
AT Km 2.0D
Arji> Dedessa Irrigation Project envisages  consiruclion oi earth and rock  *iP dam at pat
a -3r-l2“
c
N  and  king.  36D-4C’-04*E,  The  site  has  been  selected  after  reconnaissance  visit  to
aflernaiive sites  identified earlier in pasi studies  The height of dam is  proposed to be 40 6m Two canal systems  are proposed to takeoff from dam for irrigating command area downstream of dam One canal is  proposed from oh flank  and another from right flank  The right bank canal IS proposed to take off from saddle No 2 located in right hank  The minimum draw down level is  proposed to be at 1350m elevation The FSL of canal al off take point m proposed to be 1348 Omeievaiion
The right bank  canal is  proposed to be a contour canal The canal crosses  Che river Wama at about 8 00 km from off take point. Near WAMA RIVER Canal Shall be in neavy filling m both lhe Hanks  of proposed aqueduct An escape is  essential on mam canal to release water suddenly fex  safety  of canal, when canal in downstream is  breached or canal is  required to be closed for maintenance or due io sudden closure o< oullals by cultivators
Therefore  Escape  structure  is  tn  be  located  in  Inihal  reach  and  subsequently  in  other  reaches  at intervals depending upon the importance of 1he channel and vicinity of suitable dram
11  is  proposed  io  provide  an  escape  for  Right  bank  main  canal about 20£l nm downstream horn otf-lake  point  cl  canal  Near  escape  site  a!  km  2.Q0  1here  i$  drain  having  catch  men  i  area  or about  16  km2.  This  dram  joins  WAMA  River  alter  aboul  500m  downstream  from  the  crossing poin! of drain and canal. Canal near the drain »s m cutting.
The escape shall have following components
1         Sluice lor Escape from left       bank  of canal
2          Fall o1     aboul 6 to 8m w*|h sluice and lift gates
3         Cross regulator
d         Escape channel
Canal FSL and bed elevation at location of structure canal data Right aank
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_ __
—g
___  May aw?
1 Canal full supply discharge
including 10% ftexibiMy facicx
7 52 mVs
2
Bed width
=
6.25 m
3
Fun supply depth
s
1.40 m
4
Longitudinal stope of canal
=
1 in 5000
5
Side stope
s
1.5. 1
6
Location or Escape
=
2 km from off take point
7
Velocity in cana*
-
0 643 m'Scc
8
Ground elevation
=
1949.00m
Stream details
1
Catchment area
■
2,50 $Q, km
2
a) 100 year peak flood discharge
As per hydrology report
a
lOOOm^sec
b) Add 30 % extra fa* design
=
3 00 rrP/sec
c) Total design discharge
=•
13.00 m’/sec
3
Slope of river 20 m in 1000 m length
from 1350 Io 1330 m
3
1 in 50
4
River bed e'evation at canal crossing
'S
1347 00 m
Calculation of FSL and Canal Bed Elevation
FSL of canal at offtake points is 1340.0 m. The stope of canal is i m 5M0. therefore drop in 2 MOO
krn f2O00 m) shall be -------------- = 0.4 m
5000
FSL of canal at Escape ts 
- 1340 0 • 0.4 m s 1347.6 m
Canal bed elevaiion = 1347 6 ■ 1 4 = 1346 2 m
Dtscrtarge for escape can be considered upto 60% ol the discharge of mam canal However Since the escape is  totaled m the initial reach the discharge in the escape is  considered nearer to the fun supply  discharge The full supply  discharge 'J canal « 7 52 rn^sec  So escape snail be designed for 7.00 m j'sec only
J
2"1
Water Works Design & Supervision Enterprise
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Mil* 3007
The- cross  regulator is  required lor diverting Ihe discharge through escepe structure to escape channel There shall be difference of 0.15 m beiw&eh upstream and downstream FSt of primacy  right bank  canal Bed width, discharge, full supply  depth shall remain same far u.s  S dft canaF.
1
FSL elevation
L 5/
/DS
1347.6/
7134145
2
Canal bed elevation
tyy 
/o/s
1346.2/
7IJ46I3S
* Fixation of Crest elevation and walerway
The crest elevation of the cross regulator shall be kepi at the upstream canal bed elevation The crest elevation = 1346 2 m The bed width i e linear waterway shalt bo calculated from formulae
Q = C Be He”
C is modified coefficient, depending upon degree of submergence Degree of submergence is given as - —
Where, h  = Difference between u/s and D/s FS L of carnal 0.15
d
He= Head = u/$ FSL - crest elevation = 1347.6 ’ 1346.2 = 1.4m
Degree Of Submergence >
= 0 107 14
From graph between degree o1 submergence and ratio of modified coefficienl io free coefficient is 0 70
So mixlJi*d coefficient = d 70 k 1 705 =1.19
Where, 1 7Q7 is coefficient far bmad vested weir Substituting va uM of Q = 7.52 He = 1 4 and Cd = 1 19
7.52= 1 19 Be(1 4j”
752                    7.52 Be - -------------------- ----- ---------------
1.1 ?jt{) .4? 1            119x1.66 *3.81
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Hydraulic Design of Canal Structure
Assumed 2 bays pf 2 25m each wrlh one peir of 1 Mm width
TDial length     Bt = Be * 2 (N x Kp + KaJ He
= 3.81 +2(1 xO.Ol * 0 20) 1 40
= 3.81 +0.29
= 4.10
N = Np. qJ Peins
Kp - for rounded ease water = 0.01
Ka = for square abutment wdh head weirs al 90° - 0.20 Thus assumed widlh for water way <s suitable
Total waler way 4.5 * pair width = d.S + 1.5 = 6.00m
» Level and l&ngfh ol downstream Uoor Q = 7 52
May W
Discharge per meter lengrth =
7.52
4.5
= 1 67 mhsec
Head loss HL = Us FSL - Dft FSL 1347 6 - 1347 45
= 0 15m
th from blench curve Downstream floor level
= 0 90m
= D/S FSL - EL
= 1347.45 • 0.90 - 1346 55
But thB canal bed elevation is 1346.05 so adopt cistern level - 1346 00
EL = Eh + HL = 0 90 + 0.15 ■ 1.05 from graph
D, = 0.4 Dj = 1 1 m
Cistern floor length required = 5 (Dj-D,) = 5f 1 1-0.4) - 3 5 m
Provide 5 m = length of cistern
Gate sire andl Elevation of operating platform
For operation of cross  Regulator, 2 gates  dI 2.25 m x  1.5 m shall te proved Gates  shall be vertical lift gales  with side roller and hoisting arrangements  For hoisting arrangement a operating platform shall be provided Top efovaifon shall be fixed as  such that when gate 1S fully  opened ihare shat be clearance of 1 0 m between top or gates  and bottom of operating platform
Top elevation = crest elevation * 2 x height of gate platfcxm * 1,00 ♦ thickness oS slab
Assuming deplh of slab as 0.60 m
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Top elevation - 1346.2 + 2 x 1.50 * 1*0.5 a 1346.2 + 4.6 = 1350.8
Keep lop fttevston at 1351.00 m Vertical cutoffs
Mar 3007
The minimum deplh of u/s and downstream eul off shall be provided 1.5 m below bed e-levaton
Bottom  elevation  of  upstream  cutoff  =  upstream  bed  elevation  -IS*  1346  2-  1.5=  1344  .7  m Bottom elevation of downskeam cutoff
= Di'S bed elevator* - 1.5
■ 1346 05- 1.5 = 1344.55 m
Top Width 0 50m Bottom wid th 1.00 m
Total floor length and floor thickness
It is proposed to provide upstream and downstream floor for 10 m length
For difference m Boor elevation a slope of 5 1 is proposed
Length for drop = 5x015 = 0.75 m
The  thickness  of  upstream  fkxx  is  considered  as  0.6  m.  On  the  upslr&am  there  shat'  be  no uplift pressure as the column of water shall balance the uplift
For  downstream  floor  minimum  thickness  of  0  6  m  shall  be  provided  The  floor  thickness  shall be kepi US 0.60 al the end {rf Cistern ffoor and 0 8m at the baginmno of cistern IIdqf
Total creep length (As per enclosed sketch!
* 1.5 * 1.5 * 5+ 0 75*5.00+1 5*1.5
= 16.75m
Tha  maximum  uplift  pressure  on  downstream  Itaor  shall  he  there  when  lhe  upstream  canal  is  at full supply elevation and down&tr&am canal ts dry
There shall be two type of pressure working on bottom of floor pressure duct
1) Sialic head and
2) Seepage head
11 Static head = DfS canal bed etevaimn - Bottom elevation of floor
fi.e floor thickness Considered J
- o.ao m = O.-BC UmJ
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Hydraulic Design of Canal Structure Seepage head srteiii wary from point io point.
May W
The minimum seepage up4iFl head shall be at end of astern floor and ft shall increase ri the upslfeam with maximum seepage uplift al upstream end of floor. Maximum seepage head = u»'s FSL ■ Dawnslream betf elevation
= 1347 60 - 1346.35 ■ 1.55m
Calculation   of   uplift   pressure   al   dttfereni   points   and   thickness Up4iH pressure at end of downstream floor
Total creep lenglh upto the po«nl
= 16 75 - 3 = 13.75 m
Uplift pressure = 1 55<1-^~ )
16,' 5
■ 1.55 (1 082)
« 0.28 m
Tol&i head = sialic head * uplift
= 080 + 028= 1 06 m
= 1 08 Vm1
1 OS
Thickness required = - — = 0 48 tn
Therefore 0 60 thickness of floor at end of Boor shall tie sufficient
Total uplift at 2 m from downstream
= Total creep length upto the point = 13 75 ■ 5= 11.75 m
Seepage uplift = 1.55 fl -
» 1.55 <1-0.70) = 0.465
Toldi head = sialic head + 0 465
)
= 0.8 * 0.465 - 1.265 m = 1 265 Vm' 1.265 _
Floor thickness = — — = 0 5o m
2.25
So thickness of 0.6m is sufficient upto 2 m from end
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Hydraulic Design nF Canal Structure
Al 3 S m from D.'S end of floor
Total creep length = 16.75 - 6 5 = 10.25 m 10.25
Seepage   uplift   -   i   55   (1   ■   —”) 16 ■?
= 1.55 (1i-0 61)
± 0 64) m
Tolar head = 0 GO * 0.60 = T 4 m = 1 4 Um3 Thickness required = —— = 0 62
2 25
$0 thickness ol 0 S m shall be provided
Al 5 m kom D^S end erf rimx
Tola) creep length s 16 75 - 8 75 - &m
„-H
SerMU pressure = 1 55 11 • I
I6.T5 = 1.55 11-0 4£j = Ofii
Total head = OS * 0 61 = 1.61
Thi-ckness required = '           = 0 72 m 2 25
M>y -W.*
So 0 « thickness considered shall be Sufficient So provide 0 fi thick floor for j OOm len-qflh from downstream end and provide 0 flm thick ll'oor fw length Irum 3 dm dqwnstrea-m end CO 7 0Q m Irom dcwHiSlream end or floor
UpsJream floor shall be 0 6 m I hick
The floor shall consists of i.punurl concrele of icrflovnng mir ■ slr*»ngihi
For 0.60 m ihirjk Ikxx - Fop 0 15 m thick <rf cc M-20 and 0 45 m thick cc MIS
For 0 60 m thick floor - Top 0 *5 m thick Cc M-20 and 0 65m im<;k or. Ml5
Upftraam protection
Up*lrearr*  protection  shell  tM  provided  to  protect  lhe  floor  h  s  proposed  to  provide  0  6  m  ihiO CC block cm slone pitching over 0 3m 1hich gravel
The lengln of protection required =
V< wur e/f^rA -y j im/ r,rr _ | -
= 1 67 jAjcA fli'w prfjpFfM^ ii •/
So provide length d 2 00 m □) looso prdleclion beyond upstream floor
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Maj 2007
It  is  proposed  to  provide  boulder  0.6  m  Huck  over  0  3m  Filter  or  gravel  The  total  cubic  contents of the appron shad be = 2.25 times depth of cut off
D = depth of downstream cut off = 1.5 m Volume ■ 2.25 x 1.5 = 3.37 cm
Thickness of appron provided is 1 00 m
Total length d1 protection and launching apron required = 1.67 + 3 37 = 5 M m In upstream it is  proposed to provide protection of 2m length so provide launching aopron ■ 5^04 - 2 = 3 04m. provide 3 m
Downstream protection
To  protect  down  astern  floor  and  scour  ol  1.5m  depth  of  cut  off,  down  stream  Moor  shall  be provided for a length
= 2 x depth ol cut off
= 2x15= 3.00 m
Provide 3.00m protection of 0 60m thick cc block or stone pitching over 0.3 m graded filter
• Toe wall
Toe wall 01 the end of upstream and downstream protection work  shall be provided The lop elevation of toe wall shall be al upstream and downstream canal bed eievaton respectively The toe wall shall have following dimensions.
Top widlh o.5 m foundation width O.ft m and depth of 1.0 m
Design for Escape sluice and Escape channel
The escape sluice shall be located on left bank  of canal near Manbo stream. calchmenl area of whch is  2 S sq km and peak  flood discharge for 25 year relurn period is  10 m’/sac  and design discharge considering w rfh 3 0% e xira discharge is  i 3 0 mW Th® peak  Hood has  Oeen fflmputrt based an rational formula g.ven in hydrqldgical report The bed elevation of stream al 2D0m downstream of the crossing * W5.0 m. This  Stream pms  Wama River al a distance of about 500 m townstream of cross.ng. The discharge [rirDugh e5Cape antfescap& channel .$ proposed to be 7 00 m’rsto Therefore the Maribo stream is  quite su-table Ip lake discharge The stream bed elevation al canal crossing point is 1345 m, where as the river bed
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Hydraulic Design of Canal Structure
May KHJ7
elevation 100 m downstream of crossing r$ 1340 0 m The bed elevation of canal! upstream of structure « at elevation 1346.2 m. So escape sluice shall be comtxned with approximate 7 25 m fall
4
Design af Escape channel and  determination of tail waler level
Tne escape channel is proposed io be earthen channel with cc block or stone pichifty (or 15rn rength near junction of channeF with stream C.C blocks or stone pitching is a’so proposed for 10m length after the downstream appran.
It r$ proposed Io provide 0.8 m.'sec velocity in escape channel
Discharge 1o pass =7.00 nC.'sec
Velocity proposed = 08 m/sec
Area of channel required = — = 0 75 sq. m
0.8
Assume bed w*dth of escape channel as 5 m, waler depth as 1.30 m and side slopes 1 5:1 <H:V) Chen area - (8 * nd)d Where, B = bed width of channel
- (5 * 1 50 X 1.3) 1 3                    n = Horizontal component of $*de slope = 6 95 * 1 3 = 9.035 m“               d - Cteplh cd waler in channel
3
Required area ts 8 74 m  so section adopted is appropriate and is considered suitable O7
Actual velocity = =■ ■-------- = 0 70 nVsec
.4    9.035
P-5+1 00 x!3 = 7.34
?      7 34
= 1 23  rt- ' = 1.15 where n = 0 025
0 76 = 4c J1 3
s' > = “2® = 0 017
46
S  = 0.00029 1 in 3500 Appox
Bed elevation of Escape channel at junction win 5[ream aboul 10G m downstream of crossmg point of canal is proposed as 1339 m (i.OQ m below stream river hed elevaiwnj of 1340 0
Water etevanon shall be 1339 0 * 1.30 m = 1340 30 rn
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Hydraulic Design of Canal Structure
May 2007
The  lenqth  of  escape  channel  Is  proposed  to  be  200  m  Water  eevation  at  downstream  of apprpri cl fail shsH be
1540 30 * 200 X Slope - 1340.30 + 200 x 0 00029 = 1340.30 + 0 058 = 1340.353 MV 1340 36
Tati waler level *l pundlcn of Escape channel and appron of
escape fall shall be
1340.36 m.
Bed elevation = 1340.36 - 1 30 = 1339 06 m
Deirgn of escape sluice
Escape 5lu*ce has 1o pass discharge of 7 00 mVsec The FSL of C»n3l ft 1347.6 m Where as canal bed is  1346.2 m. The Tail water level is  1340.36m Therefore there shall a fail of 134? 6 -1340 36 = 7.24 m Therefore escape sluice Is proposed Io be combined with 7.24 m lair It is proposed to provide glads foil with gale.
Water way and crest elevation
The upstream canal bed elevation is 1346.2 m and FSL elevation is 134? 6 m Normally crest elevation Of Escape channel is  kepi at canal bed Blevalran. Smca Escape struclure «s combined With iallr Iherefore for better Paw condition it is proposed fo keep crest eleva1<on 0 15 m above canal bed alavalion T he width of crest proposed is 1.00m. from c pnsideralion o r providing vertical hit gale at crest elevation
= 1346 2 * 0 15 = 1346.35.
Cmear water way raquired 15 calculated from IwmyJae
Q = 1 64 ie 0”
Where. Le ■ linear water way
O = Discharge considered = 70 mVsec 
D = Depth of waler ewer Lhe crest
= u/s FSL ■ crest elevdlwn
= 1347.6- 1346 35 = 1.25 m
0-1.84 Le D‘
7 = 1.84 x Le (1.257**
= 1 84 x 1 40 x La
7
So, provide opening ol 2 60 m
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Hydraulic Design of Canal Structure Gate and Elevation of Operating Platform
May 2M7
•  For  control  of  discharge  from  escape  sluice  a  ve-bcal  lift  gale  of  3  00m  x  1  5  shall  he provided Gate shall be vertical tifl gale With Side roller and hoisling arrangement Frx fixing hoisting  arrangement  a operahng  pfatform  shall  he provided  Top elevation o  f  o perating platform  s  hall  b  e  fixed  msucha  way  that  when  the  gale  is  fully  opened  there  shall  be clearance of 1 00 m between lop of gate and bottom elevation of slab for operating platform
Top elevation of operating platform
= Crest elovalcm + 2 x height of gate * 1.00 m ♦ thtdcness of slab
Assuming Ifncfcness ol slab as 0.60 m
Top elevation ■ 1345.35 + 2x1.5+10+0 60
■ 1346.35 + 4.80 = 1350 95
So keep elevation ai 1351.00 m
• D/S Giaoes
It IS proposed to provide 2:1 slope m downstream gtacies to be Joined tangentially to the crstem floor With radius equal to 0.8D
0 & x 1 25 = 1 OOm.
Approach:*
Upstream glacies ■ upstream slope ol glacres is proposed lo oe kept as V2 I joined tangentially lo the crest with a radius equal to
D/2     = -~-5 -0.62 Say 0 6 m.
Side waifs:- the side walls shair be splayed at an angle of 45° from ihe end ol upstream end to be esl&ncfed by 1.0 m into lhe earthen banks irom rhe line of FSL_ The top elevalion shall he 1,00 m above upstream FSL.
Calculation for depth downstream for energy dissipation.
It is proposed to provide a glacies Sal I atIJi slope -of downslream gl^-cies as 2 1
IWl  1340  3£  and  ttM>  bed  elevation  of  d&wnslream  Escape  channel  is  1339  06  Considering Datum elevation al 133S 0b I Reffer enclosed sketch j
U/s TEL aoov* 1339.06 shall be = iZ <- d + ha
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HydrauUc Design of Canal Structure
Where iZ = tresl elevation - D'S canal bed e evalwn
d - depth of waler above crest elevation rm - velocity head of approach
AZ = 1346.35 - 133906 = 7 29
May 2007
d = 1.25
ha = head due 1o velocity of approach =
k*
iff
V - ~ = considering rectangular secbon
= —-— ■= 1.S7m ‘‘sec
3x1 25
V1 (I B72]?               3. SO . 1C
2#       19-62      19.62
u/s TEL * 7.29 * 1 25 * 0 18 = S.69
Down steam TEL a! jump negtechng all other losses
= di + head due to velocity at [unston of Glacies and D/S Ikior = ha WhBFe. di - depth at jump and
V, = velocity at jump
ir O        7        233
I . = — = — = — replacing value ol V.
a
.
-4 3J,       <
hn _ _ (2,JJ/ _ 5.a J 
0.277
iff 19.62 J,3                 19.62J,: ’ J,2 Equaling Ui's TEL = D''S TEL
S.69 =                   *
0.277
&69 d* - d ' - 0.277 solving this equation rf, - 0 lB1m
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SydraiiUc Design of Canal Structure
------- = 12. RS r?i1 ice 0 181
May 3-007
Froud No =
P,              11B       _ 12.88
7g< V’ SJ '■^■^, 1 12
= 976
Energy dissipation
It  ts  proposed  Io  pfowde  hydraulic  jump  with  hCKizonlal  appon  Since  Proude  number  i$  more than 4,50 sibling basin Type II shall be adopted
D2 = the depth of water adjacent to D i is calculated as per lormula £ = 0.5 (l + fl/3-I)
-O-S^/iTs^TG)7 l) = 0-5(27 82-1) = 13.31
D, = 13.31 x 0.161 = 0.72m = 2 41m
Another formuta
0.181          2x3.43 * 0.181*
2       1(0 181x9.8]*       4
V'6.11 t 0 0082
JtJlBZ
= 0.09 • 2.473 = 2 383
Therefore adopt Di = maximum trf two values i.e 2.41 in
Cistern elevation = D/S TEL ■ 2.41
= 1340.36 ’ 2.41 = 1337.95
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Hydraulic Desip of Canal Structure
So cistern shall be depressed by
“ D.'S bed etevalion of escape channel - cistern elevaton = 1339 06 -1337,95 = 1.11 m
Hur 2001
The  difference between  cistern  etevalion and bed  elevation of escape  channel  shall  be  pined by slope of 2:1 (H:V)
Length erf Cirstern required u determined from Graph between Froude number and ratio of lenglh of cistern (Lb) and downstream depth of waler (d2) (copy  of graph is  enclosed as Anrnjxure -1)
The value ot for Fronde No 9 76 is 3 95
<•
— = 3.9 Say 4
4/iC«
L, - 4x2.41 =9 46
Length of cistern can be determined from another formula
Length = 5{d d,)
r
Where. d2 = Depth Of w&ler adjacent to jump
di = depth 01 water al jump
= 5(2.41 -0.16)
= 5x2.229= 11 15m
Since maximum length out of two formulas is 11 15 m
SO provide ength of stilling basing as 12.0m
Basin Appurtenants; -
As  per  Froude  Mo  9.76.  Hydraulic  jump  with  horizontal  appron  basin  Type  II  is  selected accordingly the basm appurrenant are designed (Refer Annexure . 1)
i>
»)
Chute Mocks  ■ Height wdth and spacing of the chute block  shall be equal to ,j = 0 151m Say  0.2 m The Chute block  shall be provided a1 junction of glueing and horizontal appron The chute near side walls shall be at 0 1m from wall
Basin block
Shalt be provided al a distance of 0 8 O; from eoge or chute btacks = 0 0 x 2 41 = 1 926 Provide at 2 m.
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Height - hD, the (height shall be calculated from graph between Frauds ng and For Froude number 9.76 value of — is 2 25
h a - 2.25 X 0.1 B1 = 0 40
t
ili) End sill
At  1he  end  of  floor,  dented  sill  shall  be  provided  Upstream  race  shall  be  vertical.  downstream face shall be wi1h stope Df 2:1
Height = 0 20 ch = 0 2 x 2 41 = 0 462
Provide 0.5 m
Top width = 0.02d? “ 0 04 B provide 0 1 m
Spacing and bottom width = 0 15D2 = 0 15 x 2.41 = 0.36 m
Provide 0.4m
The end dent ft proposed to be adjacent to Side waJI and Shall have no gap between end dent and sidewall
Upstream protection and cut off
in u/s  impervious  floor of cc  for 5m length is  proposed to be provided At the end of floor t curtain wall to act as  cut off to a depth of 1.5m below the canal bed alevalmn shall J provided. The cut off wafl shall be of 0.5 width ai top and 1 Qm al foundation etevaboT Though there shall have no uplift pressure on upstream floor, however Ih.ckness  of upstream
Frav>de height of 0 40 m
Width at bottom and spacing = 0.75 Hb
= 075x0.40 = 0 30
Tod width shall be = 0.02 r,;, = 0 02 x 0.4 = 0 0B
Provide 0 1 m
Upstream face shaft be vertical and downstream face shall bo with slope of 1 1 Spacing from side walls shall be kept = 0.375 H = 0 375 x G.4 = 0 15 m
floor  shall  be  kept  as  0.60m  The  bottom  of  upstream  cut  off  =
/ canal bcd elevation -
us
depth ol cut off
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■ 1346.2 -1.5 = 1344.7
May 2007
Bt/ond impervious floor, for a lenglti of 5m pervious protector* of 0.6m thick cc block of Slone pitching over 0 3m gravel shall be provided in bed and side slopes of canal A IM wall 1 Dm deep shall be provided al the end of pervious protection wrfh 0.5 top width al top and 0.0m a1 bottom
Down stream cut off and protection
Provide  cutoff  waif  2Qm  below  the  cistern  revel  with  top  widlh  ofO  5m  and  bottom  wvtth  ul 1 OOm ai foundation
Foundation etevglfon of Curiam wall - cistern elevation - 2 00
= 1337 95 ■ 2 = 1335 95
Downstream protection
lmperv«us  floor beyond downstream How Shall be provided for 6m length. consisting erf co block or stone pitching 0.6m Lhick laid Over O.3m thick gravel A loe wall a1 end of imparvihus floor of 1 0m depth with 0.5m top width and O.Bm wirtln ai bottom shall be provided
Thickness ol Downstream floor
7  he maximum uplift pressure on duwnslream floor shall be when m the upstream Canal waler is St FSL and downstream fs dry Considering floor thickness of 1 DO m and assuming subsoil water level at D/s bed efovatxjn
The Static head = X5 bed elevation - Bottom elevation of cistern = 1339.06-1336.95
= 2 11 m
Total seepage head = ufs water elevation - d/S bed elevation = 1347 6 -1339 96 =9.54 m
Creep length for sloping appron = 2,24 (1346.2 ■ 1337 95) = 2.24 x 9 25= 18.48
Total creep length bom Uj'S to D/S (Refer sketch No 2] = 3*3*5*1 075+18 48+12+2*311 »47.665
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Hydraulic Design of Canal Structure
The uphH pressure a1 different pomts of floor shall be
May 2007
= 8 54 (i . rfceP !er‘Zih lfPto
■,
Tcnaf creep length
The weight of concrete shall counteract uplift pressure
T&lal uplift heap = Slatic head + seepage head al that pomt
The  floor  shall  be  designee  as  ROC.  The  floor  shall  be  designed  for  uc-ift  pressure  as  oalance head i.e. = Total uplift pressure - 2.25
Uplift pressure and balance head for which design is to be done <s given m following Table
Static head 2.11 m Total creep length = 47.665 m Seepage head^ 8 54
Table 3.1 Total Pressure along length ol Floor
s
No
1
Point constderedi
2
Creep length
upto point
Uplift pressure head
8.54(1. fo1 3 j 47.665
4
Static.
head
Total
head
mft
Total
Pressure
in Vm2
3
1        A1 end or fkxjr
42.665
567
2
I3
i4
J 5
2m from end of floor
40.665
4m
6m “                 *
35 665
36 665
8m
34.665
s         iQm ’
12m     *       "
32.665
30.665
0 054 2.11 2 964 2.964
1 28 2 if 3 39 3 39
1 62 2 11 3 73 3 73
1 96                2 11        ■i 0 7          -1 07
2 31                 2 11         4 42           4 42
2 65                2 11         4.70           4 76
3.07 2.11 5 Ifi 5 18
Provide l.rfi RCC floor upto 2m lengin, 1 25 RCC floor from 2 to 6m and 1 5m thick floor from 6 to 12 m from end or floor So balance pressure for design o1 RCC. floor shall be
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Hydraulic Design of Can al Structure
Table 3.2 Balance Pressure along length of Floor
May 3007
s.
No
Point
Total    uplift pressure
fsq.m
2 964
Thickness       pressure     due
of          slab
to   self   weight
Ba'anco pressure for
.vhich RCC floor is 
1       AL end of floor 2        2m irom end
proposed        d  floor  2  25  x   Io bs desMgr&d Ihichness       of
fltxx
1 0                    2.25                         0 714
3.39
10
2 25                        1.14
3 4m from end 3 73
4 firn from end 4.07
1.25
2.31
092
1 25
2.31
1 26
5       firn from end
4 42
1.5
3.375
1.045
6
10m "
4 76
15
3 375
r 1 365
7
12 m "
5.16
15
3.375
i 805
The width of fall .$ 3.00 m and bed widlh of Escape channel is 5 m The transition lenqth shall be provided 'with splay oi 1 in 5
Length required =          « 5 = 5m
Provide d'S previous protection for 6m length
D/S  Sidewalls  of  aslem  shall  be  for  length  of  12*2  -  14  m  with  lop  •levaluxi  equal  to  1  5m above down s1 ft am Tail water level
= 1540 36 * 1.5 - 1341 36. provide upto 1342.00 m
Return walls shall be al right angle io sidewall at the end wrth top elevation at 1342.00 m
Length shall be l 5 {Top elevation - D^S bed elevarnml + 1 5
■ 1 5(1342.1339.06) * 1 5
■1.5x 3* 1,5
= 4.5 * 1.5 = 6m
The foundation etevaHon is proposed tc be kept 1 5 m below cistern elevation i.e 1337.95 - 1.5 = 1336 45 keep at 1336.50 m
Top widlh of sidewall and return /.all shall be 0.5 m
Bottom width = 0 .55 x heighl up to foundation
= 0 55 » 5.50 = 3.025 m
Prov.de 3.00 bottom width front face shall be kept vertical
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Road
May 2M7
Provision or service road of 5.00 m wd1h on canat is made on r«f1 ban* d Right banx primary Canal The escape structure is also proposed on left bank of canal, therefore a slat? for road bndge across escape structure is necessary.
H r? proposed Io provide 5 .00 m wide road slab adjacent to lower tor lift gate of escape
Il is assumed that thickness of RCC stab shall be 0.6 m and top road slab elevation snafl be same as Chai of service road i e at EL 1349 60 m
The Dels led cfrawngs ol the structure, based on above design calculations, are available at Drawing no AD-F-Canaf-D-07 to 10.
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liSIH fltOCrt
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’-a
!>, *0-1
S-lDPE m t b "            ““
Dimension Sketch for Basin 11I
-nMiSKETCH ^Oft HEAD LOSS I* AQWDUCT 4 DiFFfcAfcNT ElfVATCMArju tadtssa IrrtEatlcn Project
Hydraulic Design of Canal Structure
2. CROSS DRAINAGE WORKS
2.1 Design of Aqueduct on Right Primary Canal ACROSS WAMA At Km B OO RIVER
Generar
May 200?
For development of irrigation i n Eihtopia. B lue Nile River basin is considered as one of the potential area In Blue Nite river basin Dedessa fiver is one o( lhe important nver Yield from the catchment of river is considered suitable for harnessing far irrigation purpose.
In the past, studies were conducted by different agencies USSR, WAPCOS ano BCE DM for locating different dam sites on over Dedessa for the feasibility study. After reconnaissance visit 10 sde and studies of alternative proposal the dam site location at lai 8 31 '-12'N and lor>g-lude
is tentatively selected The dam sile i$ approximately 1 5km upslream of , unction of Dedessa and Wama River.
The Project Proposal
in the project proposal it i$ proposed to irrigate 13665 ha [approximate) of land on both flanks of dam Th® dam re proposed lo be earth and rock fill dam The maximum height of dam <s proposed io be 40 6 m from riverbed elevation of 1320.00 m
Canal Proposal
For irrigating area on bolh Hanks, two canals are proposed 10 takeoff from dam. one on the left bank and other on right bank Lett bank canal is proposed to take otf from left bank abutment d dam In the right flank. there are two saddles adjacent to each other, -saddle No-i and saddle No 2 In saddle No 1 spiWway structure is proposed to be located, where as outlet fey nghl bank canat is proposed to be provided m saddfe no 2
Frorn  the  consideration  of  elevation  of  command  area,  the  elevation  at  outlet  from  dam  w,lh minimum draw down elevation is lentaitvely fixed a! elevalmn ol 1350 m-
Tha elevation n saddle ft approximately  1357 5 m. where as  the elevation of ™  let ,s proposed to be kept at 1350 m elevat.cn The FSL in canal dow(1 s(rearn Ou1(eJ * accordingly fixed at 1348 m elevation
The area ft proposed to be irrigated by iwo canal systems, left and right bank canals taking off from the dam and saddle no. 2 of right flank  The lengths and d.schgrge of canals  at out let point for ’wo canal systems are as below
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May zw?
s                   Canal
ho
1 Left bank canal
Area of
Approximate              Discharge at
f
irrigation         tengih of Primary        Head in m" sec in ha                canal in km
7450                     60.18
2
Right bank canal
6215                     42.00
______ ___ _____
7 521
9015
J
Total                         13665                 102.98                      16.536
Topography
The topography of command area is very undulating, as such the primary canals far left and nghi bank  are la be afigned as  contour canars. Since canals  awe contour canals, number of drainage channels or streams shall be required to oe crossed, for which cross drainage wonks 
are to be constructed In right bank there is major river Wama which is a
tributary al
Dedessa river and is  funning very  near to darn area Wama fiver joins  Dedessa rw®r approximately 1 5 Rm downstream of proposed dam The right bank primary canal has lo cross Wama river in Ils initial reach
The nghl primary cangt is aligned to cross Wama river al about Skm from outlet The location of crossing al Wama river wilh canal is al location 2S1325N, 9S60KIE with river bed elevation all 332 L- m. The crossing point is about 0 S km upstream o1 j unction of W’ama river and Dedessa river,
Hydrological Detail of Warn*-River
- Data for Wama River at crossing point
Since WAMA River has very large catchment and structure across river shall be very important therefore flood value for IDO /ears return period considered for design
The rivdroloqical data for 'Wama war is ootainad from t mSQGOD maps, available survey maps in scalel 10, 000 and hydrology draft report
1) Catchment area approximately                 =         3542 km' ii) IDO year peak flood discharge                   =       584 m’.'sec ill) 5D0 year peak flood discharge                  =       776 mJj'sec
tvj Rtver had E4eval»on
v) Average river slope
. Hydrological data fix canal
s       1332.0Orn
■ 1 in BOO, (0.001251
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May Z0O7
Hydrological data are bafved on canal design carried oul for command area of r»Qht bank canal computed from survey maps
i| FuH supply discharge (inclusive of 10% flexibility factor)
ii) Canal bed width
mi) Full supply depth
ivj Longitudinal stope of canal
v) Length of canal from origin upto crossing
vi) Velocity in canal
vii > Side stopes of canal
7 52 mVsec
6 25 m
1.40m
1 m 5000 (0.0002)
8.00 km
0 643 Wsec 1.5:1 (H:V)
2:1 (H:V) to filling
Stoce FSL of canal 3t h&ad is proposed Co be 1345 0€m The F Si at crossing shall be
FSL al head - loss of head due lo slope upto crossing pont
- Loss of head in structures upstream of crossing
- 1348 - 0.0002 x 8000 - G.lO m (assumed head toss in structures) = 1348-1 6-0.1
= 1346.3 m
vli) FSL of canaf 31 crossing
yiii) Bed elevaLton cf canal at crossmg Calculation for high flood elevation
1346.3 m 1346.3 - 1 4 1344 9 m
For evaluating high flood elevation in nwr. value at peak  hood discharge of 100 year relurn penod shall be considered For free board purpose peak flood ■value of 500 year return penod shall be considered
As per hydrology repod the peak (food discharge values are ■
i) For 100 year return period
m) For 500 year return penod
-          534    rn^c =         775 mJfsec
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May 3007
For evaluabng high flood elevauon of river following topographical details are considered
i- Cross section of river al crossing po*nt
H LomgMudiftal slope of nver
iii River bed material
Oelaii topography survey and geological mvesfigation are yet to be completed in absence of detail survey  and investigation, which may  lake some time data available from differeni available records are considered for design
Cross  section of river has  been computed from contour survey  mao of command The nver slope computation is earned uul from f: 50,000 map. It is reported Ihal exposed rock out crops are available at crossing point.
On the basis of above information, highest flood elevation has been computed
For calculating highest food elevation following formula has been used
□ = A x V Where Q ■ Peak flood discharge wi a?’ see
A = Area of river below flood level elevation considered
m mz
V = Velocity of nver dunng flood in m sec
The velocity is calculated by Manning's formula
F = I4’ *5' ;
IT
Where, n - Coefficient of rugosity expanding on nver bed material
R = Hydraulic mean depth = AJP
A = Area of river below Hood etevalion
P = Wotted penmeter of nver below flood elevation
S = Longitudinal slope of river
As reported, exposed rack Out crops and boulders are available at Crossing site therefore value of n is  considered as  003. The longitudinal slope ot r.ver upslream and downstream of crossing is  obtained from 1:50000 Map The shape is  evaluated by  consuming two Contour points crossing lhe nver and lhe distance between lbwm The stapes worked out are
Up sirea m of crossing s 1 700 {0.0014Jj
Down stream ot crossing = t:BGO (0 001251
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May 2007
Fix computa^n of high Coed etevation slo&e of 1: SOO has- been considered Based on above daLa and cross section oi river, values lor area, wetted perimeter, discharge and velocity for different elevation from 1336m tq 1338m a re computed for every 0.25 m interval. From the computed values a rating curve for discharge and flood elevation is drawn The detail values and raimg curve is enclosed as annexure 2 From the rating curve lhe highest flood etevatons are worked oul for flood values of 100 and 50C years ralurn period
• For 100 year peak flood of 554 tn' sec flood etevalion is = 1336.66 m
il For 500 year peak flood of 776 see flood el«vai*on l$ - 1337 Qfi m
m Widlh of invar ai 1366 6 m elevation is = 155.90 m - 156 00 m
Area a! high flood elevation of 1336.66 m ■ 310 ?9 m*
Welted penmeter = 163 57 m and velocity = 1 83 nv’seo
■ Seiecinon of type oi structure
The canaf discharge is  only  7.52 m’/sec  and bed elevation at crossing i$ 1344 9 m fhe discharge in Wama river is 584 m’/sec and highest flood elevation is 1336 66 lor IM year flood and 1337 08 for 500 year Hood Clear difference of more than 7.5 m is available between HFL of nve-r and canal bed. IhPrefore box type aqueduct structure is most suitable for crossing
* Water way of drainage
The width of river at HFL 15 156 m. and there is difference of approximately 7 5 m between H Fl and canal bed elevation, therefore the riwar waler way can be restricted al crossing poml
The widih of river for regime condition is given by Lacey's equation
P 4.8^‘g
Where,             Q = Total Peak discharge n rn’/sec
■ 584m<'Sec
P = 4 03 < 584    = 4 83x24 17 mJ;sec
= 116.72m say 117.0m
Il is  proposed to provide peics  at 10 m c/c  interval P&irs  shall be of reinforced cement concrete 10 m Ihtcfc, with peir cap o1 2.0 m wide and for 1.5m height The peir cap shall be provided 10 accommodate the hearings between super structure and peir. necessary fw moving
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May 2007
vehicular load The cap shall also provide the support for superstructure Irough of ca^al The
1
cul and case water of peif shalr adsc be provided 2 0 m wide with semi circular shape
Length of nver a! HFL elevation of 1336 66 is 156.0 m if the length of strucftwe is reduced from 156 m canal m Hanks  of river shall be in heavy  fitting. Heavy  frlling section shall be uneconomical and when the canal is Bowing thefe shall be always danger qf heavy losses nnd breaching of canal any Imne during running of canal
To avoid such occurrence, it is proposed io provide J2D0 m length of aqueduct structure with 20 bays of TO m each center lo center So there shall be 21 parrs al 10m center to canter. Perns at entry and exit end shall be burned peirs Due to provision of more length, of structure there shall be reduction in length of heavy filing reach, and reduction of ‘waterway of river al HFL shall be also minimum
■ Canal Water way
J
The futt Supply discharge d canal & 7 52 m j*stc with bed width of 6 25 m waler depth 1 dm. and velocity 0.643 m/sec.
Assuming velocity d 1.35 m.'sec in trough. Area of trough required few passing the discharge
<?
FWtKfty ifl PV/iry/?
I J5
Assuming depth of water m barrel same as that of canal i.e 14m
X 5 57
Waterway required shall be = ■■■     — J.ga Say 4.0 m
14 J.4
Assuming free board of 0 5 over waler depth for trough
Height of trough required is = 1 4 * 05 - 1.9 m provide 2 0m
Therefore required size or barrel 15 4.0m x 2.0 m Provide twin duels of 2 0 m x 2 Dm with a vertical divide wall o! 0.30 m thickness
The Iwn duels shall be of reinforced cement concrete with, fop, bottom slab and m.ddle wall shell have tlwkness o1 0 3 m The outer side walls shall be 0 45 m thick. it is proposed to lake road over the duel- For easy entry and exit oi vehicles Iram canat to road over duct. I he earth woik of canal shatl be provided io cover 1hts end peif tor about 6 m lenglh ol q d on both
U
side o1 structure iiwde width of duct shall be 4 3m and outer width 5.2 m
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* Transitions
May 2007
I I 1
I
I
I
I
I
I
I
It i$ proposed io provide 4:1 splay in contractiCA at entry and 5 1 splay in expansion at exit
£W ted httA - WWrA □/ bam/
Length of contraclion transition =
Provide 4 m
Length nJ expansion transitions -              *,r x5 = 4-875
Provide length ol 5 .00 m
Shape ai entry and exit poinls shall be belt mouth type
■    Head loss and bed levels at different section
■    Head loss is calculated for different sections (Refer sketch enclosed)
Sections considered are -
1- 1 At me enVy point from canal io structure
2- 2 At the entry point of duct
3- 3 At me exit point of duct
4- 4 Al the exit pornt of downstream of canal
Considering section al 1-1
Canal bed width 6 25 m, Water depth 1.4, side scopes I 5 1
Area at FSL - (B + nrfjrf
Where. & = Bottom width in m
I
d - depth of water m m
n - side slopes of canal
I
Q^Dischargn? in m7$ec
A = Area In m4
I
V= velocity in m/sec
A = (6 25 * 1 5x 14) 1.4 = 11.69 m2
I
O - AxV. V - CWA
Velocity = 7 52 /11.69 = 0.643 m/sec
I
Velocity head = V  i 2g ■
J
=
-
2x9 8!         19.62
I
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Hydraulic Design of Canal Structure
Canat bed elevation = 13J4 9 m
CaAtff$L ■ 1346 3m
TEL - FSL + vetoriy head = 1346 3 * 0.021 = 1346.321
At Section 2-2
Area of trough = 2 x 2 k 1 4 = 5.6
V; = vetoed? ■ QfA ■ 7 52/5 6 ■ 134 m/sec
Vetoed? lead = = ■ 1 3471962 = 1 90/ 19 62 ■ 0 092 m
May 300?
r
0.2 fa -r/)
1
Loss of Lead in conkaction = 2jf
=             2g
Elevation o’ water surface = TEL a! section 1 -1 - 0.014
= 1346 321 -0.014= 1346.307
£levai»on of waler surface = TEL- Vetocrfy head
= 1346.321 -0 0902 = 1346 217
Bed elevation = 1346.217 - 1,40
= 1344.Bl7tn
Bottom elevalion of bough slab and top elevation of peir
- 1344.617 - 0.30= 1344.517 m
At section -3-3
Head loan from seciion 2-2 to 3-3
tn  this  section  the  RCC  trough  barrel  shaN  continue  tram  section  2-2  10  3-3,  therefore  area velocity, welled perimeler, and velocity head shall remain constant at both sections
The head toss IO this reach shall be calculated from Manning formula
MM
VJ-1ihR  S  *
VjB velocity between section 2-2 Io 3-3
Where  n  ~  Coefficient  of  rugosity  depending  on  surface  material,  tawen  as  O.Q16  for  concrete surface
R = Hydraulic mean depth = A/P
A = Area of Rough upio waler efevation in trough P - Wetted penmeter of trough
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HydraullcDesjgn nf Canal Stniettire
S = Slope in trough
=      56 - = 5.6/9.6 = 0.58 4-4jI.4
1 =0.70
Vj = l 34 = 1/0 016 x 0 70 S *
\fay_2DQ7
1.34 jr Q.0I6
0.70
S =00094
= 0.03 J
Head loss >n litough = Length or trough x stope
■ 200 X 0 00094
= 0.1138
E^vatton cd TEL = TEL Blevatian at 2-2 0 188 = 1346.307 - 0.188= 1346.119 Elevalton of waler surface = 1346 119 -velocity head
= 1346 119-0.092 = 1346 027
Bed elevalion = water surface eievelipn - waler depth
’ 1346 027-1 4 =t344 627
Bottom elevation of duct stab and top of of pair Na 21 (downstream peir)
= 1344 627 - 0.30 (thickness of bottom slab of trough-
= 1344 $27 m
Section at 4-4
The setiron from 3-3 to 4-4 Is expansion Iransition portion The canal section at 4 4 is at seclion 1-1, therefore velocity, velocity head shall remain same as that of section 1-1
V4 = 0 643 m/sec and velocity head 0 021 m
Loss of head in expansion between sedujn 3-3 and 4-4 >s
03K; t?) = U-afrl j4) -{n.634f |
19.62
0.3(l8u 0.413)
19 62           - 0 021
Elevation of TEL at 4-4 = TEL od section 3-3 - head loss =1346 119 ■ 0.D21 =1346.098
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Erevation or waler surface TEL al 4-4 - Velocity bead
= 1346.096 - Q 0Z1 = 1346 .Q77 m
Bed eiisvationi = waler surface elevation ■ waler depth
= 1346 077, -1.40 = 1344 677
Total head loss m structure
= Upstream FSL a! section 1-1 - Downs! ream FSL at section 4-4
■1346.30- 1346 077 ■ 0.223 m
Foundalion elevation
Foundation   elevation   determination   *s   dependent   on.   ib*   scour   depth   measured   from   Highest Hood level
Scour   depth   is   calculated   py   two   formulae   On*   by   Lacey’s   formula   and   another   by   Unwin's formula
Lacey's formula
q = discharge per unit length
f = fi4l laclotf depending upon bed material
(J (Forj/ dfawAargt?)
fijjft'icrjvr/Pierjr watemav
Proposed  length  of  structure  is  200m  Deiween  entry  and  ex.«r  peir,  0u1  effective  lengih  at  HFL  is only 156m.
There shall be 15 peir of 1 m thickness a1 H.FL
So effective waler way ■ 156 -1x15= 141
Q = 5B4 m3/sec
t rv+
Therefore discharge per meter length q = -— _■ 4 14 m sec
Since   i!   -s   reported   that   exposed   rock   outcrop   and   boulters   are   seen   m   river   bed   for   which value of sA factor is not given assuming maximum value of 1 00 (or heavy sate
2    11 = 1.35 (4.14 /1) ‘’
= 1 35x2.50 = 3.45m
Foundation pi peirs are lo be kept 1.50 D, Selow highest flood elevation
D, - 1.35 {q ff)
,,
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Hydraulic Design of Canal Structure_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ May 2007
The H.FL of riv&r is 1336.66 m Scour deplh for p&irs Should be 1.5 x 3 46 = fi 22 hi below HFL
• Scour depth by Unwin formula
According La Unwin Formula = normal scour depth = /T = R(Wi'L)'
Where R = Hydraulic mean depth of river below H.FL
W - Lacey's regime width = 4.73 v Q
Q = Maximum flood vatue
L = Obstructed width of water way of river
R = For River when HFL at 1366 66 m from Table available al Annexure - 2 = 1.65 * 0 OS of (difference between 1366.50 and 1366 66)
= 1.94
W =4.73 v'584 = t14 31m
L = Obstructed widlh = 141.0 m
D' i 1 94(114.31 / 141)oe;r
=1.94 x 0 B7 - 1.69m say 1 70 m
The maximum scour depth for pen1 is taken as = 2 X D'
* 2 X 1.70 = 3.40m below H.FL
For determination of rotindaticr, elevation, maximum scour depth calculated shall be considered
The scours depths are
Scour depth as per Lacey's formula As per Unwm formula
5.22
3 40
Scour    deplh    values    by    Lacey's    formula    being    higher    is    adopted    for    fixation    of    foundation elevation
TheH.F Elevation is 1336 .36m
River bed elevation is 1332 00m
Foundation elevation for pairs = 1336 66 - 5.22 = 1331 44m
Depth below river bed Is only 0.56m
Therefore. Keep minimum depth of 2.0m bekiw river bed le 1330.00m
Foundation level ol peirs located in river portion below H.FL shall be 1330 00m
Phus    tocaled   above   H.FL   elevation   foundation   elevation   shall   be   kept   2.0   m   below   ground elevation at peir location.
Foundation  elevallon  of  wings  4  transition  walls  shall  be  kept  2  OCm  below  ground  level
« Afflux, in dr&nsgg
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Water Works Design & Supervision Enterprise
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Hydraulic Design or Canal Structure
May 3007
J
Dutt  Io  contraction-  of  nrver  flow  area  at  s-lructu'o  s^e.  there  shall  be  rise  hi   High  flood  water elevation which is Afflux, which is calculated by formula
Afflux a h ■ (v*tt7J5 * 0.0152) {A te - 1)
Where, v - Is velocity in unobstructed stream .n m/sec
A = A/ea of unobstructed stream in nT
A a Area of Obstructed area of stream in m2
Where. V = 1 83 msec
A = 313 50 SQ.
Area  of  obstructed  stream  =  Area  of  stream  unobstructed  upto  HFL  -  Area  of  peirs 
The^e shall be 15 pfcks in entire length of waterway at HFL
The  average  area  o<  peirs  shall  be  for  3  peirs  only  m  nver  portion  (for  height  between  elevation 13321c 1336.66) l.e, 4.66 m
The  remaining  12  peirs  shall  have  average  height  between  elevation  1332  to  133.66  i  c  4.66  m and 1.0 m.
Therefore area of pe*f
= 3x1 x 4.65 + 12x1 x —6 —
j
= 13.90 * 33 6 = 47 5S sq, m ObSkucied water way 316 50 - 47.53 sq. m = 270.92 m1
Afflux ={163I/17S5 *0.0152) {(310.50/270.9?)2 1} = (0 100*0.0152) (1 38-1)
= 0 1626 xO 3&        = 0.062m AFfrfeluex bHoFarLd= 1336 66 * 0 062 = 1336.722
Free board In Mnage Is the
afflux HFL ol river
Free board = 1344 327 - 1336.722
= 7.605 m
Minimum tree board requrtd -s 1 0m
between
bottom elevation £|ab q| h
Therefore   lhere   is   wfficmnl   free   board   ol   7.6m   available,   which   is   much free board o1 1 C<)m
rnore than required
Water Works Design & Supervision Enterprise
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Hydraulic Design of Canal Structure
Loads and forces to be considered for design of box
Loads and forces to be considered for different components of trough are - Top slab:-           (i) . Seif weight
May 2M7
(ii). Combinafron of Moving load of vehicle on road which shall create
maximum moments
Bottom slab - (i) Self wepghl
(ii) Weight ol waler
Middle waW (i). SeM weighl
S*de walls fi) Waler pressure from inside (ii) sell weight
The whole structure shah be monolithic structure and shall have fixed (rigid) joints
The   stresses   acting   on   each   member   due   to   load   and   forces   acting   shall   be   oblamed   by moment dismbubon melhod
Length ol Peirs
The tolal outer widlh of dud is  5 2 m Adding for cu1 waler and ease water ol sent circular type which shall continue up to the ground elevation. Ttie radius  of cut and ease water shall be taken as per dimension of peir cap i e 1.0 m.
Therefore total length of peifS shall be 5.2*1.0*1.0 - 7 2m
Water seals or stops
There shall be joints  at every  junction of trough between iwo consecutive bays  The |oin|$ shall be located at the center ot per For presenting leakages  from jcnis. either copper metal water seats  made o1 copper plale or corrugated synlhefic  sheets  snail be provided The shape and widlh or corrugaled synthetic Rubber water stops shall be as below iRefer skelch enclosed)
Bearings
It   ts   proposed   IP   provide   road   on   top   or   trough.   Therefore.   suiLapie   beanng   shall
proV)ded    fw
transferring movements  of moving load from Superstructure to subalruclure Bearings  shall be fixed belween the bottom level of trough slab and top of p*. Separate bearing* shall be provided fur each Iruugh ot bay
Umngt-Canal adjacent io aqueduct * in filling ol aboul 7 m from bed elevation. To reduce heavy  seepage from heavy  titling reach of canal, cement concrete fining shall be provide/^ canal The fining shall be lOOrnm thick C C M15 cast .n sHu and work of fining shall be done
59
Water Works Design & Supervision Enterprise
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Hydraull design of Canal Structure
Muj 2007
■
with paver lining machines. Co^Wftte fining shall oe Iflri ovBr 150 mrn Ibick compacted 5-ub grade The sub grade material shall be semi pervious and ncuvjweiling
The detailed drawings for ihis skudu<e are available at Drawing oo-Ad-F-canal-F-^ 1 tn 14
’“«r Worts Design tSuperrtsItnai^r “
" «ud Tr£
60
k|mArj-o Dedesja [rrtfatloo Project
Hydraulic Design of Canal Structure
May 2007
Annexure - 2
Arjo Dectessa Irrigation project
•Rond Li5r.<H Ctrrp^aiian Tor Aqueducx Crosang cw Warna Rw
Metals n
0.03
Awrage Bed Sope. s             0.00125 1 in 800
Etev i m?  Area iSq.m)
Ptenmffter1‘mJ R (m)      QfmJsj
Vai Infs   IWdlh im1
1339.00      556.78
1317 75      500.01
1337 50      461.22
1337 25      416.33
. 1337.00       37353
133675      332.72 1336.50        291« 1336 25      25744
133600       22297
203 19          2.74   i 1284 87
199 35           255     1117.00
101 46          241      976 78
163 57          2.27      94710
175.67           213      727.90
167 33          1.99      620 212
15665           1.85      52236
15037            I7t       434.19 141 55           1.57      356 19 |
231 166 09
230 191.12
212 183.2a
203 175 3?
1.95 167 50
1,86 15903
1.78 150 56
169 1423©
1.50 13362
For □esgr Rend
o                          584mtfs EJbv=       1336 66 m
'AirtJi:        155.906 m
Rating Curve at ttama Cr cessing
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Water Works Deslffo i Supervision Enterprise " tn UHCtadH witt iBtwn^auj Cmnitumt, acd T«i,MCrtU hx L(-
6;fL’HUM. r iKKir
_ 2 lliL                  b-L?
Q X nA Q-! J l»wfr
Ex-nnuxi Vrwi«A«x>
SKE TCk FOR heap LOSS in CANAL TROUGH A DIFFERENT El£ YATlQN OF CANALArJoDed<-tsa Irrijitloti Project
Hydraulic Design o( Canal Structure
May 2007
2,2 DESIGN OF SYPHON AQUEDUCT FOR JEJEBA RIVER CROSSING WITH RIGHT PRIMARY CANAL AT 22,0 KM
The ArjO'Dedessa pfqecl consists  of providing irrigation facility  10 a command area of 13665 ha (appox). A Dam is  proposed to be constructed on Dedessa river at Latitude tJ*3T-l2’ N and longitude JtfMO'-MTE The dam site rS- located about 1 5 km upstream of junction of Dedessa and Wama river The height o1 dam 15 proposed to be 40.6 from the river bed. River bed elevation al Dam srt.e is  1320m. The minimum draw down eievatron proposed s  1350 m Full Reservoir Level is  1356 m. Two-canal systems  are proposed to takeoff from dam, one from left Hank  and other from right flank  The right bank  canal system is  proposed to takeoff from saddle Nn 2 in right flank  of dam. Spill way  is  proposed 1o be located in saddle No i in right flank  The fu« supply  elevation of right bank  canal takeoff from right saddle No 2 is proposed to be 1340.00 m at takeoff poinl
The primary  canal 15 a contour canal, and has  io cross  many  river, major and minor streams. The canal crosses  the Wama River in its  initial reach Major command area of canal lies  after crossing of Wama river The canal crosses  at km 22 fappox) Jejeba tributary, which is  a major tributary  to Wama river The catchment area of Jejeba tributary  at crossing point js appox  60 sq. km The hydraulic data of canal and Jejeba tributary are as follows.
CANAL DATA;-
1 Distance of canal from origin up 2. Full supply discharge of canal 3. Bed width
4 Full supply depth
5.   LongiLudingl slope
to crossing point
22km
6 66mJi*sec 6.00 m
1.35 m
1 m 50M (0 0DQ2)
6.   Side slope
1.5:1 (HV)
7.   Velocity in canar
□  623  nVsec 
fl Free board
0 90m
Fixation of FSL at crossing point
The distance of canal up Io crossing point from origin ,s  22 km The canal tangil^rtal slope is  1 in 50M. There « head Ims of 0 21 m for Wama aqueduct and cons.de/mg 0 30 Head ,Q5S of Other structures up 1o JeJeba dossmg, FSL of canal .$ worked ou1 as follows.
FSL 31 crwsins point = FSL at off lake point - head loss due to stope in canal
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Hydraulic Design pf Canal Structure
head loss in other structures up la crossing paints.
= 1340- 22000x0.0002 -0.31 -0 30
= 1340-44-0.51
= 1348-4 91
= 1343 09
Bed elevation of canal - FSL at crossing pool ■ water depth of oana* 2 1343.09 - 1.35 = 1341 74
Stream data
1. Catchment area
- 60 sq km
2 Peak flood discharge for 50 years return period 1 74 00 m /sec
s
The  discharge  rs  computed  as  per  rationar  formula  given  in  hydrological  report,  depending  upon the trilensrty or ra. nfall. lime period and slope of river etc.
3. River bed elevation =1339 50 (assumed)
4 Rrver longitudinal slope a1 crossing point
Calculation  of  slope  is  done  from  1  in  50.000  map  Stopo  of  40  m  is  there  in  3.6  km  <  Difference between contour upstream and downstream of crossing site)
Stope = 3000/40 = 1 in 95 say 1 in 100 (0.01)
Determination of HFL
The   value   of   peak   flood   by   rational   formula   «   74   m’fsec   Add   10%   for   safely   purpose Therefore lhe discharge considered for design shall be
- 74 * 7.4 = 81.4 = say 82 iTpj'sec Determination of HFL IS worked Cut from lhe formula
G-vfjrr
Where, O - maximum flood discharge m nr’.'sec
A = Area of stream below hFl in m* V = Velocity In nVsec for design flood V U determined by Mann.ng's formula
J - '■ .* fl'1 s '1
r
it
Where, n = coefficient of rugocny = 0 030
j
R ~ p lor assumed value of HFL
M
Ltd.Arfa IsJewi rirlEifloti Project
Hydraulic Design of canal Structure
A = area of str&am upto HFL
P a wetled penmate* and S = river bed si&pe - 0.01 River bed Is assumed as 1330.50 m
Assume HFL of 1341 iom Area - 36 k 1.612 -23.8
P =36.5
May 3007
/? = — -0.79 36.5
= 0.85
Therefore. V = 1/ 0.030 x 0.85 (0.01 V
W 33.33 X i> as X 0.1 ’ 2,63 m/sec
QsAx V = 28.fi x 2 83 = 61.50 m^sec
Required   design   drecharge   is   82   m^sec.   therefore   the   assumed   HFL   of   1341   1   i&   adopted   tar design.
The HFL af Jejeba tributary Is 1341 1 and canal bed etevaliwi al crossing point is 1341 74 m,
and lhere will be very small free board between HFL and insert *&vei of slab ter canal
Therefore, it is proposed 1o provide syphon aqueduct at crossing pome
Proposal of - Canal for structure
The earthen banks  of canals  are discontinued and the canal waler is  oroposed to be taken In concrete (RCC) trough. Canal is  proposed to be flumed, service road shall be taken on top slab of trough
Drainage water way
Lacey's regime penmetar wrdth =. 4 03 JY>
= 4.B3VR2
= 4 83 x 9.055
= 43.74 m
The velocity of unobstructed stream is 2 83 m/sec
Allowing vekKdy ol 3m.'sec through duct, area rj opening required
.< = “=2733^
3
Providing 3 dud o4 4 m x 2 25 tn
65
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Hydraulic Design of Cana! Structure
Total area 3 3 X 4 x 2.25 m =27 mJ
Two pe>rs of 1.25 width and abutments of 2m width am proposed io be provided
T Dial water way =4x3+125x2 = 12+2.5 = 14.5 m
Canal Waterway
May 2M7
Bed widlh of canal is 6.00 m, water depth is 1.35 m, velocity is Q 623 rn/sec. Allowing velocity of 1.20 m/sec through trough area required to pass canal discharge will be as follows
r
O 6 66
4        ■------ = 5. >5 m
? 1.20
Allowing water depth same as that of canal of 1.35 m, width of trough required
W = -52 = 4.jlHt
1.35
So provide duel widlh = 4.00 m
Allow ng 0.60 m free board m canal the depth of duct shall be = 1.35 + 0.60 ■ 1.W m = provide 2m
Provide duct of 4 Q m* 2.0Q m size
Velocity m duct = — — - 1 23 nr/ sec.
4 x i.3S
Provide splay of 4 in 1 in contraction and 5 1 in expansion Lenglh ol ccntracbori transition = - A j Jjtl
6-4 length of expansion transition = - —   5 5^
2
m conut.ct.pn and expanse transit™, CC. floor of 600 mm thick, shall be provided wdh )0o 150 mm thick CC M-20 ^aid over 450 mm thick CC M-15
Length o1 duel d4 llurritHj portion
c
. . -      2 Jr 2 -14.3*
-14? +>          16.J |50 % of abutment w*dlh|
= tn 5 m t 4 m for Road
= 25.5 say 26.0 m
Water Works Design & Supervision Enterprise
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Hydraulic Design of Canal Structure
Hoad toss anti bed levels at dirftfent section (Refer enclosed sketch)
At section 1-1
Area of canal = (B * nd >d = (6 OO * 1.5 x 1 35) 1.35 =10.83 nr
V = 0.623 m/sac
u                           0.6233
Volody head =— =-------------------= 0.02 m
2jf H>.62
FSL eievdlion of canal » 1343 09
TEL = 1343.03 * 0 02 = 1343 11
Bed eievalron = 1343 09 - 1.35 ■ 1341 74 m
A| section 2 -2
Area o1 trough = 4 x 1.35 = 5.4 mz
Velocity «1.23 mi's
Varocity  need  =  ----  =  -!_c~  ■  {j.ou
2$        19.62
Loss of head at contraction transition from section 1-1 to 2-2
(1.23*-0623 )
Loss of head =02 -—------------------------ 1
2*
19.62               19,62
TEL  elevation  al  2  2  ”  TEL  at  section  1-1-  head  loss  m  contraction  transition = 1343.11 -0.012
= 1343 098 m
May 2K7
..
Water elevahon at section 2.2 Bed elevaticn at section 2.2
Bottom  elevation  of  trough  slab  =  1341.668  -  0  30  =
= 1 43 098 - velocity head
■ 1343 098 - 0 08 = 1343 0i8m
= 1343.018 - 1 35 ■ 1341 668
------ --- 1341.368 i assuming Slab thickness of
0 30m)
At section 3-3
Section   of   trough   between   2-2   and   3-3   is   ihe   same   Therefore   velocity   of   1.23   m/see   and velocity head of 0.08 m shall remain the same
Area $ section is 5 4 m’.
Water Works Design & Supervision Enterprise
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Hydraulic Design of Canal Structure Wetted penmeier = 4*2*1.35 = 4*2 70 = 6 70m
j54 Hydra^ic mean deplh - K ■ - =* -—= 0.8]
r 67
. K*>=0S7 Velocity is given by Manning formula
May !D07
I t*1
•’ n ■ 0 018 for concrete surface
H _ (I 23)" (O.Ol&f
(O.frlf- Hence head loss = 0.00065 x length of canal trough
= 0.00065 x 26
■ 0017 m
] 52 r (I <JfHJ3
0.76
= 0 00065
TEL elevation al sec 3-3 = TEL at sect 2-2 - Head loss between section
2-2 4 3-3 = 1343 098-0 017= 1343.061
Waler surface elevation at section 3.3
■ TEL at section 3.3 - velocity head
= 1343.081 - 0 08 = 1343 001
Bed efevahon = water elevation - water depth
= 1343.01 - 1.35 = 1341 654
Bottom level of Slab =1341 654 - 0 30 = 1341.354
Section 4-4
Canal section at section 4-4 rs  same as  that of seclicm 1-1 Therefore vafocrty  of 0 623 msec and velocity  head = 0.02m shad remain same Toe trough velocity  and vewcdy  nead of section 3.3 is 1 23 m.'sec and 0 08 m
Head loss in expansion
til 23l' - |Q,623>-1 19.62
0.3 l 1 13
= 0.017 19.62 ’
_ n ?ll 52-0 39) 19.62
TEl elevation al section 4-4
= TEL at section 3-3 - Head loss m expansion = t343 081-0 OV - 1343.064
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Hydraulic Design of Canal Structure
Waler elevator at seclion 4-4 ;FSL in cana?)
= TEL at 4.4 - velocrty head
= 1343.064-0.02= 1343 044
Bed e'evalw at section 4-4
= Waler surface efcvllton water depth = T14 3.044 - 1.35 = 1341,694 m
Total Mad lo$R fr<xn U/s canal FSL to C/$ canal FSL = 1343 09- 13JJ 04J ±0-346 m.
May 2007
The canal trough shal be having bottum and lop slab of 0 30m thickness and side wall, ol 0 45 m thickness  Read of DS 7 standard as  per Ethiopian Roads  Aulhgrily  shalfl be considered and design for moving loads  a & per bridge design manual 2OG2 being used in Elhicpia sha-l be considered
Total width of trough = 4 * 2 x 0.4 & = 4.9 m
So oeif length shall be = 4 9 * cul waler * ease water
= 4.9 + 2x075 = 4 9 * 1.5 = 64 m
Road on Top shall have wdlh
= 4.9-2 times width for railing wall of 0.20 m
■ 4.9-2x02
= 4.9 -04
= 4.5 m
Loss of head through siphon Barret
Mead loss through siphon Barrel is calculated by Unwin's fexmuia
Where, fi = Coefficient of loss of head at entry = D 505 fi = a (1 * bffl) Where
va ue
|   cd a and b taken dS 0 QO31G an(J Q QjQ
camani plaster of concrete surface
L = length or barrel in meter = mdlh of Rough -49m
R = h.ytJraUic mean depth = —            — * ~ “*___ #> 2 (4 - 2 25)
V - 3 m/&ac
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Hydraulic Design of Canal Structure
2WJ7
h w( I -r O.5OS 4 0.00316 (] * 0.030. 0.72) 4.9 072)
- (i+0.505 * 0.022)
_ 1.527*9
= ------------nn=rtU.“0 nr
19.62
HFL of stream as calculated earlier is 1341 1m
Keeping downstream HFL of stream as 1341 1
Upstream HFL wilh afllux shall be = Di'S HFL ♦ Head loss
= 1341.1 + 0.7D
= 1341 3m
I
* Up lift pressure on root of trough slab
ry
1
I
Loss ol head al entry = 0 505 — = — -=O.5O5 O.23nr
2g 19.62
Level difference of effective head al the entry
«
U.'S HFL - head loss ai entry
= 1341 B-023
= 1341.57 m
Minimum bottom level of slab fas calculated) for down stream end
= 1341.357
Hence uplift on iraugh slab
= 1341.57 • 1341 357
= 0.213 m or 0.2T3 tonsJn?
tn empty trough condition,
Only sek-weighl of the slab 0 3m Ih.cx which is 0,3 x 240 = 0 72 t/m: shall counter oarance the
uplift pressure. Self-weighl of trough dseH >$ more than uplift pressure hence no additional
provision is required 1or design o1 stab lor uplift pressure
The canal trough is proposed to ba o< ngm (fixed) jp.nl type T hereto stresses s hall be
calculated m each member o1 trough by moment dtslnfcuitoc Uplift pressure of 0 213 shall
akso be considered in calculating stress d«tnbui«n and reinforcement  n    e provided
5   aa b
aGCordiftgly
Water Works Design & Supervision Enterprise
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Hydraulic Design Qt Canal Structure
Uplift pressure on floor of drainage
The size of drainage is proposed as 3 duds of 4.0 mx 2.25 m
Hay W
Tap elevilon of bed floor ol drain ■ Bottom elevation of trough sFab » 1341.357 - 2 25 =
1339.10
The lowest stream bed delation tevel is 1339 50m
$0 stream bed shall be depressed by 1339.50 - 1339. TO = 0 40 m
Assume Ihickness of Bottom of RCC Slab = 1.00 m
The Bottom elevalifr^ or floor slab                    ■ 1339 10-1 0 = 1330 10 m
Since lhe fhxx  or drain rs  Io be depressed a sloping floor of CC <n bed far upstream and down Slream far 5 m length shall be provided with a cut off wall at the end of cc. floor The cut off wall shall be taken up to scour depth elevation.
Uplift
C^culatwsn of pressure On floor slab gf stream
The  maximum  uplift  pressure  on  floor  of  stream  shall  be  when  lhe  stream  is  dry  and  canal  is  at full supply elevation
a) Static uplift Head on the barrel floor
- Bottom revel of trough slab - 2 25
■ 1341 354-2 25
1339.104 say 1339 10m
Bottom RL of floor considering 1 00 thick RCC. S?ab = i33B. 10 m
the Sub sail water level up to lhe bed elevation of mam the sialic uplift on floor Bed cJftiretion or stream - Bottom efevafon
= 1339 50 - 1330 ID =■ 1 4Q m - 1 40 vm7
bt Seepage head-- Seepage head shall be maximum when canal lS running a1 FSL and Slream is dry.
The total seepage head = FSL or canal - bed level ol siraam = 1343 09-1339.50 a 3 5g ffl My 3 60m
Residual saapag. head al can,ar al lira! spaa al tada! „ c8ltMi,le(1 hy
saepage «» shad M a,ong Negiacn,
nK)r (j  WKiw (R (eJ
^,
'
total length of SMpage flow shall be as follows 1 Upstream C .C floor fengih in canal
from centre ol abulmem
4 lV.
la Issod.ta mu, laim.an.anui Cmaluan Md IeffinKrlu
waler Works lesl80 & Supervision EnterortsT
LwArj* Dtdwcsi rrrlfatf on Fnrjwt
Hydraulic Design of Canal Structure May 2007 
—■
_ ------------------------------------------------------------------------------------------------------------
2   ADuimenl half mdlh
1 on m
3.
Half or barrel span
2 30 m
4.
End of drainage floor from
Centre o? floor ’/■ e^h * 5 0 m
7.50
Total length
1450m
Creep length up to cenlio* of barrel = 7 .00 m
. Residual seepage head al centie po*nt of flocx
=
3M)R- —-)
r     14 50
= 360 [1-0.48)
■ 3 60 x 0.52 = 1 87 m = 1 87 urn*
Thus total uplili * Residual seepage head * state head
■ 1 87 m * 1 40 m = 3,27 m. i e 3.27 tpns/sq. m
3 >7
If only CC floor is provided then requited thickness shall be =                : = t 45m
Sul  a  is  proposed  io  provide  1.0  m  thick  RCC  Flow,  and  structural  design  snail  be  none according id uplifl pressure
The uptiit pressure that is exerted on floor shal1 be
E Total uplift pressure - sefi weight of slab
■ 327-2.25 =■ 1.12 Vm*
So floor shall be designed for residual pressure o4 1 12 t'm:
Design of gravity floor
RCC raft for drainage floor off 1.00 m thick  for length pl 6 5 m shall be provided After that lenglh of grav.ty  Hoc* ts  proposed as  5 00 m the residual seepage head at the end of RCC Fkxx end start of gravity floor shall be
Total creep length. = 14 50 m and creep length up to end of RCC floor is
4*1*2*25 ■ 9.5m
Residual seepage head = 3.60 (1 - 95 H4,5)
3.60 [1 -0 66) = 3.60x0.34
- 1.224 m
Since  1.0  m  1h«k  CC  yravrty  floor  is  proposed  sialic  head  from  skeam  bed
same as lhai o» RCC floor i.e 1 40 m Total  uplift  pressure  at  junction
elevation shall hu
..
Water Works Design & Supervision Enterprise
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Hydraulic Design of Canal Structure
=S Stave pressure * resKjual seepage ftoox = 1.40* 1.224 - 2 624 t/sq m
Thckness of floor required = 2 -524/2 25 = 1.16 m
g** -007
Provide 1 25 m CC gravity fltxx at junction of RCC floor, which shall be reduced io 1 00 m al end A cutoff wall shall be provided al the end of gravity floor
Scour depth
Scour aeplh is calculated by Unwin’s formula
Scour depth by formula
R = 1.35 (q/rp
q = discharge per unit length and f ■ sit factor as per bed materral Total clear lenglh = 4 x 3 = 12 m
q = 62/12 = 6.83m]''m length
Take t = 2 fcx heavy sand
R = 1.35 x (6.83J2),q
= 1 35 x 1.51
= 2.03 m
Scour depth for per shall be two limes the scour depth calculated abo^e >2x203
= 4 06 m from HFl
Foundalon elevaten for pier
= HFL - 4 06
= 1341 1 - 4 06 = 1337.04 m provide 133? Om For abutment foundation shall ce taken as 1 5 times scour depth
= 1.5*2.03
= 3.045
= 3.05 m. say
Fpurxlabon elevation of abutment =1341 1 - 3.05
= 1338.05
Provide 1338.00 m
The loundalron etevaiion of floor slab * 1336.10 and that of gravity fltw n3g 1fl
1717 MR
So keep ftxjndati&n of abut/heni al 1337 B5m
Water Works Design & Supervision Enterprise
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' <’JArjrMuH. Irrigation Project
Hydraulic Design of Canal Structure
Upstream and downstream cut off wall shaii also oe kept at 1337.85 m. elevation Normal scour depth by Lacey's formula
D' = 0 79 (43.74/12}“'
R - Scour depth D' = R(W/L) 0 67 R = Hydraulic mean deplh
W = Lacey’s width
L = actual width provided R = 0.79 (lor HFL)
W=43 74 L = 12
■ 0.79 x 2.39 = 1.68 m
May 2007
Since this depth 15 fess than scow depth calculated by previous formula the scour depth considered and foundation elevation fixed earlier shall be provided
Free board
In canal free board of 0.7 m is provided
Top bank efevatron in down steam of structure shall be
FSL ol canal * 0 70 m
=1343.03 * G.70
= 1343.75
tn the stream the upstream HFL with afflux is 1341.8 m
So the drfference between top of canal banks ant) afflux HFL = 1343 75- T341.8 = 1.95
required
The canal trough shall be structurally designed for following loading and pressure
Top slab = Self weight
3 load of moving traffic vehicle load as per bridge design manual 2002 to create maximum bending moment
Side walls - Self weighi
= Water pressure from inside for height of 1.35 m
74May 2007
I
I
I
I
I
I
Arjc Dedessa irrigation Project
H^raulkc Design of Canal Structure
Holtom slab
i) Condition when canal Ml and drainage dry
- Self weight
- Water pressure of 135m column
ii)  Condition when canal is dry and drainage at HFL
- Self weight - acting down stream
- Uplift pressure an bottom of slab
Far Oram barrel
Bottom slab >
i) When drain is full and canal dry
*    self weight
- weight of water up to afflux HFL ii. When dram dry and canal is full
i Self wsiight acting, down ward *  Uplift pressure acting upwards
■
For Piers SeH-weight + max weight of trough when canal is running full * load of one span 1or man vehicular load
For Abutment
-sell weight
- Earth pressure horizontal from back (whan drainage is dry)
- Load of 1/2 span lex max. vehicular road
• Upstream and downstream pervious protechon for canal
Previous protection consisbng or 0.45 m thick CC bloc* or Mono pitching |ai(t mer 0 1S {h(Ck
gravel for 4 .0m lengih shall be provided m upstream and downstream after impervious coocrele Itoor in transitions. The protection shall be provided in canal bed and side slopes A Toe wall Shall be proved at the end of pennous protection for a depth of 1.0 m Top width qf toe wSl,
shall be kept as 0 5 m and bottom width as 1.00 m for 0.30 m height from foundation The detailed drawings lor this structure are available at Drawing No. AD-F-CanahF-15 ip i$
Waler Works Design & Supervision Enterprise
Is AHOttallDii with ImmQudfieaulCQDSutiuiu ind Tecbnocrsis Prt. UdLn"ifni iMraf
waCDLJMfi-M
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a»ru u<itt
IM0OB
SKETCH FOR DETERMINING DEPTH AT JUMPArjo Dedessa Irrigation Project
Hydraulic Design ot Can it Structure
2.3 Design of Canal Syphon For Right Bank Canal At Km 2.00
May 2007
The Afjo-Dodesse Irrigation project rs  one of the identified projects  for development ol Irrigation area in Ethiopia. In the past studies  were conducted for identification of rfam SFle location and cornmand area After studies  ftx  diffe*enl proposal are examined and reconnaissance visit Io different sites, dam site at location Lalrtude S^ar-IS” and Longitude 36: 4O’-M” E on Oedessa river is  considered suitable The height of dam is  proposed to be 40 6 m from river bed equation 1920 m. The proposed MDDL is  1350 m for canal outlets  The project proposal consists  of providing irrigation facility  on both hanks  of Dedessa river For irngation two canals are proposed, one on the left bank end another on right bank. The right bank canal is proposed to lake off from a saddle No2 situated on right flank about 2 Skm from main dam In 1he saddle No. 1 on right flank, it is proposed Io provide spillway slructuce
The nghl bank  canal rs  a contour canal having about 40 secondary  canals  takeoff from primary canal The main structure on right bank canal is Wama River aqueduct about H km from takeoff point OT canal from dam A Number of small tributaries  are crossing the canal before Wama rnrtiF for which suitable structures are to te designed
A very  small drain crosses  Right bank, canal at about 2 km from takeoff point The catchment area of small Ihbutery  or dram Is  abed 2 5 sq km. The FSL rrf canal at off lake (joint below dam is fixed as 1340.0m
The hydrological data of canal and stream are as below
Canal Data
1
Full Supply discharge
e
7-52 rnStaec
2
Full supply depth
E
1.40 m
3
Bed width
=
6.25 m
4
Longitudinal Slope
=
1 m SQOO (0.0002)
5
Side slope
1 5; 1 (H V)
6
Velocity
=
0.643 m/sec
7
FSL at offtake pointe beiow dam
=
1348.0
a
Bed elevation at ofi Lake pont
*
1346 6
9
Distance o1 crossing of dram
from offtake
E
2.2 km
10
Ground elevation on bank (av)
=
1948,5 m (Assumed)
Water Works DesLuu t Supervision Ent^As?--------------
77
tn Assorts W1U> l
n[erC
o^
en[3
tC
CQ3UtUlflts Tecliafleflla Kt L(CAija Dedusa IrrifiatloB Project
Hydraulic Design of Canal Structure
Drainage ctetaifs
CCaalchtchmmeennl tarea
May 2007
Peak flood value for 25 year flood
3
River s -ope from 1350 to 1330 m
4
lowest stream bed assumed elevation
5
Bank elevation
2 5 sq. km
10.0 m Vser.
1 m 50 (0 02) in 1000 m
1346.00 m
1340 00 m
H.F.L of Drains
The peak f ood discharge of drainage for 25 year return flood is computed as 10 00 m3fsec The flood computation has  been done from the ralcnat formulas  and procedure is  given in hydrological report of the Project
The discharge of drain
The d*scharge as per rational formula is = 10.00 mVsec
Since  the  discharge  computation  is  as  per  Rcrtatoonal  formula,  and  catchment  arua  is  small  add eKira discharge of 30% (3 0 m^sec) for computation of HFL lor safety 3 0 m’/sfrc
J
Therefore Total discharge a 13 GO m /sec
The cross section of drain is such that m 10m distance elevation of 1347 .00m is available Assuming HFL al 1347 0 m.
Area at HFL = ~—i = 5 m; 2
Velocity in drain = F a -'S1 J Consider n = 0 03
F = — ji0.S9(0 02/e
0.03
= 2-70 m/see
a = A X V = 5 x 2.78 = 13 90 m3/ ec
S
The peak design discharge considered is 13.00 mVsec
Therefore H FL of 1347 0m elevations MfMHdered is adopted tar design Canal FSL and bed elevation at cressing p tn|.
O
The canal FSL, al off lake point
s 134g.oo
Water Works Design & Supervision Enterprise
In Association with iotercoeUaeQial Consultants and Technocrats Pvt LU.AjJo De4essa Irrigation Project
Hvrtrauf}enftsL?n nfCAna] Structure
-J*1
——
M w 2O2i
_
The longitudinal slope of canat is 
=  1 in 5000 (0.0002)
The distance of canal from off take point = 2.00 fcm 2000
FSL at crossing point
(Head Fqss in slrudyre considered as 0.04 mJ
-  FSL at off taJ?e - 2000 x 0 0002
= 1 348.0 - 0 40 - 0.04 = 1347.56
Canal  bed  elevation  al  crossing  point  =  F$L  -  FuJl  supply  depth
= 1347 56-1.40
■ 1346 16
Since discharge of drain is  very  small and afso bed elevation of canal and river bed are practically  at same level and distance of dram is  not more than 25 m at ground elavaton, lherefore canal syphon structure is proposed at this crossing point
Section of drainage channel
As per Lacey's formula the width -of waler way = 4.73
= «73j|3 =4.73 x 3 63= 17 41 m
Sul the bed width al HFL of drainage is only 10 m Therefore dram section shall be fcepl as par nalural water way
Canai Waterway
The discharge of canal is *
7.S2m3/sec
Bod width is 
»
6.25 m
Vefodly 
=
0.643 m/$ec
Normal area
-
(B * nd)d « (6.25 ♦ t.5* 1.4) 1 4
11.69 m’/jet
In the barrel velocity proposed is 2 X 0.643 = 1 286 m/sec Provide velocity of 1 35 m/sec in barrel for canal
Area of barrel required =
■ z 5.57 m»
Depth of waler in trough is proposed Io be 1.6 m
5 57
So width of barrel required ■               —— = 3 4a m 1.6
Provide barrel width 3.25 m
Provide barrel Size
=          3.25m x 1,6m = 5 2 m1
Water Works Design t Supervision Enterprise
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lo Association with Intercontinental Consultants and Technocrats Pvt, Ltd.ArJ* Ikdessii Irrigado-n Project
Hydraulic Design of Canal Structure
7 52
AdwaJ vetocity in banal ■ —— ■ —  = 1 45 mfsec
May 2W7
7
3.25tI6
This velocity shall be checked tot sub critical flow candilian. For sub critical flow condilion Fronde number should be less lhan one. Froude number is calculated as
-
F = -^= - --------- ----------- v » 1.45
_ v „ .e
d» 1.6
.LdUojr
3.9*
Since value of F Is k?ss chan one. (he flow in barrel shall be sub critical
Head lo*s and bed levels at ditttrvnl section of canal barrel
Width of canal syphon barret is 3.25 m and width of canal is C 2S m Provide splay of 3:1 tn contraction and 4:1 in expansion
Length of contraction transition = —L 232  y^ 4
x
* g y 5
am
Length of expansion transition = —5                         r 4 - 6 m
Since the wdth of drainage al elevation 134B.0fn is  25 m, the length of syphon barrel of canal below drainage is  proposed to be of 25m. Losses  al different . Section are calculated as  given below: (Refer enclosed sketch >
A1 section 1-1
The FSL elevalion at section 1-1 Area ol normal canal section
Velocity in canal
Velocity head
TEL at section 1-1
= 1347.56
= ii 69mi
= 0.643 m/sec
_ t' 0 M31
- — ’ —■— = 0 02
2.?      19 &2
= FSL + 0.02
1347.56 * 0.02 * 1347.56
Bed elevation of canal
= 1346 16 m
At section 2-2
It is proposed lhat at entry and exit the depth of water be increased to 1.9m from 1.6 m keeping lhe top of barrel 0.1m below FSL at this pomt. The level of barret at enlry and exit shall be
Water Works Design & Supervision Enterprise
In LssodaUon with ltmtcotnlnental Consultants and Technocrats Pvt Ltd
SOArjo Dcdmi In If acl □□ Project
Hydraulic Design of Canal Structure
May 2MJ7
higher  than  lhal  at  centre  portion  Th-s  shall  help  m  fcoeoirg  ends  a1  barret  submerged  and barret shall run full for belter syphoning
Azea of sectton al entry and exit = 3 25 x 1 9 ■ 6.175 m4 O 7 si
Velocity = k --              1 22 m/sec 4     6.175
Velocity head =   v :         (1 221J
1-35
JO 62
2f 1*5 62
» 0.07 m
Loss Of head bel'wcen sections 1-1 lo 2-2
, t; JI 22)4
19 62
•«.»«.-mi
Say -               0.01
TEL at section 2-2
TEL al section 1-1 - head loss -1347 58-001 = 1347.57m
RL of waler surface = TEL - Velbcrty head = 1347 57 - 0 07 = '347.50 m
E leva lion of bed (Invert Eleva bon) = Water surface - water deplh - thickness of upper slab = 1347.57 -1.9.0.10 - 0 3 (assuming ihic*nfrss of slab as 0.30 m)
■ 1345.20 m
Boitbm elevalicn of Bottom slab ol trough - 1345.20 ■ 0.30 ■ 13^4 &fl m
Head loss through barrel
Head loss through barrel is given by lp< mula
L V1
h = (1*ft*f2
f, = 0 08 for Bell mouth entry
(, = 3(1 + %)
Where, a and b are consLants depending upon ifa surface of flow, 3f$d
R = hydraulic moan depth of trough
For concrete and cement piaster surface a ■ 0.00316 and t> = 0 10
?    2(3 25 + 161   9.7
Therefore b = 0 00316 (1* —
U.54
Water Works Design 1 Supervision Enterprise Lo feiMWiot wiu tattwitanttiCeuiiitMu T^h09crate Kl tuLirjo Dtdem Iniffiuon Project
Hydraulic Design of Can " “
= 0.00316(1 *0 19) = 0 00316 x 1.19
= 0.0036
length of barrel considered is 25 m Velocity m barrel = i as hVsm Sutalrtunng values m formula
May 2OP7
At section 3-3
Elevation of TEL
Elevation o* TEL at sec 2-2 * head r«s irwough barrel
= 1347.50 - 0.12 = 1347 36 m
Elevabon of water surface
= TEL of sec. 3-3 ’ vetoedy head
= 1347 38-0.07          =         134 7 31 m
Bed elevabon of floor = Waler surface elevation - Waler depth at exit • 0.3 thicken of slab = 1347.31 -1 9-0.10-0.30
= 1345.01m
Bottom elevation of bottom slab = 1345 01 - 0.3
■ 1344.71m
The sections al 3-3 and 4-4 are similar to section at M and VI. therefore vetoes at Sectxx> 3-3 and 4-4 and vetooly head shall be same as per section 2-2 and 1-1 respectively
Velocity at 3-3            = 1.16 rrVsec Velocity al 4-4            = 0.643 rrVsttc Velocity head at4-4 = 0.02
Loss of head m expansion transition
2g
19.62
19.62
Water Works Design & Supervision Enterprise
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Hydraulic Design of Canal Structure
TEL al section 4-4 “TEL at section 3-3-0 014
= 1347.38-0.014 = 1347 366
E lev,ilion of water level         “ TE L - vetoc ily head
■ 1347.366 ■ 0 02“ 1347 346 m Bed   efevalion   of   canal   ■   1347.346   -1.40
= 1345.946 m
ToiaJ loss of head in slnjcfure from upstream to downglream = U/S FSL - D/SFSL
= 1347.56 - 1347 346 = 0.214 m Barrel details
May 2007
The barrel of syphtin is proposed to be of size 3.25 m x 1 60 m. the lop and bottom slab are proposed to be of RCC, 0 30 m thick  and skJb wall 0.45 m thick  The slabs  and side wall of barrel shalf be designed for slresses  Calculated by  moment distnbution As  the velocity  in dramage channel is  comparatively  high and drainage is  proposed to tie earned in earlhen secltoh, therefore to avoid damage due to abrasion to slab ol syphon duct an over burden of earth of minunum 0.6 m thickness shall be provided below the drainage channel bed elevation.
The lop of barrel elevation in central portion = Drainage bed elevation - 0 6
= 1346.00-0.6“ 1345,4 m
Bottom elevation of lop slab               =1345 4 -0,36 = 1345.1
Invert elevation of bottom slab of barrel = Bottom elevation of top slab • waler depth
“ 1345.1 - 1 6 = 1343.5
Bottom elevation of Bottom slab “ 1343.5 - 0 3
“ 1343.2 m
It is proposed to provide 0 20 thick base Fean concrete of M-10 below bottom slab of barrel The foundation elevation shall 1hen be
= 1343.2-0.2 » 1343.00 m
Bed elevations of slab at different points in barrel are -
1         At entry           1345 2 m
2         At exit              1345.01 m
3         In barrel al length of 14 m = 1343.50m under base of dram
The invert eieeainin unde, rt™  el,
!h       ta by 
appoj( i ,n 3 T6s
ofty <° barrel and io pen,,, portion ebaii t» 6 m and ihH 0,
of barrel the length shall be 5.0 m.
'
Water Works Design & Supervision Enterprise
[n Association with IntercooUneotal CttnsttllMts and TecbntKrsts Pvt. Ltl
° exir er,dArjo Dedeiu trrtcidan Project
Hydraulic Design of Canal Structure Impervious Floor
May 2007
impervious  concrete  fkwr  shall  be  provided  for  entire  length  ol  contraclton  and  expansion transitions
Length ol imperwus floor on upslream ■ 5 QQm
Length of imper.'iDus floor on downstream = 6.00m
UpJift Prwiure on barrel Floor and Impervious floor
The maximum uplift pressure on barrel floor and impervious floor shall act when the canal is dry and drainage at HFL
The HFL of drain = 1347.00 m
The bottom elevation of foundation at center portson = 1343.00 m
Total upWt pressure = 4 00m = 4 t/m*
Bottom Slab shalT be designed for uplift pressure of 4 timJ  for 14 m length For slao at entry the uplift pressure shall be of two types, static pressure and seepage uplift pressure
Stelit head at pcvnl 6. assuming sub soil water
level upto bed etevation of can J 
d
= fied elevahon of cangr - foundation eievalion al points 8
= 1346.16 -(1343.50 -0.50>
= 1346.16-1343.00 = 3 16m
Seepage head at B = HFL - 1343 50 = 1347 - 1343.50 = 3.50 m Total creep length =910 + 6*5              = 20.10 m (Refer enclosed sketch) Length upto B = 6 + 4.10 = 10 10 m
Seepage pressure =350(1- ’               ■) = 3.50 fl - 0.67}
= 1 16 m
So totaJ head ■ static head * seepage head
= 3.16 + 1.16 = 4.32 m = 4,32 t/m1
So uplift at 8=4 32 t/m* and at C lhe up lift snail be 4 Cm2
C O Floor al B. shall also be subbed to same uplift pressure as lfta1 4            32
Thickness of floor required at point B shall be = -— = 1.92 m 2 25
(fQugh = *Arjo Bedrssa Irrigation Ptojwl
Hydraulic Design or Canal Structure
May 2007
-
Provide thickness  f.QOm at B reduce to 0.6m at A. As  lhere shall be no uplift pressure, therefore, minimum thickness  of 0 6m is  proposed However floor shall he designed as reinforced cement concrete for uplift pressure of 1.92 - 1 00 = 0 92 m - 0.92 tftn7
For  exit  end  and  down  stream  floor  concrete  at  point  O,  E,  F  the  uplift  pressure  at  D  shall  be same as fo< barrel slab i.e 4 Vm7
Static head
= O''S canal bed elevalion foundation elevation at point F
= 1345 936-{l342 51 - 0.50) where 0 50 is thickness floor and base concrete = 1345,936 - 1343.00 - 2.936 say 2.95m e 2 95 L'm2
Seepage head = HFL ■ 1343.50
= 1347 ■ 1342.9 ’ 3 50m
Total creep length =41* 5*6 = 15.10 m
Lenglh upto point E =4.5 + 5 ■ 9.1m
Uplift due to seepage = 3.5 (1*
) » 3.5 * (1 -0.60)
= 3.5*0.40 - 1.40 m
Total uplift at E = 2.95 + 1 40 = 4.35m ~ 4.35 t/sg. m
For Barrel Slab
So uplift pressure at D shall be 4 Vm  and for floor at E ■ 4.35 Um The floor a1 E shall have same uplift pressure of 4 35 umJ Thickness of C.C floor required ai E
4.35
7
1
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Prov.de floor thickness  of 1 00m at point E to reduce to ™um thickness  of 0 Bm at F Al F there shall be no uplift pressure, therefore, minimum thickness  is  provided The f|ow sha„ be designed as reinforced cement concrete.
The  floor  Shall  bo  designed  far  uplrtt  pressure  of  1.93.1  go  =  0 93  5a/  1 ymJ There Shad be 0.20m thick foundation concrete of M1Q below
A cutoff wall ai the end of C C floor shall be prqvideo far foundation width! .0 m
1.5 m depth with top width 0 50m        S. at
Water Works Design 4 Supervision Enterprise
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S3Ada-Bedessa Irrif ation Project
Hydraulic Design of Canal Structure
Upstream and downstream protection
May 3(KF
Upstream and downsLream pervious protection for 5m lengths in upsUeam and 6.0 m length is downstream sha" be provided beyond c.c  (Toor The protection Shall be grven n bed and slopes of canal 0.6m above FSL of canal. The protection shad consists of 0 6m thrO c c block Or stone pitching laid over 0.3m gravel or well graded filter
Load and Stresses on (rough
The   slabs   of   barrel   $ha»   be   subjected   lo   fofiowing   loads   and   pressure,  which  shall  be considered for design
1        Top slab
I) Self weigh!
ii) Earth load
iii) Weigh! of water beJow saturation level
2         Bottom slab
i)  Self weight
nJ llptft pressure
iii) Reaction of sort resulting due 10 load of sirudure on foundation
3         Side walls shall be tested Tor two conditions
i} High flood in 1he dram and canal empty.
In this case earth pressure of sod and water shall act from out
side on Barrel walls.
ii) When no water in dram while barrel is full
In this case water pressure shall act from inside and saturated
earth from out side
The  barrel  shall  be  of  RCC.  monolithic  with  rigid  ends  and  shall  ho  designed  as  continuous Structure The stresses in members shall be obtained by moment distribution method
The ihickne&j of barrel slab and side waifs shall be 0 30 tfiick The hs^i ■
V JU BUCK I rw barrel sue in center is 3 25 Therefore lengths cl horizontal slab shall be 3.25 <-2*03=3 &5m
Lenglh of vertical side walls shall be 1.60 + 2 *. 0 30 = 2 2(Jm
Al entry and exit ends of barrel, the size of barren is 3.25 m x 1 90 m
entry and exit end shall be as imtows:
so Jfinglh of members al
Water Works Design &. Supervision Enterprise
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for honzonlal slab 3.25 + 0.6 = 3.85 m Vertical members 1.9 * 0.6                 = 2.5 m
nay 2007
■
The deCaifed drawings tor jhcs structure is available at Drawing no AD-F-Canal-F- ‘7 & 18
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Water Works Design & Supervision Enterprise
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la AssodaUon with IntercomtBtal CowulUntt sod Tech a or. rats fM. ltdArjo Dodesu Irrtfatlun Project
Hydraulic Design of Canal Structure
May 2007
2,4 Design of Aqueduct (With N ormal C anal Section) at K m 2 5.54 of Left Primary Canal
Canal data
1.  Canal discharge
2   Full supply depth
3   Canal bed widlh
4.  Canal bed slop
5   Side Stopes
6 Full supply elevaljqn
=          7 Sfl7m’/sec =                  1,33 m
7 0m
-                  0.0002
=                    1.5H1V
-                  1342.69 m
7. Canal bed elevation                 =                  1341.36m
e   Free board Sir earn da1a
■                   0.5 m
1
Catchments area
=
I.Bfcm1
2.
Maximum flood discharge
s
3 .59 mi'sec
3-
Stream bed elevabon
S
1339.5m
4.
Average nver stope
S'
from (1:10,000 map)
Stream elevations 300 m iws and 300 m D/s starting from crossing location are At, 300 m ufs elevation = 1349.0 m
300m Os elevation = 1329 5m
Average ■ stope ■
1349.Q-1329.5 _ 300 + 300
0.0325
The peak Hood discharge as per rational formula ton 25 year return
Period flood
=        3.59 m^s&c
For design purposes Add 20% extra               =        0.72 m2/sec
Total flood discharge for design          =        4 31 m3/sec
Stream high flood level determination
The   HFL   elevalion   rs   determined,   after   assuming   an   elevation   far   HFL.   Using   Design formulae. - Q - M V
Where. O ■ Design Discharge of stream considered
A = Area of Stream below HFL in n?
V » Velocity in mJsec for design Itaod
V “ velocity is calculated by Manning's formula
____________ ---------------------------------------------------------------------- - -------------------------- ----------------------- - S9 Water Works Design & Supervision Enterprise
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Hydraulic Design of Canal Structure
' where, n = coefficient of rugocdy assumed as 0 03
May 2007
P-wetted perimeter
S= Average slope of stream
Assume HFL at 1339,8 - from the cross section of the stream on the graph sheet _ SO.uflJ _
Area - --------y-- = 3 m 2
1
P = jb.3  +1.8' + 18+ 2.02
P ■ 20.02
21
V=^'(0l5r*(O.tB25r
V « 1.696 m/sec
0 = A x V = 3m? x 1 696 mJ/s = 5 .088 n?/sec.
Design discharge ■ 4.31 m’/sec
So design discharge is litlle more than required design flood
Drainage water wav
According 1o Lace/s formula perimeter
W = 4.73je
W = 4.73 74308
= 9.82 m
Prov.de 2 duct of wrdth 4.5 m and assume piar thskness asim Total dear water way - 2 x 4.5 -9m
Pier thickness * Im Total waterway between abutments =ArjoDcdessa lrr1j*r)on Project
Hydraulic Design of Canal Structure
Canar waler way
H is proposed to carry canal across stream in earthen section
Way 2007
It  is  proposed  to  pass  sfream  discharge  through  twin  duct  of  4  5  m  width  with  water  depth  ol 0 30 m i.e depth of waler upto HFL above stream - bed elevation
The width of stream at HFL is 20 m, where as the width provided is 9 0Q m Original area of steam is 3.00 m'
Area of stream provided in duct = 9x03 -2.7 mL
Due to reduction of area from 3.0 m2  Io 2 7 Moleworth’s formula
m . there shall be afflux. 'which 15 calculated by
Where. V = <5 velocity m ductB= — = — 
0 fotul rfe'/fifN lAieAiJrgc
A
— 
d             ylrftf fl/ A = Area of waterway unobstructed
a - Area of water way provided m duct
V■
27
- 1.60 m/sec
A=
3 0 m and = 2 7 m2
Substit
uting values
Amu M=
,
iW.o.M„J(zyy
■ (0.1424*
0.0152) [1.23-1 >
>0.1506x0
23
= 0 04 m
So upstream HFL with afflux shall bu
= 1339.8 ♦ 0.04 = 1339 54
h is proposed to provide abutment over wh<h 0.50 m thui R r r .u ■
ol O.Sm b. p-o-idw betaeA ,op « s„b el vallo„ araj
.
11 w shall be provided Th*
«•’
TBerelrxe bottom blovatan of slab and top elavabon of peir shall 6&
= Canal bed eleven - earth custwn depfh - lh(Cknes  <>(
s
s)ab
= 1341 36-Q-5-0.50-1340 36
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Hydraulic Design of Canal Structure
Free board above afflux HFL = Bottom elevation of slab - Afflux HFL of Stream = 13443,36 - 1339.B4
= 0.52 m
May 2007
The  free  board  is  jursi  enough  to  accommodate  the  required  discharge  with  afflux  HFL  and  s more than required free board of 0.5 m.
Sc&ur deplh calculation and dele rml nation of foundation elevation
The  determination  of  foundation  efevation  of  abutments,  wings  and  p«er  is  dependent  on  thre scour dep:h, which is measured below the highesl flood elevation
Calculation of scour depth by two formulas (Lace/s 5 Unwin's formula J
♦ Using Lacey's formula - R ■ 1 35
« , f - silt factor
q=
v/frcm*** toear Mrutmwi,
4.31 fra’ / sec
----------- - = 0.40 m/sec 9 wi
Assuming Ibght sand is available is bed stream, value of f = 1 00 So. R = 1.35 (0 4S% J ' = 0.43 m say 1.00 m
• Using Unwin's formula
b'=wt
Where,                 R = hydraulic mean depth corresponding HFL
W - Lacey's regum width = 4.73
3 4.73 All = 9.02 m
L c obstructed width of water way of nver ■ 9.00 m o'= °-is
£T = 0.16 m
Scour depth by Laceys formula ts mare Iherefore safe SaR- t on '
of foundaban elevation
, uunHS considered for fixabon
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| D fesKliUu with HUttKfliufcJ GibmIiuu MQII Ttchnrurats Pvt. LU.Arjo Dedf-Wi lrrl^aUon Project
Hydraulic Design of Canal Structure
Foundation Novation of abutments & wing waif
Max scour depth - 1.5 x normal scour depth
" 1.5 x 1.00
LJ.-.5LE
So foundation level for abulmenls and wing walls
= HFL -1.50 m
= 1339 £ - 1.50 m
= 1336 30 m
Foundation elevation of pier
Max scour depth ■ 2 * normal scour depth
■ 2'1.00m
= 2.0m
So foundation level lor pier = 1339 8-2 00
- 1337.5-171
Length of duct shall be worked cul from 1W enclosed skelch Total length ■           1+2.50*13.10*5.00+1 * 22.60 m Design for floor of stream
May 2007
It proposed to prowde C.C Boor In the dud and in u/s and D/s approach and exri between wings.
The ground elevation near slream where canal slope joins NSi. is 1340.0 and top bank level Is 1343.39
Then |he stoping length erf canar with 2.1 slopes = 2‘(1343.39 -1340.0)-1
= 2"3 39-1
- 6 7£L1 =5.78 say 6,0 m
30
’ ‘W“Kh «
6 0 "■ *"*-» and l« Wrth
wngs.
Provide thickness of floor as 0.5m in dwet So. bottom elevation of floor
= Stream bed level -05 = 1339.5 -0.5 = 1339.0 m
BEtaeen
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_  Mv 2007
Oh the floor maximum uplift is exerted when thB canal runs full and ci ram is dry Therefore maximum uplift will be
= FSL of canal- floor slab level
= 1342.69 - 13639.0
= 3 69m ■ 3.69 Vm7
Il es proposed to provide cc lining in canal for filling portion adjacent to structure the lining shall be 100 mm thick CC M-20 cost in situ, laid over 150 mm thick compacted sub grade The sub grade malarial shall be pervious and non-swelling Due to provision of lining ihe uplift pressure is considered as 50 % of tcrial Lead
7
7
So. uplift becomes = 50% " 3.69 l/m  =16-45 t/m
Residual uplift pressure on the slab will be.
= 1.645 - 0 5 * 2.25
= 0.720 Vm7
So. floor shall be RCC and shall be designed for uplift pressure of 0 72 Um‘'
Upstream and down stream protection and cut off
Pervious protection of 0 45 thickness consisting of 0.3m Huck cc blocks rw stone pitching laid over 0.15m thick gravel shall be provided beyond RCC floor The length ol pervious protection on u/s and D-’s of stream shall be for 5.0m
•  A  Cui  wall  of  0.5m  top  width  to  a  depth  of  1.5m  below  the  steam  bed  lever  is proposed to be provided The cul ofl shall be provided at the end of u/s and D^s RCC floor The bottom width shall be 1.00 m
A loe wall al the end of pervwus pfoteclion shall be provided in upstream and dawn stream
The iop wid’h oi loe wall shall be 0.5m, depth 1,00m below btd elevation ol stream and bottom
width 0 .6m
Top and bottom width of abutments wings and return walls
For abutments. The lop width 1 abutment shall be kept as 1 00 m the top elation shall b* at elevation of slab i.e at EL. 1340.36 m
The width al foundation level (1338.30) shall be 0 5 limes difference between top elevation and toundatioc elevation
Bottom width = (1340-66 - 1336 30) x 0.5
= 1.28 m provide 1.5m al foundation elevation and 1 25 m at
0.3 above foundation elevatwn i.e 1336.6G m
94
Water Works Design & Supervision Enterprise
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Hydraulic Design of Canal Structure
Wing wall and return wail
The top width of wing wall and retutn wall shall be kepi as 0,5 m The bottom width shall be kept as.
0.5 x (top elevaton - foundation elevation!
May *007
The wing watt shall have manimum (op elevation as that oi top of canal bank • u 1343 39 and minimum (op elevation as 1341.00. Return wall shall also have top elevation as 134i 0 m
Maximum bottom width
= 0 5 (1343.39 - 1333 30) = 0.5 x 5 09
=  2  545  m  provide  2  75  m  at  foundation  elevation  and  2,5  m  at  0  3  above foundation elevation i.e, 1333.60 m
Minimum bottom widlh = 0 5 (1341.0 1338 30) ■ 1.35 m provide 1.50 m at foundation elevation and 1 25 m at 0.3 above foundation elevation i e 1335 60
The  face  on  waterside  shall  be  vertical  up  to  0.5  m  belowground  level  and  width  shall  be increased on other side, from 0.5 m below ground elevation width shall increase on bolh sides The detailed drawings for this structure are available at Drawing no. Ad-F-canal-F-19 A 20
Water Works Design & SupenrlslonEnterprise^"
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Hydraulic Design of Canal Structure
3. ROAD SRIDGES.TOOT BRIGE
3-1 OesJgn of Road Bridge at Km -15 Of Right Primary Canal
May 2007
In Arjo • Dedessfl Project Right Pnntary  canal after crossing Wama River, crosses  a road connecting Ketketo hot spring to Wama Adeie town. The Ketketo hoi spring an ‘mpodanl tourist spot Right Primary  canal at 15 km crosses  the road at T5 fcm. A road Bridge is proposed 10 be constructed at this crossing
The details of canal are>
1         Full supply discharge
2         Bed width
3         Fui supply depth
4         Velocity
5 Canal longitudinal slope
6         Side stopes
7         Free board
6 66 me/s&c
6 00 m
1.35 m
0.623 m/sec
1 m 5000 (0.0002) 1.5:1 (H V)
0 6m
The FSL al offtake po-nt of canal is iMOO m so canal FSL at crossing po.nl of bridge shall be
= 13400 ‘ *5000
' Heacf 1055 a' Wama crflS!in9 - Head losa at other
slrvctureg = 134S.OO - 3 ■ 0 21 - 0 24 ■ 1340 - 3 45 = 1344 55 m
FSL al crossing K 1344 .55 m
Canal Bed level at crossing painl > 1344 .55 -1.35      1343 Jq m
The  Road  eleven  at  crossing  pomt  is  assumed  as  1345.50  m  Gemeral  ground  elevation  IS 1345.00 m.
Canal Water way
The exiting canal waler way
■ (B*nd)d
= (6 + 1.5 x 1 35) 1,35 - 10.03 mJ
Waler Way for Bridge
Providing width of slfvclure between abulmenis aqua| Io ^rj width of canal
proposed io provide waterway of s,ngle Span of Gm with water death JT ” canal of 1.35 m.
Water Works Design & Supervision Enterprise
"* ua d waler depth of
97
lo Aiiociitlon wim iDtareontlaeoul CoosultinU indTeebnoerats Pvt. Ltd.Arjo JfEdesji Lrrifatloii Project Hydraulic Design of Canal Structure
Then velocity tn bodge portion shall be:-
Vefocity - 6 66 = 0.82rWsec 6.d 35
Majf 3007
If velocity is increased 1o two limes lhe velocity in canal, then velocity shall b e 2 x 0 623 =
1 246 m/sec
Assuming velocity of 1 20mfsec and water depth of 1.35 m lhen linear water way required shall be
5,55 jfljw
= d 11 m
The linaar waterway Bridge shall not be less (han 70% of canal bert width.
70% of canal bed width = 6x0.7 = 4 2 m
Since waler way erf 4 11 m as calculated above is less than 4 2 m (70% or bed width pf canal) therefore provide waterway of 5.0 m with single Span and water deplh of 1 35m Therefore With waterway width of 5 m and water depth ot velocity under bridge shall be
Area = 5x 1.35 = 6.75 m1
,, Q 66
I = *7 = , „
A 5, Oxi .35
~ 0-507 nvsec
So provide width ol 5 m and water depth of 1 35 m Afflux
Dub «,
.onWcta of ™ Imm 10.63 » « 75 m‘ 1her
aa
e ,Kall „ at)lux
*
Mfcu)a
Mole worth's formulae
Water Works Design t Supervision I.                      With Iltaie.tiMMtitDd Technocrats L(d
-------- —IrrifulQii Project
HydraulicDesIgn of Canal Structure . — „ 
= {0.055*0.0152} j 1.57 = (0.0702) 11.57 - 0.1 Im
°J'
The difference between FSL upstream and downstream of canal shall be kepL equal to afflux 
Upstream FSL = 1344 55 m
Downstream FSL = 1344 55 - 0.11 = 1344 44 m
Bed elevation downslream - 1344 44 ■ 1.35 = 1343 09 m
• Scour depth
Scour depth is calculated by formula
R ’ 1.35 ' y |       = where f = is Silt factor and q is discharge per running meter Here I is taken as 1.00
q = Discharge per running meter =            = I 11m 5.0
3
>MC
Subsiituting vaFues
Scour depth R = 1.35 |         ,    = 135 x (I *= 1.35 m 1 OS
= 1 48 m. $ay 1 50 m
Foundal^n shall be taken 1 5 times scour depth below D/s FSL of canal therefore foundat.cn depth of abutment shall be
= 1.40 x 1.50 ■ 2.22 m
Foundation depth (or abutment shall be = Downstream FSL of canal * scour depth Therefore foundation elevation = 1344.44-2.22 ■ 1342 22 m
Keep foundation at 1342.20 m
Upstream canal bed elevalion is al 1343.20
Therefore depth of foundation betow canal bed shall be 1.00 m
Free board
The free board of 0.6 m shall be provided between u/s FSL of
can J and bottom elevation of
a
Road slab
So Bottom elevation of Road slab « Upstream FSL ♦ free board
- 1344.55 + 0.6
= 1345 15m
Water Works Design 1 Supervision Enterprise
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Hydraulic Design of Canal Structure
The thickness of road is assumed as 0 6 m
So 1op of road eievalian shall be ■ 1345.15 + 0.60 = 1345.75 m
May 2DO7
In  ihe  upstream  the canal  beef  shall  be  flumed  from  6.00  m  to  5  DO  m  In 5  m  length and  in downstream expansion of canal bed from 5.00 m to 6.00 m ?n 5 m fenglh.
Road Width
Ft is proposed to provide 4.0 m dear width of road, curb 0 3 high 0.65 m wide and parapet wall of 0.5 m thickness  and 0 5 m high above curb. Total height of parapet wall shall be 0.8 m above road elevation including height of curb. So total width of slab shall be = 4 O > 2 x 0 65 = 5.3 m
Abutments
AbulmeMs  shall be of 1 ffl width at lop and shall be of CC M15. Bottom width al foundation elevation level shall be 0 5 times  haighl, height measured from foundation elevation - 0.5 x (1345.75 ■ 1342.20) =0.5 x 3.55 = 1 775 m
Provide width of 2.0 m a! EL 1342.50 and 2 25 m al foundation elevation -1342.20
Wing and parapet walls shall be provided with top width of 0.5 m. and heighl Df wing wall shall be 0.8 m above road etevatron.
Therefore lhe top elevation of wing wait and parapet wall shall be
= 1345.75 +0.80 m = 1346.55 m
Wing walls shall be aligned curved uplo 1m inside lop of canal bank elevation Wheel guards 0.30 m x 0.30 m (0.75 m height) shall be provided at 2.0 m c/c interval
Foundation of wing wall shall be kept as that of abutment i.e. al 1342 20m Bottom wdth of wing wall = 0.5 x height of wing wall upto foundation Height of wmg wall = Top elevation - foundation elevation
= 1345.55 -1342 20 = 4 35
So width ol wig wall al foundation elevation shaU be = 0 5 x a m « Upstream and downstream prolection
4175 m, provide 2.25 m
Upstream and downstream prelection in transitron for a length of 5 m shall be
The     protection     ,WI     crxtetet     10.30     m        «..«     CC     MppKs      w         won,     ^7*’*     T'
thick gravel.
^ eru.i5m
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Toe wall
May 2W?
A lo« wall wi|h Q 5 m Lop width Shull ba provided al the end of upstream and rfawnslreani protection Toe wall shall be tafcen to 0.8 m depth below canal bed elevfffcn The bottom width shall be 0.8 m at foundation elevation
Elevation of toe walk
Top elevation
Foundation
Proposed
in m
elevation in m
elevation in m
Upstream Downskeam
1343.20
1342.40
1342 30
1343 09
1342 29
1342.30
Structural design of Road Slab;-
Road of DS-7 standard as per Ethiopian Roads Authority shall be conj'dered Design of road slab shall te done for moving loads as per bridge design Manual 2M<! Deing used m Ethiopia Thft slab shall be designed for moving loads. Spacing of moving load shall be considered in such a way Iha1 it shall create maximum bending momenls The clear width of Road shall be kept as 4.5 m.
The drawings 1or this structure are available at Drawing no Ad F Canal-G-21 & 22
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Hydraulic Design of Canal Structure
3.2 Design of Road Bridge at 41,50 Km of Left Primary Canal Left Primary canal
May 2007
An access road connecting the people residing in the upstream of canal 15 crossing by Left primary canal al 41.5 km For communication and access from one side of canal to anolher side a Road Bridge is proposed at 41.50 km. After rhe project is completed traffic shall increase for transportation of crop from command area to the residence of c ultivators or for other purpose. As such the road bridges 15 most essential.
the details o! canal at crossing point are as follows 1. Full supply discharge      E                5.013 nAsec
2 Bed widlh
S.               5 0m
3. FuM supply depih           s                 1.21 m
4. Vetody
9                0.606 m/sec
5 lon»giludirval slope          =                0.000222
6. Side stapes
7. Free board
E 1.5:1(H.V)
a                0.60 m
0. FuU suppty elevation
=
1339.04 m
9. Canal bed elevation
=
1337 B3 m
10 Natural surface level
■
1339 00 m
With Side slopes of canal of 1.5.1. the widlh cH water way al FSL
= Bed width*2 x horizontal component or slope of canal x water depth = 5*2 x 1.5 m 1,21 = 5+3.36 = 0.63 m
Say c 6.65 m
Tna bridge «" designed keeping width of jir^ture a,^a|
equal <0 FSL In th.s case ftpw area for ca^l « pemg restnct^ thore 4hal, be equal to afflux, as such FSL and bed level eJevai,^ of ranaJ sbflll b
Qf
“ nK” »«.! h»o tols ta a,ua„ . B „
Th .relwe ,a
Brtdqe . such C way Iha, ihe waiarway a( F SL, Is not reduced
.
£jg lOWefRrf In
P-uv.rle
SWwa waterway at FSL is 6.63 m. it tt proposed to provide waterway of 9 m Th 9 m span shpll t» much thicker therefore k |a prQ(X)SflQ   Q
,
4.0 meach (Centre to center span as 5.0 m) wflh une p™ 3^ abutments Water Works Design & Supervision Enterprise
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May 2007
The lop width of peir is proposed io E» kept as 1 CO m wlh ease wale* and cvi waler semicircular in shape. The faces of peir shall be kepi vertical faces up lo 0 2 m below Ihe canal bed erevalion. Width cl pev in foundation shall be Increased as per design
*   Height or peir
II is proposed Io provide 0.6 m free Board above FSL of canal
Top devabofl of peir ■ canal FSL + 0 60
= 13390.04*0.6 = 1339.54 say 1339.65 m
Canal bed elevation = 1337.33 m
Height erf peir above c^nat bed =161 m
•    Road slab elevation & width
It is proposed Ihal 1he mx:knes$ of road slab be kept as 0.6 m Therefore elevation of road shall be - peir efevaben ♦ Uwcknes? of slab = 1339.65 + 0.50 = 1340.25 m
It shall correspond to road classification or DS,, standard as per Ethtopan Roads Ablhorily as this- is an unpaved access road
As per standards tha road width required shall be 4 OQ tn. Therefore Road bodge slab shall be of 4.0 m dear width between the curb Curb of 0.3 m height and 0 65 m vwda a< road level shall be provided. Above curb a parapet wall 0 5 m high and 0.5 m wide shall be provided
Therefore trial height of paraptu wall with curb shall be 0.BO m above Road elevation Total wrflh of slab = clear width proposed +2 X width of curb
= 4*2 x 0.65 = 53m
Elevation of parapet wall ■ Road elevation + total heighi of parapet wall > 1340 25 *0.00=1341 05 m
* Abutments
Abutment shall ba of 1.0 m width at top. The top etevalion elevation i e. 1340.25 m
The rood Slab shall rest on abulmorn for 0.5 widths
of abutment shall be
Road
Wing walls and parapet waits shall be provided with top width of 0 5 m and height shall be 0 8 m above road etevaiicn i.e. at 1141.05 m The wing walls shall have width of 0.5 for 0.5 m height from lop. Il shall have curt? for 0.30 m height with width as 0 65 m at road elevaiion.
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101Arjo IMesu Irrlg xUoo Project
Hydraulic Design of CauaJ Structure
Way 2007
The to!ai bought of abulments. peir and canal wing waits shalf be based on scour depth
Wmg walls shall be aligned straight to road direction road slab and shall be taken 1 0 m inside canal banks
• Canal waler way
The existing canal waler way (area) provided (A) = i B * nd J d Where 8 ■ canal bed widlh= 5 00m
n ■ ide slopes - 1 S
d ■ watBf depth = 1.21 m Substituting values
A = (5 * 1 5< 1 21) x 1 21
(5* 1 815) x 1 21 s 7 40 q m'
S
Water way under bridge
It is p roposed to p rowde Iwo ciear span or 4 m width e ach with o ne pe«r o ( 3   m width i n between
So width of structure between abulmenls ■ 2x40+iU = g00m
Th* widlh of waterway at F$l_ is & 65 m. therefore there shall be obstruct,™ by  pe,r area On|y ,n waterway area The waterway area shalt he reduced by area of peir
’ Area lor flow ol water under bridge = Area of unobstructed canal - Area of pe,r up 1o
FSL above bed elevation of canal = 7.48-1.21 M1 a 7 43 .4 21
= 6 27 m-
Due  to  reduction  of  area  of  flow  Irom  7  43  to  6.27  there  shall  be  an  afflux,  which  1S calculated by MoJewodh's formulae
(v’
------- +0.0152           - ‘I
h  r j\!
(t7S5
J [
IaJ
Where v - velocity under bridge = — - ----------- jftje/jarg.^
a OftjcTnjriwi jam f Aridfce A = Area unobstructed -7.4-6 m"
a = Area obstructed ■ 6.27 m“
la A.M .d
rt    Sa with
Water Works Design 4 Supervision Enternrise “ — —-------------- --------- -,<M
twtedetu brljatioa Project
Hydraulic Design of Canal Structure
-! -°-- + 0.0152 I (142-1}
lj?,K                 J <(0.0359 + 0.0152)0.42 = 0.0511 x 0.42 = 0.02m
Hay 2007
For the flow condition under the bridge the difference between upstream and downstream FSL shad be kept equal to afflux
• Down stream FSL of canal - upstream FSL - Afflux
- 1339 04 - 0 02 = 1339.02 m Downstream bed elevation ■ downstream FSL - water depth
■ 1339.02-1.21 = 1337.01 m
♦ Scour depth
Scour depth »s calculated for deciding the foundation elevation The scour depth is calculated by the following formula
Scow depth R = 135 | y j
Where.        f = sill laclor
q ■ discharge per running meter a = Total discharge
f = is taken as 1
Q
.4 viragc wwrmwy
Substituting values of q < 0.74 and f = 1
Substilulmg Value R - 1 35 | C— •
■ 1.23 m
The maximum scour depth ts taken as 1.5 limes normal scour depth for abutments and wing wall txslow FSL al®vat«n of canal. For peu the depth is taken as 2 times normal scour depth
Water Works Design & Supervision Enterprise
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Hydraulic Design of Ca naJ Structure
Maximum scour depth lor abutment and wing walls
= 1 5 X 1.23 = 1.85 m
Foundation elevation tor abutment and wing wall = FSL - 1 85
= 1339.04 - 185 =1337 19 m Keep foundation at 1337 15 m
For peir (the maximum scour depth = 2 X 1.23 = 2.46 m be<ow FSL Foundation elevation = FSL - 2 46 - 1339.04 - 2.46 - 1336 58 m
Keep at 1336.50 m
Width of abutment and wing waits
Abutment - Top width proposed is 1 00 m at elevation 134Q 25 Foundation eJevabon = 1337.15m
Total height = 1340.25 -1337 15 = 3,10 m
The txitlom width shall be kept as 0.5 times heigh! ■ 0.5 x 3.10 = 1 55
May 2007
Sb provrie 2.0 m width at foundalvjn and 1.5 m width at 0 30 m above foundation efovalton
Wing wail
The 1op efovation c4 mng wait = 1341 05 m
Foundation elevalon = 1337 15 m
Total height = 1341.05 - 1337.15.3 ^0 m
The bottom width shall be kepi 0.5 time height.
Bottom widlh = 0 5 x 3 90 ■ 1 95 m
Provide Mtom Mdlh • 2 25 m at fouodobon ete all0n ana 2 0 m al
,
elevation.
Peir
Top elevation ot pen is 1339 64 m
Foundation elevation is 1336.50 m
Tc<a' height = 1339.6-4 - 1336.50 a 3.15 m
Bottcwn width ■ 05 X 3.15 - 1,575 mAr>Dti«s* irrigation Prnjtrt
Hydraulic Design of Canal Structure
May 2007
Provide 2.0 m width al foundation elevation 1.5 m width at 0 3 m above foundation elevation up to 0 25 m below canal bed elevation.
Upstream and downstream protection
Canal section under bridge is not reduced, but due to provision of peir area of water way is restricted Due is reduced waterway velocity m canal under bridge is increased. Therefore it is proposed to provide protectwfl of only pervious nature i e CC blacn or stone pitching 0 30 m thick over 0.15 m lh>ck graver for width of bridge of 5 3 m In addrbon lor 3.0 m length on Upstream and downstream pervious protec1«on m bed and canal slopes up to 0.5 m above FSL Shall be provided. Total length of protection shall be 11 3 m
Toe wall
A toe wal of 0.5 m widlh at top shall be p rovided a 11 he end of upstream and downstream protection. Toe wall shall be 06 m deep below canal bed elevation and bottom width al foundation shall be 0.80 m
For elevalion of Toe wall Top elevation Foundation elevation
Keep foundation elevation
13/5
= 1337 03
= 1337 03-0.00 = 1337.03
1337 M
D/S
1337 81
1337 81-Q BO 1337 01 1337 (W
The drawings Icr tins structure am availabte at Drawing no. AD-F-CanaJ^23 & 24
IO7Arjo Bedessa frrigation Pnjgcl BydrauUc Design of Canal Structure
______________
MA V SW7
-
_________
3.3 Design of Foot Bridge for Cattle Crossing al Km 19.00 of Right Primary
Canal
In the ArjoOedessa irrigation project I wo primary canals system i.e. Right and Left Primary* canals proposed Both the primary canafs are contour canals. There are p radically noweil- eslaWished roads in the command for communication from one end to other However there are some access  roads  (unpaved which are for communication between ertizens  living al different places Such access roads are very few in numbers and are being crossed by canal, for which road bridges have been proposed These access roads are very far off from each other, generally more than 5 km. away. Presently cattle's and citizens can move in open fields from one place 10 another, but after construction of canal it shall be ditficuH for cattle and human being to cross canal (rom one side to another srde from any place except over proposed Road Bridges, which Bre far away  from each othwr In such case, cattle and citizens  are required to travel very long distances for crossing the canal Af$o after canal is in operation, (hey shall be required to carry their agriculture produces from command area to their residence or from residence Io market places  Therefore some (cattle crossings) root brdges  are proposed Io be provided in between (he proposed road bndges
In sow cases, the foolbridges  are combined with regulator or cross  regulator structure However in case, structures are not >n the viclndy of proposed footbridge sde. independent foot
hridges  (cattle  crossing*)  are  proposed.  One  Such  footbridge
(cat[ e
|   Cr0SSrng>
1S   propDSHd
at
km 19.00 of Right Primary canal
The detail hydrological data of canal at proposed Cfossng point afe as gi7en
1. Fui supply discharge
■ 5.901 m5fsec 
2. Bed widlh
*6.00 m
3. Full supply depth
■= 1 26 m
4. Velocity
- 0 604 m/sec 
5. Side slopes
= 1.5:1
6 Free board
’ 0.70 m
7. Full Supply elevation
= 1343 50
ft. Canal bed efevaton
= 1342.24
9. Natural ground elevation
= 1343.50 m
Water Works HesimS7
en1slm Bnt(r
zr----------------------------------------------- 1WArjo Dedessa Irrjfition Project
Hydraulic Design of Canal Structure
» Water way at FSL with canal side slopes of 1 5 1
“ Bed width + 2 x horizontal component erf slope X waler depth = 6.00*2x1 5 x 1.26
= 6.00 + 3 78 = 9 78 m
M*¥ ZKJj
To keep head loss m canal 1o mmimum, it is proposed not to constrain waterway area of canal There fore it *s proposed to provide two span of clear widin 4.5 m (centre to centre span = 5.5 m) each with one peir and abutments at both ends. The top widto of pair is proposed to be ■ 0 m, wdh ease water and cut water semicircular in shape Both the faces of peir are proposed Io be kept vertical up to 0.24 m below toe canal bed elevation
* Height of peir
ft is proposed io provide 0.6 m free board above F S .L of cana*
Top elevation of peir shall be = Canal FSL * 0 60
= 1343.50 * 0.60
= 1344.10 m
• Height of pair aoove canal bed = top elevation of peu-canal bed elevation ® 1344 1 0- 1342.24 = 1.86 m
Foot bridge slab top elevation
It is proposed that the thickness of slab shall be 0.30 m
■ Erevalicn ot top of slab - peir lop elevation * 0 30 m
- 1344 10 + 0.30 = 1344.40 m
Total width of slab Shall be ■ 2+2 i 0.5 : 3.0 m
AbulmentsArjo Dedtissa Irrigation Project
Hydraulic Design ot Canal Structure
• Top elevation of parapet wall and winy wall shall be = Top elevalion of slab * 0.0 m = 1344.40 * 0.0 = 1345 20 m
May 2007
The total height and w»dth at foundation elevation will be fixed wlh reference to scour depth
Canal waterway
The existing unobstructed waler way (area) of canal = (B + nd) d
Whore B ■ bed widlh of canaf = 6.0 m
n = horizontal component of slope 1.5
d = water depth = 1 26 m
Substituting values
A> (6+1:5 x 1 26
= 6 + 1 89)1.26
= 7.89x1.26 = 9 94 m7
Water way under bridge
As proposed Ihere shall be two spans of clear widlh of 4.5 m with one peir of 1 0 m I hickness So widlh between abutment ■ 2 x 4.5 + 1.0 = 9 0 +1.0 = 10.0 m
Where as the hnear waterway in canal al FSL is 9.78 m.
Therefore ihere Shan be obstruction due Io pe.r only in waterway of canal Due to obstruct of peir there shall be reduction m waterway under the bridge
Area  of  waterway  under  bodge  ■  unobstructed  area  of  canal- above canal bed elevation
= 9.94 - 1 x 1.26 = 9.94 - 1.26 ■ 8.6$ m3
area of pen- dp [o
Due to obstruction of area of waterway from 9 94 to 8 66 m7 calculated by Moleworth's formula
fhere shalt be afflux, which is
A
Where, v = velocity under bridge ■ —------ ducAarge
4 Xrra under Bridge
A = unobstructed area » 9.94 m;
a = obstructed area 1 8.68 m2
Q 5.981 ncn
V = — ---------- -- 0.59 m/sec
tr 8.68
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Hydraulic Design of Canal Structure
May 2M?
= (0.0267 * 0.0152) 0.31
- 0.042 x 0 31 =0.013 m
For  the  flow  condition,  under  lhe  bridge, the difference between  upstream  and downstream FSL shalt be kepi equal Io afflux = 0.013 m
Downstream FSL of canal = upstream FSL- afflux
■ 1343.50 - 0.013 = 1343.437 m Downstream bed elevation = D/s F$L - water deplh
= 1343 407 - 1,26- 1342 227 m
Scour depth calculation
Scour depth is tabulated for deciding the foundation etevalion
The scour depth is calculated by the following formula
/ Y'1
R = 1.35 | y |                  Where. ( - silt factor taken as 1
q = discharge per running meter
□ = total disch-argu
_______ Q             , 5.981 s /lv. iMMftiWy (tamer) 6 + 9. ?B
2
5.981 “iis-076
Scour depth = 1.35 = 1.23 m
|    =135x0.91
Th. .na— scan. «p.h . COnaida^ „ , S llmK >""• «» and 2 toas (« pa.. The
Mo|h (of
d8(I[„ „
Maximum scour depth lor abutments & wings = 1.5 xl 23 = 1 as m
Foundation elevation = FSL - scour depth
' 1343.50 - 1 &5
- 1341.65 m
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Hydraulic Design of Canal Structure Width of abutments and wing wall
Hay 2007
Abutment - Top width proposed is 1 00 m at $*ab etevatHW of Road Bridge i.e 13344.40 m.
Foundation etevation ■ 1341 65 keep foundation Ofi m below canal bed elevation <.e
1342.24 ■ 0 00 = 1341.44 say 1341.40 m.
Tolar height = 1344.40 - 1341 40 - 3 DO m
The bottom width al foundation elevation shall be kepi = 0 5 k height erf abutmenl
-0 .5 xJ.OO = 1.5Om
Keep foundation width of abutmenl at foundation elevation = i 75 m and 1 5Om al 0.30 m above foundation elevation
Wing wall
Top width proposed as 0.5 m al elevation 1345.20 m
Foundation efevation= 1341.40 m
Tolar height = 1345.20 ■ 1341.40 ■ 3 50 m
Bottom witjlh = 0 50 x 3.60 = 1 90 m
Provide width of wing wall » 2.25 m al foundation elevation and 2.Q0 m at 0.30 m above foundation elevation The face of abutments and wing walls on waterside snail be kept vertical aAd width snail be increased on other side
• Pair
Top elevation of peir = 1344 10
For peif maximum scour depth below F St. = 2x1 23 = 2.46 m Foundation elevation = FSL - 2.46
= 1343 50-2 46 = 1341 04 m
Keepal 1341.00 m
Total height of peir * 1344.10 ■ 1341 o = 3.10 m
Bottom width "0.50x3.10 = 1.55 m
I2Arjfl Badem Irrtfitlon PhjJbci
Hydraulic Design of Canal Structure
Length of Peir
May 2007
It is proposed to provide cutwater and ease water semr circular in shape Peir width proposed is 1.0 m
Length c>1 peir = fool bridge width * 2 x parapet width + 2 lime radius r>1 ease and cut waler
Length =2+05x2+2x05= 4.00 m
Length at elevation 1342 0 shall be Kepi as 4.50 m and at foundation elevation far 0 30m height = 5.0 m
Upstream and down stream protection
bed and slopes up to 0.3 m above F$L i.e up fa elevalmn of 1343 00 m
Total length of protection shall be 7 0 m.
Toe wall
A toe wall of 05 m width at fap shall be p rqvided a 11 he end of
l o f upstream a nd d ownstream
protection Toe wall shall be of 0 0 depth below canal bed olei
olevalion and bottom wMilh at
Eleva Lon of toe waif
U/s Toe wall
D/s Toe wall
Top elevation
1342 24
1342 227
Foundation elevation
1342.24-0.a0
Keep at
1341.44
1341,40
1342.227-O.ao 1341.427
1341 40
Structural design pt foot bridge stab
The drawing foe this structure are available a! Drawim
Igrw Ad’F -Canal-G-25 426Arja-Otdem tnigalloa Fra j oct
Hydraulic Design or Canal Structure
4. STRUCTURES UNDER DISTRIBUTION SYSTEM
May 20(17
4 P1  Design  of  ARM  -  Out  Let  for  Tertiary  Canal  Rt-16-9  Of  Dr  -  16  of  Right Primary Canal
fn ArjoDedessa Project rl is  proposed that for finalization of feasibriily  study. a sample area tor distribution system be designed for estimation For the purpose, of study  area of Iwo secondary  canal systems  RS’t6 and RS-17 taxing off from Right-bank  primary  cangr are selected The details  of area proposed for irrigation from these two secondary  canals  and number of tertiary canals, are as below
Sue and ary Canal
No. ol Tertiary canal
Area proposed in Ha
---- --------------- )
Left
Right
Total
Left
Right
Total
RS-16
a
7
15
217 9
122 2
340 1
RS-17
11
11
22
213 4G
201 29
414.75
Total
19
15
37
431.36
323 49
L
854.85
The maximum discharge of tertiary  canal it 0 (MO m’/stre (or RT 16-9 or RS-16 secondary canal with 20% flexibility  iactor. This  tertiary  canal takes  of from t 20 km of secondary  canal RS-16. As  the maximum discharge of ternary  canaJ  is  0.040 mW which is  equivalent to discharge of water course. Therefore for regulating flow from secondary  canal to ternary  canal d is proposed Io provide Adjustable Proportional Modular (APMj cullet
Design of Tertiary canal
The  discharge  of  tertiary  canal  is  0.040  mW  considering  earthen  canal
Mct On
bed Width and 0.20 m water depth mth side slopes of 15:1 Area o( canal = |B ♦ ndid 0. = bed width
n = side slope
d = water depth
“(0.30 * 1.5 x 0.2) 0.2 = (0.3 * 0.3) x 0.2
= 0.6 x 0.2 = 0.12 sq. m P = wetted perimeter ■ B + 2 (4n‘ tl)d
-0.30+2 (AyTlJo.lfj = 0.3+0.4 v'125
= 03 • 0.72 = 1 02m
|     with  0  30  m ™
“water Works Desl^ Wmlshn ------------------------------------------------------------314
te AmdM With
C(fIutllt>nta 1Dd
LtdArjo DedEHsa Irrtgatlsn Prcject
Hydraulic Design of Canal Structure ____________________________ Maj zoo? Hydraulic mean depth R = — = —- - 0.1176
P 1.02
R“ = 0.24
ii is prepoiad to provide slope ol 1 m 1000 = 0.001 Velocity Uy Manning's formula:
V = - J?* J(S)r 1 n
Where, Substituting values
n = coefficient of Rugoaty - 0 0225 R = Hydraulic mean deplh
S = Slope
1
0.0225
V = 10.66 x 0.0316 = 0.338 m/sec Q = A > V = 0.12 x 0.336 = 04056 m^rec So assumed section of canal is alright Details of secondary and tertiary canal S.     Description
No
1 FuB supply drscliarga Q m mSteec
V» — — xO.24 (0.001)1,3
Secondary canal
at 1.20 km
0.283
Tertiary
Canal RT-16-9
0.040
2        Full supply depth in m                                        0 55                         0 20
3       Canal bad width in m                                          0 60
4        Bed slope
6        Fuff supply etevation G      Bed elevation
7       Ground elevalfoh 8        Velocity m/sec
0.00033 1334.10 (u/s)
1333.55
t333.70
0 73
0.30
0.001 1333 95 1333.75 1333.70 0 333
For safe and suitable design of Apm outlet following three conditions shall have to be satisfied I    V    Condition    1    H m    >    Hm
r
Where: Hm
US
= modular head a (1 -E) Hu
- Depression head = 0.3D
D ■ Depth of water in supply channel and
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Hydraulic Design of Canal Structure
may 2007
e      = Effioency = — (Vi + 16# - 3) 2A
R
= Depression Ratio = -
/£f
ir      2^ CandjiFon
r
¥         = Depth pF oriflca.
Hm      » minimum modular head = (0 82Hs - 0 5 B,) WH > H'm
Where            WH     a Working head
- FSL of supply channel - FSL of off taking canal and
H'm
= (1-E)H4
in     3" Condition H/2 > V
Where
and ¥
For APM of RT-16-9
H  ■  Depth  of  FSL  upto  crest  of  APM = Deplh of orifice
1 Available working head WH
WH = FSL or secondary canal - FSL of tertiary canal = 1334.10-133195 = 0.15 m
2.  Depression head of APM
H, ■ 0.30 = 0.3 x 0.55 = 0.165 m
3.  Discharge through orifice
Q ■ 4 (J3 x Bt x ¥ VHt . Assume B1 = 0 20 m\sec ... y =________S_____  . ____  0-04
4.03 x Bl x              4.03x 0.20 7OJ65
_
O tM                        0.04
4.03x0.20x0.406 0 32s'°1Z2m
4 Depth of FSL to crest Of APM
H = {Hs*Y)
= 0.155 + 0.122 = 0.287 m , „         Hr 0 ]65 „ _
5. Depression ratio R y " 0~Tz2 = 1 35
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Hydraulic Design or Canal Structure fi. Efficiency E
May 2007
7 Modular Ratio
H'm
Now for above design
i)
For condition I = H‘m > O.OSfl
Hm = 0 0353
As H‘m is greater than Hm design is safe For condrfion II WH > Hm
WH ■
0.15 m
Hm
-
0 0353 m
As WH is greater than Hm Hence design is safe
rw)
For Condition II! H/2 > Y
H/2
2
Y     = 0 122 m
Since H/2 is greater than Y Hence design is safe
In this design all three conditions are satisfied, hence design iS saftt
Different etevation of APM
Crest Etevatwi of APM = u/$ FSL - H = 1334.10-0.28? * 1333 813 m
Top of APM orifice
= Crest EL * Y - 1333.813 ♦ 0 122 = 1333
The drawing for this structure is available at Orawmg No. Ad-F-Canal 0l$ 2
Water Works Design t Supervision Enterprise
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I
I■Arjo-Dedessa Irritation Project Hydraulic Design of Canal Structure
Maj 2007
4,2      Design  cf  Duck  Bill  Weir  for  Secondary  Canal  RS-17  of  Right  Primary Canal
For regulation water level in canal and control an the quantity  of water passing through it to dissipate energy  and enable water to be delivered as  per requirement safely, control structures are essential The control structure can be
1.          Cross regulators
2 Check structures (orifices etc)
3. Weirs etc.
Weir
A fixed over fall west or weir controls the water level at a given height within relatively narrow limits. The height and the crest length are determined m relation to the discharge to be passed over the weir crest and to control requirements eg maximum permissible level fluctuations etc.
Greater crest length ts  required for precise control. In canals  at the tail end. particularly  in distribution channels, the width available is  generally  insufficient to accommodate a transversal weir w>1h crest length enough to pass the full supply discharge within
For such conditions following type of weirs have been developed
(1) Diagonal weir
(2) Duckbill weir
(3) Z type or specially shaped weir.
Ou. of <M Otovoweta. Ouctblll«« „ moo, com™.., UMd opbmuo, d, cte„ copoay in r.loMn to
5
„ ecunQmca| 0(Blnjaure Tn. oovootogo «,„5 ,
’
stattur. I> (he ompKIO <n cooo^ouon aoo ™.n,.non« ood
„ ppera,,0„ T '
io ouitooi. la I rrvo1.cn
lo.a i. 1.00 .uch 00 conal, af rose™, pr3BK F "
removal of sdt a flush opening can be provided in 1he wwr at the floor of structure
Proposal
|| is proposed Io provide a Duckbill weir at the taM of every secondary car^ Faf th
'
'
*"* «M 0-n.a-y .... RS.,7 „ S MM
.,
haves been done.
The details of secondary canal
1. Full supply discharge
2. Fun supply depth
3. Bed width
w 737
* resign
RS -17 at ihe tail i.«. al 3.00 km.
= 0.15 mJlsec = ISO irtres/sec
■ 0 43 m
■ 0.50 m
Witer Works Design & Supervision Enterprise
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Hydraulic Design of Canal Str
ucture
May :W
4. Stope
- 0.00033 or t in 3000
5. Side slopes
= 1.5:1
5. Ve'o&ly
= 0.31 mfcfrC
7 Full supply elevation
■ 1326,15 m
6 Canar bed elevation
= 1325 72 m
9. Ground elevation
= 1326 20 m
10.  Top of bank elevation
= 1326 45 m
* Hydraulic design of Duckbill we»
The discharge over a duckbill weir is based on Ihe formula
Where m - discharge coefficient
, fit ■ length of cresl
water depth i.e. head an the cresi
The value of m depends on shape and Lhe angle « . In case if angle x is larger than 45'’ the values for m, j.e coefficient o< discharge are
For unrounded shape For rounded shape
= 0 32
= 0 36
The duckbill we.r is s  uitable a nd preferable when * is  more thanas’5 and up to 70° It is recommended that, at lhe end of duckWI weir crfrsl width is fixed at 40 cm, independent of the bottom width of canal,
For the canal RS-17 at km 3.00
CCaannaall ddiisscchhaarrggee
=015 mJ/sec = 150 Merit
SSiiddee sl slooppee
=1.5:1
Botlcm wdth
= 0.56 m
Water depth
= 0.43 m
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Hydraulic Design of Canal Structure
Il is assumed that maximum waler level variation shall be 0.15 m
i.e. H(crtJi = Q,T5m
• Crest height = 0 43 - 0.15 = 0.2B m
From Annaxure-5. part -1 for value of Bed width of 0.5 and height S=0 28 Available transversal length L=Bft) = 1.34m
May 2007
Form figure ■ a1 Annexure 3 graph between Hfcrtj m cm's and discharge y per meter of crest length.
For H(crt) - 0.15 m » 15 cm and m= 0.32 Discharge per meter length of weir -81.5         ■ q Therefore total length qf weir required
& Q Total {ftfcAirge _ 150 ditch arg e permute 81.5
A ■ slant Jenglh = 1.84 ■ Q.4Q
2
J . 34-0.40 2
From above value of A and a from figure - at Annexure - 4 the angel is 50“ The angel being more than 45° the selection of Duckbill weir is justified Check for discharge from the loilowing formula
Q = m x 81 x V29 rf*?
M= 0 32 for un rounded cresi Bl = t .84 H
lsrt) J
= o. 15
= 0.32 x 1 84 VTVfif x(0.15)"‘ = 0.1Sl5m /Mc
The discharge of canal is 0 15 m\sec
Therefore the dimensions used are correct.
The recommended dimensions for standard Duckbill we.r »»
oi« snown m riQur re - III □un i n
Annexure 5. in the case of RS-17 the dimensions are as given hereunder. B = bed width ■ 0 50 m
f = Assumed 0.50m (upstream Ikxxj Y, = upstream water depth = 0 43
'
*
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Hydraulic Design of Canal Structure
HfCfl| = Difference between upslream water elevation and crest elevation
=0.15m
S = Height of crest 1 0 2S m
c a Thickness of weir = 0 IS m
* = Width erf availabte upstream wafer surface
-(B*2ny,) = 0 5*2-1.5*0.43
= 0.5*1.29 =1 79 say 1.80m
I = Total length of crest = 0 40* 2A = 1.84 m
a = 5O'1 between weir cresl and cross seclion of channel M = 1 51 - 1,5s + 0.20
= 1 5’0.5 - 1,5*0 28+0.20
■ 0,45-0 42+0 20 = 0.53 say 0.60 m
K = Asm or = 0.72 sm50° = 0.72x0 766-0.552 Distance up to cresl end from cross section trf channel
= 0. 552 « say 0.55
P = Oownstream floor length = 2 5 r = 2.5 X 0.5 = 1 25 m
f ■ 0.5m
May SOW
Wrfh  these  dimensions  the  drawing  of  duckbill  weir  has  been  prepared,  which  r5   available  at Drawing no AD-F-canal-DIS - 28
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Hydraulic Design of Canal Structure
H*y 2007
An next-ire - 3
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Water Works Design 4 Supervision EnteriS^T’------------
122
| D Action wlte
Cfln3U[iUJU aad TechaKri[s
luArjo-DediM* Irrigation Project
Bydraullc Design of Canal Structure
May 2W7
Annexure - 4
■j.
f*r *
rwA kt; fc i
»-4 »l •* iMj.
«r < i>«.«
n<
Water Warks Design & Supervision Enterprise
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123AjJd Dsdwa lirigaflofl Project Hydraulic Design of Canal Structure
May 2007
An nexu re - 5
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hr ikpnilGjflv Up t> jwf WBj
, +)r ,fc
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1JJ
I. ta.d.d.. -« taw,,^ C„„I[1[|B
Tt ™ nArjoDedcsss. Irritation Projoct
HydrauJJc Design of Canal Structure___________________________ 3007 _ —
4.3    Details for Turn out Structure (Division Box) For Quaternary Canal
(Field Channel)
Unde* the distribution network  system, the water for Irrigation is  provided to farmers  field through Quaternary canals [field channels} The quaternary canal receives waler tram ternary canal. For distnbution of water from tertiary  canal to quaternary  canal a turn out structure 4 Diversion Etex) is proposed Io be provided
In ArjoOadesa Project a sample area of secondary canal R.S-16 and RS-l? is considered for planning and design of dislnbylmn network system. In this area detad planning is carried out for tertiary  canals  takmgoff from secondary  canal and quaternary  canals  lakmgoff from tertiary canals  In detail planning the quaternary  canals  are planned to takeoff only  on one aide of tertiary canals.
Therefore turn cut structure (Division Box) shall be designed 10 have out let for waler on one side only
It IS proposed lhat these turns out structure shall be constructed from hollow, concrete blocks of site 4Qcrn x 20 cm and 20cm high.. The hallow block structure shall be placed at teasl 30 cm below the surface of lhe ground or canal bed elevation which ever Is lass, on ID to 1 5 cm concrete foundation The lop of concrete foundation shad farm the floor at structure The first course of 40 x 20 x 20 cm block shall be laid m the fresh concrete af the foundation The blocks Shall be leveled at every course The procedure of laying block shall be the same as done in case of brick masonry.
The site of opening shall be kept equal to bed width of tertiary  canal tor upstream and downstream end Where as openings for quaternary canal the size shall be kepi a3 30 cm The hollow blocks at both ends of opening shall have a groove 6 cm in the centre of width (20cm) of block  The waterflow isconsulted by  removable gates  5 cm thick  either made of timber or steel.
When the blocks have been laid, a coping of CC M-20 7 5 cm thick shall be placed on I he |ap course and on the crest of the openings. Copying can also be done by providing pre-fabntaled
blocks of 7 5 cm 20 cm wide and B0 cm or 60 cm long blocks. y e cores (hotes) of
h
the btak 
shall be ifed with lean concrete CC M-10.
Water Works Design & Supenrtsloa Enterprise----------- ~
is Association wim tetercontiaenul CeMsituts ud Tseb o
n   criuArjo Ctdeis* IirlgaUon Frojiac [
Hydraulic Design of Canal Structure
May ZWJ7
The tertiary  canal at both ends  of structure and quaternary  canal downstream of openings  shall ba protected by CC black Dr rubble lining 0.225 m ihrck tend over 0.075 m thick gravel for i.OO m length.
Drawing for turn-out
For typical drawing of the turnout structure has  been prepared for Tertiary  canal RT-16-9 under secondary  canal RS-16 of Right Primary  canal The tertiary  cane! lakes-off at 1 20 km from secondary  canal RS-16. The length of tertiary  canal is  1 186 km and about 22 quaternary canals are proposed Io takeoff from tertiary canal on right side
The detail date of Tertiary canal RS-16-9 te as follows 1. Full supply discharge        ™        0 04 rrA&ec
2, Full supply depth               =         0.20 m
3 Bed width
a
0.30 m
4. Full supply ele3vation
■
1333.95
5. bed elevation
=
1333 75
6. Skipe of cane!
=
1 in 1500 i e 0.00 67
7   Side Slope af canal
=
1.5:1
6   Ground elevation
®
1333.70
9   Free board
=
0.3 0 m
Top oi bank elevation shall be FSL * 0.30 - 1333.95*0 30= 1334.25
The detailed drawings are available al Drawing no. AO-F-Canal-DlS-29 «, 3yArjq Dtdasii Irrigation ProJ«t
Hydraulic Desip of Canal Structure
M»y 2t»7
4.4    Design of Vertical Fall 1.5m and Road Bridge at KM 1.05 of Secondary Canal RS-16
in Arjo-Dedessa Project there are two Primary canals, left and right canafe, taking off from dam Both these primary  canals  are contour canals  for 1heir entire lengrh There are secondary canals taking off from these primary cangts Details of length and head discharge ol Primary canal and number of secexxiary canals taking off from the primary canals are given below
S. No                        Canal
-___ J
Length
in km
Discharge al
head in
m3/iec
No. of
secondary 
canafs
t Left Primary carval 60 18 9015 45
2 Righl Primary canal 44 166 7.521 40
For the purpose of detail planning of distribution system, with tertiary, quaternary  canals, command area of secondary canals RS-16 and RS-17 of Right carta! has been selected as sample area. The secondary canal, RS-16 takes off at km 21 327 and RS-17 at km 21 fSB from ngh1 primary canal The discharges al head for lhese secondary canals are as follows
RS-16 - 0.40 mJ?sec
RS-17 = 0 58 mVsec
These secondary canals are aligned practical? on ridge The stope of the ground is sieep and therefore a number of falls (drop structures) are proposed fw secondary canal. Out of total falls one of the fall of t.5 m depth is proposed al km 1.05 of RS-16secondary canal
in M secondary canal mloa read . proposed on „„ ton„
rwa-y Canals a,e bWng « „ sltBs ,, „„
in (ha commend of RS-W. ™> eaebfrshed or 1<ad b omel only foownrf 20 mmde.s proposed approach »tef Mda.
Th«elo« tor (erl.ary canals which acet eking o()d„
of _
* ’ ana huma'’
" '"“'V
'«
rorpnm
tongs (WIKMXOS) and cento's from Held lo seMce rend of SKnndar,
irrigations actnnlies and movement of agneuflurat product across the sec r^**"*’1* <* bridge IS mat essential. Therefore rt is proposed to combine Fool r J S*COnC,d^ canal a f<®t
01 h
ge with prapo$e(j fall
Water Works Design & Supervision Enterprise
la AMoriilloa with IntettoaUneaul Ccasalutiu and Technocrats Pvt. Ltd.Ar>Dtfitt53 lrrtc*tlco Project
Hydraulic Design of Canal Structure
The delails of secondary canal al km 1.05 are OS follow
1    Full supply    discharge -            00.2.28833mmJ/^S/sa0Cc
May 3007
2.  Full supply depth
-
00-5-555mm
3. Bed width
»
00.6.600mm
4.  Valoaty 
=
00.3.36544mirtiete&ecc
5.  Full supply eievaton 5. Canal bed elevation
7 Ground elevaikn 0. Drop
tr. j _ I335.JO D-# " 1333 60 1335.40
15m
The  discharge  of  canal  at  km  1050  is  0.203  mJ/sec  and  drop  is  1.5  m.  Therefore,  it  is proposed to provide a vertical type of fall, with 2 00 m wide footbridge
The following design procedure is followed
Calculator* for cresi elevation
Threat Widlh of crest is considered equal to u/s bed width - 0.60 rn
Assume (lengthj breadth of crest = 0.8 m
For vertical falls Q ■ discharge is given by formula Q = C x Bl x D1 1
Where.                Q a Discharge ol canal
C - Coefficient of discharge
B( = Throat width
0 ■ Depth of crest below u/s TEL
■ 0 283 m3/sec - 0-283 m3/sec 
- 1,82
=■ 1 82 = 0 6m = 0 6m
Lt = Length of (Breadth) crest, assumed as 0.80 mAr)o-Detern Irrigation Project
Hydraulic Design of Canal Structure Substituting values, and D can be found out as follows
Hay 2007
I.H2 .tO.fr
089
//' 1 .r J?' *
= 1.14 £? '
O43
= 2^=0.248
1.14
D
b(0.248)  = 0.
w
43m
This depth is proposed below U?s TEL
IKs TEL B (Ji's FSL of canal - velocity head due to approach
K1
Velocity head ■          - V, velocity of approach
2g
Velocity of approach =
Since  reclangular  section  is  proposed  above  crest  it  is  assumed  that  rectangular  s  ection  qI canal is effective.
i.e. b x d = bed width of canal L« 0 6m and x depth of canal 0 55 m A A - 0.6 x 0.55 = 0.33 Sd m
. hl1                  (Q.86)’      0.74 Head due to velooty of approach = — =
,
=
ig        19.64         19 62
Uh TEL = 1335.65 + 0 04 ■              1335.69
Crest elevabon
. UZ, P,« oo • No p.o««.oo « i.,^.
ai
3 u/s TEL - 0.43
’ 1335.69 - 0.43 c 1335.26
Bu , provMe cc
(5m
ihicknass, consisting of 0.10m CC M-20 laid over 0.20 CC M-10 At the end of u/s floor a curtain wen of 0.8 m
,
30 m
whOj
*
at bottom shall be proved at upstream canal bed erevat^.
’ m Wdth
Water Works Design t Supervision Enterprise —
Is luodaUou wits lflWreoBdncntal CoualbuiU and Technocrats Pvt LuAr>Mma trrtf Btion Project
Hydraulic Design of Canal Structure
* D/S Expansion
May 200?
Os sidewalls snail be straight and parallel upto the end of downstream floor, and shall have
return at right angles Io Sidewall Face on waterside of sidewalls shall be kepi - vertical.
• Energy dtssipalion
ll is proposed to provide water cushion at the ioe of drop for energy dissipation by means of impact and sudden deflection of velocity from vertical Io horizontal direction. The water cushion is formed by suitably depressing the floor below the downstream bed of canal
The dimension i e. length and depth of cistern shall be found out by following formula Lenglh =5(H x DJ]
L
Depth = 1 [H, xD)! *
4
Where, D = Depth of crest below upstream TEL = 0 43 m
HL = Height of drop in meter = 1.5 m
Substituting values
Length of cutem= 5(1 5 *0.43),,J =5x0.76 = 3 90 m
So provide 4.00 m length
Depth of cistern = 1(1.5x043)®’ = 1x0.72 = 0.13 m Say 0.20 m.
So floor elevation of astern = DrS canal bed elevation - depth required for astern “ 1333.60 - 0.20 = 1333 40 m
Depth of curtam wan a1 the d/S end of cistern = “t-L u'aftrr ^jPi* _ 055 2
H«.« p-«.rie 0.M m below «. M bed .toebon wlh |op width “ 0.50 m.
Foundation etevatwn =• Elevation of cistern - 0 60
- 133340 ■ 0.60 = 1332 60 m
• Bed protection
Length Of bed protection = 3 * d/s F.S depth
j =0-275
,
m
3           x 0 55 = 1.65 m. Provide 2.00 m
Bed protection shall consist of CC blocks or stone pitching fj.30 m thick la, Al Ih. and. « M be weed by e Toe well 0.3 m WMlh „
"* « loundewn etoelion TO. pnxectito M be 8„.„ bM WI) w,
Witer Works Design t Supervision Enterprise
" rJ'.
In MitKUdon witt IntercoDtlttental Cumulants ud Technocrats Pvt Ltd.ArJO Dedftut Irrigation Project
Hydraulic IDesign of Canal Stmt Lure
• Length (Breadth) of crest
Length of crest Lt Is calculated from formula
= 0.55 ^Eievanan 0/ crnf elevation of cistern = 0 55 Jl 335.26 -1333.40
= 0.55 VfEfi
= 0.55 x 1.36 =0 75 m
So assumed length O.flOm is sufficient. *    Crest wait
May 200?
Thickness t?f crest waH at base shall be provided D.5 limes height belw&on eJevalron ol crest and elevation of cistern.
elevation of crest - elevation of cistern = 0 50 (1335 26 - 1333.40)
■ 0,50 x 1 66 ■ 0.93 m
Provide  1.00  m  at  cslem  elevation  and  1.50  m  at  foundation  elevation.  which  shall  be  taken 1.00 m below cistern elevation i e. 1333 40 - 1 DO » 1332.40 m
•    Mpfcfl pressure and thickness ol d/s floor
1” Condition for exit gradient
When upstream water level is at crest and downstream is dry
H - Elevation of crest - dfs bed elevation = 1335 26 - 1333 60 = 1 66 m Depth pf cb's curtain wall ■ 0.60 m with bottom w>dth = O.a m
Creep length from u/s to d/s end {Refer enclosed sketch)
= 0.80 + 0.65 * 1.55 * 1.25 • 4.00+ 0.65 + 0.60 ■ 9.7 m
Two types of uplift pressure will act.
1. Static pressure
2 Seepage pressure
It Is assumed that at the end of floor, thickness of floor shall be D.50 m al lQy Qf |a|| q 1         Sialic head For static head assuming that sut-soit wa[ef ,E a|
Than static head = d/s canal bed elevation - Bottom
9 eva[10n Qf
|
elevation.
Water Works Designs Supernslo^Ki^sT----------------------- --
13!
u i«m.. «,
c „JultMU „a 7eJP"«ArJo-Dedjssa IrTtfstisn Projeci
Hydraulic Design of Canal Structure
Bottom elevation of floor ■ Cistern elevation - thickness of floor
- 1333.40 - 0.60 = 1332.80 m Static head = 1333.60 - 1332.00 - 0 8 m = 0 8 tfsqm
2. Seepage pressure
May W
This pressure shall be maximum vrfien in u/$ waler rs al crest elevahon and in d/s canal is dry
Seepage head = crest elevation - Dds canal bed
- 1335.26 - 1333.60 = 1 66 m So seepage pressure a1 the end of floor cistern
Lenglh of creep up1o the end for astern floor = &.7.0 8 - 0.65 = 8.25
= 166 (1-0.05) = 0.25 m = 0.25 lfmJ Total uplift pressure - 0.00 * 0.25 = 1.05 ymJ Thickness required -
W t tif i cMTCMfrr
So thickness provided of 0.50 m m sufficient at end Thickness at Loe of crest:
Length upto tee = 8 25 - 4 - 4 25 m
= 1 66(1-0 44) *= Q.73m   0 73 ,.
Total uplift = 0.8 * O.?3 = 1 53 UmaI rrl cation Project
Hydraulic Design at Canal Structure
May 3W7
So provide thickness of 0.8 m al the toe of crest and 0 5 m a! the end of floor Top 0.15 m shall be CC M-20 and rest CC M-15,
U/s and D/s Protection
Provide for 2.0 m -length pervious protection of CC block or stone pitching 0 .Kjm thick aid over
0.15  m  thick  gravel.  Ths  above  protection  shall  he  provided  beyond  concrete  floor  rn  upstream and cistern floor in downstream
The protection shall be provded in canal bed and slopes  Al the end of previous  protection a toe wall shall be provided for 0.8 m depth with width of O.fim at 1op i.e a1 canal bed elevation and bottom width of 0.80 m at foundation elevation
» Foundation atevaton and widlh of wmg waifs
The ground elevator = 1335 40 m
Dfs c»s1em efevaton = 133340 m
Downslrtjam  wing  wall  shall  be  taken  1.00  rn  below  cistern  elevation  Upstream  wing  shall  ye taken 1 00 m bek)w upstream bed elevation
.-. The 1OP elevation of wing wails shall be kept 0 3m above FSL of canal
Top elevation of u/s wing wall = ij/s Full supply efevation * 0.30 m
= 1335 65 + 0.30 ■ 1335.95 m
Since the upstream bank etevaton is at 1336.15 m
The top elevation shall be kept at 1336.15 m
Foundation elevation cf u/s wing wall = ui's canal bed elevation -10m
= 1335.10 -1 0       = 1334.10
Total height o! u/s wing wall = 1336.15-1334 10
= 2,05 m
Top Widlh bf Wing wall = 0 30 m
Bottom widlh = 0 50 > height = 0,5 x 2 05 - 1,025
provide 1.00m widlh at 0.3 m above foundation elevation and 1 25
m al foundation elevation > Ofs wing wails end return
Top elevation - d. S full supply elevation -*0.3
r
= 1334.15 * 0 30 = 1334.45 m. keep at >334.50
Water Works Design i Supenri^^^T—--------------------------------------------- 1
lD l^cune- with 
c 0i5ttJU0U
L[dArjo Deiesai Irrigation Project
Hydraulic Assign of Canal struct
ure
May 2W7
Since 1ba  ground afevatipn is  at
1335.40  m  and  service Road elevation
in d/s  is  kept 0 50 m
above ground elevation, the lop of d/S wings shall te kept at 1335 90 m.
Foundation elevation = cistern elevation -1.00 m = 1333.40 - 1.00 = 1332 40
Total height of d/s wmg wail ■ 1335.90 -1332.40 = 3.50
Top widlh shall be kept as 0 30 m
Bottom width = 0.5 x height = 05x3 50 =1 75 m
Keep width oi 1,7fi m at 0 3 ffi above foundation elsvalrcxi and 2.0 m al foundation elevation
Foot Bridge
l| is proposed lo provide lootbridge q( 2.0 m width The bodge shall be located over the cistern flow at the end of astern Hoot, measuring 2.0 m towards fall The top elevation of slab shalf tie kept al the downstream service road elevation of 1335.90 m. The thickness or RCC Stab shall be kepi as 0.30 m So bottom elevation of slab wiir be al 1335,90 - 0.30 = 1335.60 m
D.'S FSL is 1334.15 m. So difference between D/S FSL and Bottom of slab i tn. free board = 1335.60 - 1334.15= 1.45 m
So free board or 1 45 m r? sufficient ihan required 0.50 m The slab of foot bridge shall rest on
abutments a1 both ends. The top eievaUon of abutment shall be top elevation of 1335 90 m.
Foundation elevation of abutment shall be taken 1 ,Q0 m below cistern elevation Foundation elevation ■ Ostem elevation -1 00
= 1333.40-1 00- 1332.40
Top width of abulmen! shall be kept as 0.80 m
Bottom width = 0.5 height q! abutment
= 0.5 (Top elevation ■ foundation etevation)
= 0 5(1335.90 - f332 40}
= 0.5 x 3.50 s 1 75 m
foundation elevation
(NS Return will
Raturn wafl Shad be kept 0.8 m above looctandye slab elevation
i e. 1335.90 • 0 8= 1338.70
Water Works Design L Supervision Enterprise ------------ '
s
--
In faucial, with Ifll#reo<mienli
j Cnnsmtant, «  TccUdo^
d                                 L((]*r]uiledes5s Irrtgltiou PffljBtl
Hydraulic Design of Canal Structure
Foundation Khali b& kept at 1.00 m below cistern elevation i.&. 1332 40 m Top #idtb shall be 0.30 m and bottom width - 0.5 times height
= 0.6 (Top elevation - foundation elevation - 0.5 (133670 ■ 1332-40) =2.15 m
May 2007
Keep  widlh  of  2.25  m  at  0.30  m  above  foundation  elevation  i-6  1332.70  and  2.50  m  at toyndahon StevaHon.
The  detailed  drawng  of  ire  ifruBtuns  baaed  on  above  detailed  design  is  available  ai  Drawing no. AD-F-Canal-DtS-31^ 32
Waterworks Design 4 Supervision EnT^S^" m AssuclUJtm wilL laEerconcUi^ataj C(nsulunt± Ud TEebnocnu
J 35
hit Ltd.Arjolledeixa Irritation Project
Hydra
ulic Design of Canal Structure
May
4.5
1.0M WELL TYPE FALL ON TERTIARY CANAL RT-16-9
■
In the Arp - Dedossa project there are two Primary  canals, left and Right Primary  canals. lakingoff from the dam. The Left and Righl) primary  canals  are contour canals  Secondary (Distributary) canals are Lakingoff from these primary canals.
For |hd purpose of ctetai planning cd distribution network  system the command area of the secondary  canals  RS-16 and RS-17 under Right Pnmary  canal has  been selected In above sample area secondary  canals, tertiary  and quaternary  canars  along with the proposed drainage arrangements  have been planned m details  The number of tertiary  canals  thal are tekrogoff from these two secondary canals along with thefr length and discharge at head are as under
S. No
Secondary ca nal
Ltnglh   in km
Htad Discharge In mfrsec
No of Tertiary canals Left            Rjghl Total ~
1
__________
1
RS-16
2.10
D.4S
3
7
15“
2
RS-17
3 00
0 50
11
11
22
The  maximum  discharge  of  lert-ary  canal  RT-16-9  is  0  04  mJ/8ec  wim   2q%   fiexl0Nily   factO(.  Th)s
lartiaiy canal is takingcff from 1.20 km of secondary canal RS-16 on ,eft 5l(Je The
tertiary canal is very small and d ts equivalent to watercourse Therefore the discharge f tertiary canal is kept same 3S 0 04 mW fQr<n^ Qf terb3ryCanal Th * °
tertiary canal RT-16-9 is proposed to be 1106m The ground level along the canal is ste ' • falling and d.fference between th. ground efevat.cn in the length of 1186 m lfi ffom 1Vl, 7n
q|
1327.00 (■ « 7 -»> I. W. is 1 In 177. The F S L „ wondwy Mna,
.
1334.10 m tup stream)
Design of Tertiary canal
The tertiary canal Sttton -s required to be designed first
The  discharge  of  tertiary  canal  is  0  040  m‘/«c   considering  earthen bed width and 0 20 waler depins and side slopes of 1 5-1
Area of canar = {B*nd> d
Whera
8 = bed width
70 "=
a( 1 km I*
c ^nal section wi1h 0 30
m
Water Works Design t Supenristoa EnternriT^----------------
I 37
to l4B0CUd«. with tatoitwittaeauf
Techsoc^u Kt
Lt|LArjoUidHss Irrigation Frtjttt
Hydraulic n^ign at Canal Structige
n = sade slope
d = water depth
■ (0.304-1.5 x 0.2) 0.2 * (0.3 + 0.3) x 0 2
~ 0 6 x 0.2 = 0.12 sq m P - welted perimeter = 0 * 2(yV -*■ I) d
*030* 2^1 S’ +l)o.20 = 0.3 + 0.4 J] 25
= 0 3 x 0 72 = 1 02 Hydraulic mean depth R = -=—  xo.117G
2
7
P 1.02 R" >0.24
It is proposed to provide slope ol 1 m ’000 = 0.001 Velocity by Manning's formula
V =         ’($)' 2
if
Where,
n ■ coeffwnt or Rugocity = 0.0225 R = Hydraulic mean depth
S = Slope
Substituting values
V = —-—x 0.24 (0.001)1,1
0.0225          ’
'
V = 10-645 x 0.0316 = 0.330 nrv'sec
Q« A X V = 0.12 x 0 338 = 0.4056 mW
So assumed section is alright.
The stope of canal * 1 m 1000 where as ground slope m 1 m t77 T- numb* of falls on tertiary canal. It is propose to prov.de 1 00 m wall i say at a distance erf 10 m of tertiary canal
**
JU5t down stream
Ur ■Cn.lrj.ry
ir J. m _
The u/s full supply elevation of secondary canal at orf take nt
dhvmfl head 0.15m p.ppasad fa fafa, canal. lh> w s<w|y 1334 10 - 0 15 ■ 1333.95 m
33« 10 m WHb
01 canal shall 6e
1J8
—'"^^rWoriis Design t Supervision Enterprise
| D issodttlflo. with lBttrtontlnBtiUl CuunltMU Tttbnocralj M. UtLArjo Dedem IrrtjfattoB Project
Hydraulic Design of Canal Structure
With slope of 1 in 1000 in canal Ihe FSL of canal at 10 m shah be
FSL etevation al head - 10/1000 B 1333.950.01 = 1333. EMm
The ground elevation at 10m is assumed same as that a! head i.&. 1333 70 m
Therefore Details of ternary canal al 10 ” distance are as follows
May 2007
1.  Full supply discharge
=
ir/j 0.04          ,
-—■ =------- m 5£C
PJ/J 0,04
2.  Full Supply depth
w/j 0 20 m
'0 20 m
3 Canal bed width
ZZ
* tf—  i'j 0■30 m■ —      ■
— -
D'l 0.30 tn
4. Full supply elevation
u/j . 133194
D/r ’ 1332 94
5   Canal bed elevation
Uli _ 133174
P/j      1332.74
6   Canal slope
=
0 001, 1 ki 1000
7. Side slopes of canal
=
1.5 1
fl. Ground elevation
=
133370
Design of fall
Since well type fal is proposed, first detemnnalion of crest elevation is required For crest ,i is assumed that rectangular nolch shall be crowded at upstream end of well. Width of me notch is proposed to be equal to bed wicflh of canal i.e 0 30 m
Determination of crest elevation.
Discharge through rectangular notch is give by lormulM
Q='-xcd x d' 1
J
Where Q ■ discharge of canal = m .'sec
Cd ■ coefficient ol discharge = 0 62
tJ ■ Horizontal length (width) of notch = 0.30 m
d ■ Depth of crest below upstream FSL elevalKm
Water Works Design & Supenrtslon Enterprise---------
139
tn AMflclidon with InurtoDUnenrat Coasulunti mt| Teclinocnts Pw L d
T3T
'Irjfi Dedessa IrrtfatlM mj«c
Hydraulic Design of Canal Structure
Substilutsng values in formula, d can be evaluated
Q.CM = 13(0.62 * 0 30 x ^'779 SI X Ct"
rf' J            =0.073
0 53
rf’ c(0.073)f '=0.17
Neglecting 1he velocity head due to velOOly oi approach
Crest elevation of notch ■ Hi'S FSL of canal- d = 1333.94 - 0.17 = 1333 77 m U/s protection
Maj 2W7
N& protection on upstream is required. However, provide for 1 M m length protection of CO
blocks ex stone pitching fry 0 30 m depth laid over 0.15 m thick gravel A1 end of protection a
toe wall of 0.30 m width at top at id's canal bed elevation for 0.90 m depth shall be provided Bottom width at foundation shall be 0.63 m
Energy dissipation: -
It is proposed to provide water cushion in weU for energy dissipation by means of rmpact and deflection of velocity  from vertical to horizontal direction The water cushion is  formed by S'jrtatly depressing lhe four below 1he down stream canal bed elevation The length and depth of water cushion required shall be determined by fallowirig formula
Length = 5x (H xD)f
(
1
Depth = |(// .rDK''
4r
Where. D = depth of crest below upstream F$L =0.17
HL = Height of drop in me<e< - 1.00 m
Substituting values
Length of cushion required - 5 (1x0.17|1'1
= 5x0 41 = 2.05 m
Provide well of RCC pressure pipe of 1 0 m diameter
Res1  of  cushion  length  required  shall  be  provided  by  fixing  a  Hume (Jownstream of well before the waler is released in canal section.
p,pe for j m length
Water Works Design & Supervision EntoJ^------------- "
140
L» AMKladoD wiUi laterrosuqrtia] Cq
aiB (ula
|     Te
cll|lotniXa L[dk
Arjo Uedeu* Irrigation Project
Hydraulic Des I irn o f C.i n a I Structure               Ma?
Depth - 1(W, xD)'  - 1(1x0-17/ '
- i.xo.n = o.oa m
4
Provide deplh of 0.15 m betow rhe bottom elevation of proposed Hume pipe
In downstream of well provide RCC Hume pipe of 0.30 m diameter for 2.5 m length The velocity in pipe shall be given by
V-
HL-d1
~T~
22 0 J3
Area of pipe ■ — J —— = 0.0707 m
44
V=
0.04
0.0707
= 0.57 m/sec
The vetocity in canal is 0.338 ntfsec.
To pass the discharge of canal through pipe ,| lS  essential that p.pe should run foil For p.pe run full the top of pipe shall be kepi 0 10 m below down streams FSL or canal
Assuming the thickness cl pipe 0.08 m
■ Different elevation for pipes are as follows
Top elevation = d/s FSL -0,1= 1332.94-0.1 = 1332.84
Sodom elevation of p«pe ■ top elevation of pipe - 0.30-2 thickness of pipe
= 1332.84-0 3Q - 2x0.08
= 1332 84-0 46 ■ 1332.38m
Provide the floor far water cushw in well, 0.15 m below d/s invert elevation of p(pe
Invert elevation or pipe
= Bottom elevation * thickness of pipe
= 1332 38 + 0.08 ■ 1332.46 m
So water cushion floor elevation = Invert elevation of p<pe - 0 15
= 1332 46-0.15 = 1332.31
Waler cushion floor shall be 0.50m 1h*ck, Top 0.15 with cc, M-20 lain nu* n -*«■
*    ° Q'/er 0 35 m thick CC 10.
Water Works Design & Supervision Enterprise [aAssudadoo wttt lmercitntlBBni*! CmtsnUajrts ud TeeiiODcrsts Pvt Ltd
14fcjHtedttia lrrlj*tlUI Project
Hydraulic Design of Canal Structure
floltom elevation of cushion Toor - Top floor eldvsfon- 0.50m
a 1332 31-0.50=1331-81 Keep 1331 SO Length of pipe in downstream o'1 well is 2-5 m
The top elevation of pipe Of well is kept-0 30m above upslream elevation Top elevation = u/$ FSL *0 30 = 1333.94 * 0.30 = 1334.24 m
May 30CT7
The Bottom elevatron of pipe is proposed to be kept 0.25 m inside water Cushion floor
Bottom etevalion of p<pe - water cushion floor elevation O 25
= 1332.31-0.25 - 1322-06 m
Length of pipe or well of 1.0 m diameter = Top elevation - BoUom elevation
= T334 24-1322.05 =2.18 m
If the pipe is available >n 2 25 m lenglh 4 shall be used other wise 2 5m lerglh pipe shall be used
D.'S Protection
The invert eievaton o1 D/S ouiret pipe is = 1332 46
The D-'S canal bed etevabon is - 1332.74m
Therefore Io negotiate Ute difference in level, sloping floor from 1332.46 to 1332.74 m shall be provided for 2 00 m length
The floor i.e. protection shall consists of 0.30 m CC block or stone pitching laid over 0.15m
thick gravel tar 3Q m length in bed and slope of canal The pitching m stope shall he 0.30 m
above down stream F.S.L of canal i e up to 1332 94*0 3 = 133 3 24 m
A toe wall a1 the end of down stream protection shall be provided with 0.20 m top width at CWS tanal bed elevation and 0.8 m deep, with bottom width of 0.$Q m at foundation
The detailed drawing for the structure is available at Drawing Mo AD-F-Canal-DlS-33
Pvt. Ltd.
. i-.;Arjo Detessa Irrigadoa Project
Hydraulic Design o( Canal Structure
4.6 DESIGN OF PARSHALL FLUME FOR SECONDARY CANAL RS-17
May £007
For  measuring  lhe  rate  of  flow  of  canal  or  channel  lhere  are  number  of  methods  and  devices, some of them are
1     By  measuring  velocity*  by  float  or  current  meter  for  known  sections  (useful  (or  targe discharge)
2   By weirs
3   By Ventun flume device or structure
4   By Parshall flume device Of structure
Out of the above lor smaller discharge like (or secondary  canal of Arp-Dedessa Project, Parshall flume appears  to be mace suitable structure that can oe used for the flow measurement II is  proposed Io provide flow measurement structures  i.e. Parshall flume at head of every secondary canal in the project.
The  parshall  flume  is  a  critical  depth  measunng  device.  The  parshall  flume  is  inline  open channel measuring structure
The flume consuls of three principal sections
a)          Converging   or   comraciing   iadior*   at   Its   upstream   end,   which   ,s    broad    af|(J    (|a[    and    (|wr is level, both tongitudinaiy and transversely.
b)        Constricted section ex throat. which j3 narrow arHj f(oor c} Diverging or expanding section in the downstream.
dOwnWard
The floor of diverging sections  stopes  upward. The floor of converging section is  the crest of Hume. The walls  of converging section to throat are kept vertical Throat section has  parallel walls, and floor inclining downwards  generally  ai a stope of 3.3 (H: V) Diverging sect.cn has  a floor tochned upward generally  at a slope 1:6 (V H) and wall diverging towards  the outlet A graduated scale is fixed in a stilling welt constructed in 1he converging section to measure bead of water ewer the 0«x  of this  section. Another scale is  fixed in the other soiling well at |he beginning of the divergent section to measure the head at that section for submerged flaw
These flumes are built either of wood, steel sheets, concrete blocks, concrete t>riCks
Water Works Design & Supervision Enterprise in                   with [QtercootlneiUd Consultants and Technocrats Pvt. Ltd
I4JArjg Cedtisa Errlgackn Project
Byjraulic Design of Canal Structure .^Z___-
Hydraulic Properties
Discharge through the Pa rshair Flume can occur under free flow o< submerged flow condition. To determine the rate of Plow or discharge, two depth gauge, are provided in the wells as explained above. Both gauges are set with zero points al the mean elevation oF 1he crest d (he Hums.
When the correct relation between ihrooi width and discharge <s  chosen, the velocity  or approach is automatically controlled This control is accomplished by selecting a throat, wide enough to accommodate the maximum flow to be measured yet. narrow enough to cause an increase in the depth of flow upstream. The result is  a larger crass-sedionai area of the approaching stream and hence a reduction in velocity
For the feasibility study, type design of one parshall flume structure for secondary canal RS-17 of Right. Primary canal has been done. The hydraulic data for secondary canal RS-17 at 300 m below the Regulator are as given below -
The secondary canal RS-17 takes off at km 21 785 from Right Bank Primary Canal.
1
Design discharge
=
Q 58 m’fsec
2
Fulr supply elevation
■
1343.01 m
3
Bed width
1,0m
4
Full Supply depth
0.68 m
5
Bed elevation
=
1342.33 m
6
Bed Slope
=
1 in 300
7
Side stopes
=
1.5:1 (H: V)
e
Velocity
=
0.41& m/sec
9
Ground elevation
s
1343.20 m
The design of Parshal flume is based on FAO Manual 26-1.
For the design of Parshall flu™ qua
nMty  f n *
o      o   Mn Oe m(aSured
g
bul for the Mho of economy m. prac^ aiM
fae
considarauofi
onowng
i)  First  assume  that  a  submergence  shall  nw   fiJtceed  70%  for   non submergence ftow.
H)       Flume size, waterway dimension « shall be selected from ana third Io of canal
Whaif Ute
rt|d(h
Watur Warks Daslpi & Suptnlsi^Kterortsr —------------------------ ------ 144
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Bylraulic Design of Canal Structure
May 2007
J
"'J  Flume  water  way  shall  not  be  loonarrow.  due  to  which  high  and  long  upstream embankmenl mighl be required
In case of RS’17 secondary canal bed widlh Is 1 fl m. so widlh and flume size shall be belween
0.33 m < W < 0 50 m
From the labte available in Annexure - 6. (he only standard size flume available in above range is 45.72 cm say 46.0 cm.
For discharge of 0 545 m «sec i o 580 Its-teec. the Ha is 66 cm i.e G.B8 m
Hi
For submergence of 70% ratio of — - 0 70
Ha
Hb - 0.70 x 68 = 47.6 = 43 cm
At 70% submergence. 1he water surface in throat at the second gauge iHbt shall be kept level with that ol the lower end of lhe flume Therefore for IM condition of flow, the depth of water below lhe structure shall be same as before lhe flume is installed t.e. 0 66 m
By subtracting Hb from D. the value for x i e depth of Dfs floor below crest is obtained x = B0- 48 = 20 cm
Cresl elevation shall be 20 cm above the bottom etevalion of D/s channel
Th. actual low of IM to discharge of 580 IVaee 70%
CM. 20 ™
and   to   M   Hum.   size   of«   cm.   the   «.   c   „„<!   mm   ufMMm   and   sMmmm,   f   Sl    ,tom graph available as Annexure ■ 7. shall be 28 cm.
Since Ihis toss of head is loo targe therefore either mcrease the sobmergence ratio io B5%
increase the flume Sue From lhe graph it can oe seen that by iwwsing
'
flume  lhe  loss  can  be  reduced  but  not  to  mapr  extent  Therefore  H  IS   propose  t0   ,  '  '  ° submergence ratio to 80% m addition to increase width size of Hume to 80 96 . e 61 0 (7^ Therefore it is proposed to selecl 60.96 6lom> throat width and 60 on
« vu turn U'Jj Hij and 5-L |ii
{
r1
•***«*
Th, frw ta, <Wwg,
u<)o> (h#
Annexure-6, is 0.667 lUsac or 667 It/sec 
For 80% submergence ratio
Hb = 0.8 x Ha = 0.8x60 = 48.00 cm
X ■ D ■ Hb = 68-48 = 20cm
Water Works Design & Supervision Enterprise
IB AssoclstloB with tnutwDCUenUl Cawultantt wdT«ha a>ta Pit lid.
e ar
DArjo tafena tnif aflDn Project Hydraulic Design of Canal Structure
May 2007
Crest elevation shall be 20cm higher than D/s bod elevation. Head loss tor 54? flow anrJ 60% submergence for 61 cm ihroat of (turns shall be 14 00 cm. So difference between upstream and downstream FSL Shall be 14 00
The depth of water upstream from ine slructure shall be equal to
3 Water deplh in canal downstream *0.14
= 0.68 * 0.14 = 0.82 m
» Different elevation of structure
KeepmgUfs FSC 1343.01
♦ Lt.'s canal bed elevation = 1343.01 - 0 82 = 1342.19 m
Q'sFSL » 1343.01 - 014 (Head loss) = 1342 6 7 m
D/S canal bed elevation = 1342 87-0.68(0) = 1342 19 m
Crest etovalion shall be 1342 19*0,20
■ 1342.39 m
Discharge tor submerged flow
For submergence of 00% negate correction shall be applied of •valuation fw elevation of submerged discharge to the free taw discharge This submerged discharge is determined by using a correction fader as per diagram avertable at Annexure - 8. The diagram is a graph between correction of flow lo upper head Ha. and percentage submergence
Tte (gtaph) diagram , totow. »id.h cl 30 54 cm hum. fc,
mroal
Far 6096 (61) on Ihroal widih mudiptying lador is 1 6 rhe ecrae,^ (oI la ^<*0 (Mm shall be dbtotod b, subhadms OTrM n _
„
mutCipUCfllron factor from discharge of free flow condition
For Ha = 60cm and fhroel width 61.00 cm. Free taw discharge = 547 w Sftc Fram ,ha diagram to Cbmpulmg ,ale ol fc,to submaigm,
y
Ha = 60 cm and 60% aubntogmx,. in.
diWwg, .
throal ™»h oruW/'xj toto » 1.8 so r«al dacha^a l0 t» a<K>tlcw-
59.4 say 60 kte'sec 
Submerged flow discharge = Free flows discharge - 60 e U47
* w • NJ = 587 hVsecorti Ur Jr
M
againsl the required discharge of 0.5S lil/soc 
• “m« *» 06 " 33 * 1-8 =
587 m
Water Works Design & Supervision Enterprise-----------
M6
b Auodrt'a with tetWM.tliutU Coisejumu •nd T  h
(e   fl0Crate LwArjc-Dfrdtsa IrrtgaUun Project
Hydraulic Design of Canal Structure
Therefore selection of throat width of 61 cm & Ha = 60 cm is alright.
May 2007
Standard   dimensions   and   capabilities   of   the   parshall   Plume   are   given   in   enclosed   table ann&xura - 9 and 10 for various throat widths for free flow.
The dimensions for the design under consideration are as follows,- For 61 cm Ihroat width (AH dimensions are in cm).
i) A = 102                 B) 0 = 150
im) C = 92
iv) D = 122                  v) E ■ 92                      VO F n 61
VII) G = 92 VSi) K = 7.6
X) X ■ 5.1 XI) Y = 7.8
IX) N = 23
Mmimom How I hat can be nwasured = 11.&9 lUs i e. 0.0119 mJirsec 
Maximum flow that can be measured - 936.7 It/s i e. 0.937 mJ/sec
With  Ihe  dimensions  as  given  above  a  detailed  drawing  for  parshalt  flume  has  been  prepared which is avatlable al Drawing no AD-F.CanahDlS-il
u. 
Water Works Design i Supervtstn??^—3—----------------------
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14?frrtptteo Prtject
Hydraulic De-sigii of Cinal Structure
May 2007
Annexure - 6
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Water Works Jesl®, L SopemJ^a^-----------------------------
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Hydraulic Design of Can at Structure
Annoxure
Water Works Design 4 Supervision Enterprise
to tosocliUce witB toterwottneDUJ Consultants ixd Techuocrau Pvt Ltd.
IArjaUf dessa Irrigation frojErt
Hydraulic Design of Cinal Structure
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Water Works Design & Supervision Enterprise
la jusocuttoo with latEKoadneirtiJ Couaultwtu ud T«tknttttti Pvt. Ltd.
150Atl<>D«iessx imjititifl Project Hydraulic Design of Canal Structure
War 2W Annexuro ■ 9
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May 2W7 Annexure- 10
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Summery

Project Overview

The Arjo-Dedessa Irrigation Project is a major water resources development in Ethiopia, featuring:

A 40.6m high rockfill dam on the Dedessa River (tributary of Abay River)
Two primary canal systems (Right Bank: 44.166km, Left Bank: 60.18km)
Total command area: 13,665 hectares (culturable)
85 secondary canals and extensive tertiary/quaternary distribution network

Key Components

Dam Specifications

Parameter	Value
Riverbed elevation	1320.0m
Full Reservoir Level (FRL)	1356.0m
Top of Dam	1360.6m
Minimum drawdown level	1350.0m

Canal Systems

Canal	Length (km)	Command Area (ha)	Secondary Canals
Right Bank Primary	44.166	6,215	40
Left Bank Primary	60.18	7,450	45

Hydraulic Design Parameters

Canal Type	Duty (l/s/ha)	Flexibility Factor
Primary	1.10	10%
Secondary	1.0175	15%
Tertiary	0.941	20%
Quaternary	0.847	25%

Structures Summary

Control Structures

76 head regulators for secondary canals
11 combined head/cross regulators
2 escape regulators (one per primary canal)

Cross-Drainage Works

Type	Right Bank	Left Bank	Total
Aqueducts	2	4	6
Siphon Aqueducts	17	16	33
Canal Siphons	4	2	6
Earthen Section CD Works	5	15	20

Bridges

10 road bridges
3 foot bridges (plus 14 combined with other structures)

Design Standards

The project follows multiple Indian Standard (IS) codes for hydraulic design including:

IS 5186-1994 (Spillway design)
IS 7114-1995 (Cross regulators)
IS 7784 series (Cross-drainage works)
USBR design standards for small dams

Sample Design Details

The document provides detailed hydraulic designs for sample structures including:

Head regulator for secondary canal RS-16
Combined head regulator/cross regulator at km 21.788
Aqueduct across Wama River (catchment area: 3,542 km²)
Various bridge and distribution system structures