Arjo-Dedessa Irrigation Project Summary

fiCt 'WlARJQDEDE
SSA IRRIGATION PROJECT
< rt- ■*
g
FEASI
BILITY STUDY REPORT
CONTE
NTS OF 7HE REPORT
SERIAL NO.
1
2
3
VO LUM E NQS
PARTICUL ARS
EXECUTIVE SUMMARY
MAIN REPORT
Pad I - Repod
Pari IP - Maps S Drawings 
ANNEXURES
VOLUME -1
SURVEY AND INVETIGATIQN | ANNEXURES - 1 to 31
4
Volume - l<a)
Topograpfrc Survey. Geomorphoiogical Slupes £
GeoiogcaJ & Geotechnical I nwesb^aiHon
Part i - Report
5
6
Volume -1 (b>
Pad II - Appendices
VOLUME -II
NATURAL RESOURCES (ANNEXURES - 4 to ft)
Fareslry. Energy £ Catchmeflt Development P’an
VOLUME -IM
WATER RESOURCES (ANNEXURES - 7 to 11)
7
Volume - ill (a)
Meteortf ogiCJjl & Hydrology! & Hydrpgee'ogical Sludies 
Dam A Appurtenanl Works
Volume • ill (ty
Part 1 - Report
Part II - Drawings
ft
11
12
13
Volume-III |cj
:rriga:fln i Drainage
Pan i - Rep&i
Part II - Orarrt- ogs
Hyo.'Auhc Structures
Volume - III (dl
Part i - Report
Part II - Drawing?,
VOLUME IV
AGFilCJTLRUt (ANNEXURES - 12 Co
14
15
18
Volume - IV (a}
So Surrey £ Land EvaluaLsn
Volume ■ IV (b)
AgricuNunl Planning
Volume - IV (c)
Lrrejlpck. Fishenes, Agricultural Mechan-jation i
Agricultural Marketing
VOLUME-V
ENVIRONMENTAL AND SOCIO - ECQNQMiC ASPECTS
(ANNEXURES -19 to 251
17
Volume - v (a)
Environment,   Health   3   S0C4-K0MnK   Aspect
18                Volume - v ib)              Organization 3 Management Phync J inrraittvcturaAnnexure -10
Irrigation and DrainageArJ 0 Drdtssa Irrigation Ffoject
Irrigation & Driioa^e
May 2HJ7
ii)    Construction,    maintenance    and    opera1«n    of    field    drams    for    removing excess water from rain ar irrigation from every fefd/farm.
lit) Construction and maintenance of field road (access  track) Io provide access  10 every  field/farm for transportation of impiements  ano inputs io the fieidffarm and produce Iron the fieldffarm to ihe starege/markal.
iv)           Shaping,   leveling   and   grading   of  fieldsf   farms   far  efficient   application   of irrigation   water   as   well   as   efficient   removal   of   rain   or   irrigation   waler from the fields/fanra,
v)             Evolving   and   adopting   operational   procedure   for   equitable   distribution of   irrigation   waler   to   various   fields'!   arms   served   by   an   individual   field canal
fl.2.1,1 Planning for On-Farm Development works
The planning for On-Farm Development works Should satisfy the fallowing crdena
i) The design of waler distribution system should facilitate equitable and
efficient distribution and control Df irrigation water to each field/larm.
II) The design of drainage system should facilitate timely and efficient removal of
excess rain or irrigation water from every fleldffarm
lii) The field layout and land preparation should facilitate Ihe use of machinery m
cultivation, harvesting efa. to enable efficient soil and water management
iv)         It should canserve soit and waler and prevent water logging.
v)          The plan should minimize the cosl of execulwm o1 work and loss of area
under bunds, channels and drainage
8.2.1.2   Provision at Feasibility Study Level
in the Feasibility  Study, planning has  been done tn provide irrigation and drainage channels  upta quaternary  levels, which means  that irrigation and drainage channels  are available upto 1.5 ha of field However, they  wilt have to be taken to even smaller holdings  say  0.5 ha or even smaller. As  regards  land clearance and land leveling provisions  has  already  been made m the cost estimate at Feasibility  Study  far the entire command area However, further refinement will be required al farmer level during actual operation Drainage system has  already  been planned which will be able to avoid waterlogging. As  regards  evolving and adopting operational procedure f nr e quitatte
86
Water Works Design & Supervision Enterprise
In Assorlalllin nilb IntercondnenlaJ CoiiultanU an-d Ttehoofrats Pvt Ltd.Arjo Dedcssa Irrigation Project
Irrigation & Drainage
May 2007
distributions  a f irrigation waler 1 □ V anouS fields/faiTns, several innovative m assures  in form Of hardwares  like p rrwsxjns  ol Adjustable P roporiionaI Modular OuHel. Ifexibilrly factors  in design of canal cape&hes  etc  and softwares  in form of Rotational Waler supply  at macro level (secondary  canal} and lurn by  lurrt supply  for fixed time in proportion id real farm area have already  been proposed at Feasibility  Study  level. However an these aspects  will be further refined at ihe time or delailed design, implementation and a dual operation of the system. 11 is  expected lhal by  teal time Participatory  Irrigation Managemenl, which IS expected to play  significant rale in all those aspects, will be able to take some shape
8.2,2    Off-Farm Development Works
Off-Fam Development works  are related to development al Infrastructures. With the introduction of irrigation a large number of activities, which have forward and backward linkages, will develop in and ground command area In order io ensure Ihe envisaged increase in yield. it is  essential lhal proper arrangement should be made to make available in-puts  I-Ke implements, seed, teml zer, pesticide, loan far working capital. Similarly  with increase in agricultural production it wtI| be required CO make arrangements for processing, storage, transport, marketing etc. For this  Ihe concerned organizations, institutions  a1 different levels  wii have be organized, developed and their proper functioning will have to be ensured
8.3 Waler manage me nt
Waler Managemen! involves  a very  broad spectrum of activities  With ihe introduction of irrigation rt is  envisaged lo achieve optimum agricultural production. It involves transformation of traditional farming system into intensively  irrigated agriculture, high wrlh input level of fertilizer, pesticide etc  with intensive labour and high capital investment This  is  a gradual process  and requires  a very  close interaction between irrigation system being maintained and operated by  irrigation engineers  and agriculture system in which farmers  along with the a-gricutiure scientist in-charge of extension services  are involved In this  context Water Management is  expected lo play  a significant role.
Tha objective oi waler management >s lo oblain optimum yield sustained on long term w*1h conservation of waler, soil and fertility of the land without any adverse environmental impact.
— ____________________ __________________  O Water Works Design & Supervision Enterprise
In Assoclatlott with iniercondatntat CcnsuliaHis and Technocrats Pfl Ltd.Arjn Dtdessa Irrigation Projctl Irrigation & Drainage
Muy 3007
Water   Management   asped   of   an   irrigation   and   drainage   project   basically   addresses   to
three important Questions:
i) how to irrigate (method of irrigation),
||) When Id irngale (1*ning dr interval);
iil) How much to Irrigate (depth or volume dF water),
waler management ItwtMe eperation °< the anal syetem tram ptrmaty  10 field canal tor conveyance, dtstributon and appticalton of toigalion via,er to the field It redutraa three steps
i) Estimation of demand for irrigation waler al field level in lhe background of
(a) prevailing agro chmabt factors.
(b)  stage of growlh of crop and
(c)  Serf characteristics;
Ji] Appf«tatwn oF required [as assessed) quantity df waler, and
ill) Assessment o1 the performance and impact for modrficalicin, if necessary.
8,3.1   Irrigation Schedule
Dunng delailed design and actual operation of the canal system, iniga1«n schedule wil be prepared, which will Form (he basis  for the a dual operation o (t he system. While preparing irrigation schedule. the following should t>e taken into consideration.
■ Climatic factor in form of Rate rance Evapolranspirai*Qn
-    Crop characteristics
o Stage or growth of crop
□ Rooting depth
-     Soil Characteristics
o Water holding capacity
-     Irrigation Efficiency
0.3-2 Operation & Maintenance Manual
A   detailed   Manual   for   Operation   £   Maintenance   of   lhe   irrigation   System   should   de prepared White preparing tins Manual, the tollowirvg wil be taken into considerations
-  Rotational Water Supply at macro-level (secondary canal level)
- Tum-by Turn water supply fur fraed duration in proportion to the area uf
individual field at farm level
-  Introduction of Participatory Irrigation management
____________ ________ _______________________________________ sa Water Works Design & Supervision Enterprise
In Assotlaiioq witb InltrconUnenUU CmniUllU tod TKbObenu Pn Ltd.JI rjp ilfdeun IrriCkUdD Project irrigation 4 HrAins^e
Mat  w
TABLE OF CONTENTS
I PI O % I Vf. F OH: IMRI<; 1 T ION XI S If. M----------------- --------------------------------
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I 2 Un AVION Of THE PROJECT
I J  GHtHtsCivMMAXD AREA (CCA I
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15 5 2 Uroul (/ MK£O-lrr»90iiOft Srslem
15 5 3 SfctxK3ar> Canai?
I 6 5 4                  jTd Quafcwntry CdnAi
I 7 WATER QL *1ITV iiiR IRRHjATIOs
I CHOP 1A A FIR REQl'IRMENT & CAN At, CAPACITY
2 I INTRODUCTION
2 2 PWWKX RE FUR C A Li 1 1A s ION 2 1 Sotrcm uf ClpjaTIC Da ia
2 4 EMLMAnuNOFETo 2 SCRM’htf PiTTFRS
■ .■ii
ii — -ft i»a-
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2 J J 
ftarvf mu' Crisp Cdi^nrf^F
2 J 2 Crop Cwfjii i tr^
2-6 ELECTIVE RaINFaLL
2 ‘ (.’ALLTLAIkXs nr CRjOP Water REQ4, OCEMENT 2 8 METHOD Off iRRKiAIlOh
2 y Effkkncv or i rjugatio System
2 P i Effifrmy for 4 ‘n-JiwJ fifed Jwfr* J P 2 Ftfld jprhfdfwt FfRnrnc-v
11
IS 1$ id 19
22
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36
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2 A 6 Lour J « D^Jfenrtf ^OmpMfjiri erf"Ctirij/ ipjtrm
- lfl PT A* DESICA WTY <t Tilt HEAP Off PALM AM Y C«Al
37
W <1
19
2 H         HFxiart.ii ¥ Factor fur thf Maln Canal
2 12 MD^THL V Mr A OH JlFlJl .'ft FMFM FROM DAM SlTf
1 I) lARIGATION SCNEtM. LKG A U ATER MANAGEMENT
44)
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41
1 in DttAl LIC DESIGN OF CANALS_________________ ___ _______ _ _____ _
) I KTRdCHJClIOS
J 2 design criteria
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Water Works Des Ip & SupervlsiOQ Enterprise
LnJLss&rUU&rt -m litcrcatitlfleDUj CoDsufawts and TtthnacrtLs Pit Ltd.Arfn Dedessa f Friction Project
Irrigation & Drainage
May ZOO?
4
J 3 DtSI&NQf UNL^ ED felt KiATJQH CHANNELS-
J.4 HvL'iRa LLIC PaRTJCI LAfe$ OF CaaAL SYSTEM
CAN AL STRUCTURES-,-
4 I GfcMJWL
4.2 STHUCTURES ON PfiWAJ? Y CANAt $ 4.2.2 LmuJu nnwikres
4.2.2 rfdSJ-Dr-fflJfla^f BTorLf
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4 2-J Cfflwrflf ■Sh’iicitawj.
424
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4 2.6 Total ntr^frer vf
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iKiiMiriraiii hr riiimhi ■•■•nr'
3
LONGITUDINAL PROFILES AND CROSS- SECTIONS
5.1 LONGmuDlNAL FJiQFILEE..
67
a?
5 Li
LottgiftMfr.ni]/ Profiles of Primary Cabals...
1. /-2 /.MjriWiAa? Prc-/TJ[fj d/.SkiWit/}- Canalr.. — 5 7 3 Ziw^uurfjna/ fr^/Tir of 7Ifzr.ur>* (Wx 
$.i OOH - Section of Canal
52/
J 2.2
5 2.5
5 24
S3 Sfryh f Road
Cfdff-JfTJrGn filf PflttUtry C&titt! CfiD-ij StffXiafl fitf Jidfanclury Cwult Craft - jtaifal fonifa’y CdMf
riiiiMHMiimiiii iiihii mi ■ iimiHiiii13HHHIIihii iiiir iuiii io.................................................................. . mu
Typical C/uJI-.V^rfiiwr few Qwffmary- Caaah.
6. HYDRAULIC DESIGN OF CAN AL STR I CUTE RS..........
6 1 General. .
6 2 Structures o%: Primly Canals 5 2 i1 I'nrjJJr irracrii’^
61    Control Strlktuh L$
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Cross Drakage Works
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65  rcwdi’Tout bridge... .
66    Stiucturlson Distribution Nftwrk
67     Df ■$ Ki N C A LtUL ATKMfi
68     Di. tailed Drawings... 6.9    LS1MATI
.11.
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F11 FT 1111 I 111^111 4 JI IM 1 —a.. .. I ■ .
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T   PLANNING AND DESIGN OF DRAIN 1GE SYSTEM-.... 7 2 IMPACT IRRIGaTMis <A EXISTING GRG" %D WaTER
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Greu/ad Htart* Atcfairge/ram Jrrypitoji OrauMc/ Mfertfr
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Sur/dCf IF'm'-fJ' Lu^Jrig
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Nl ! D K.W SL REACF DRAINAGE SYSTEM
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S-'iM
FKCLaTI hr X Nl MUiRINGOF DAA^AGE SYSiT
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76
75
Mac
ro-Dkvnam. System
...
77
7.6   LAYOUTOF MXHu-piAlNAGL SYSTEM |N SAMPLE AR±a 77             DESIGN Crin kla for Surface Draws
7 7/ FirM Drains
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7? SI
II 11
Waler Works Design & Supervision Enterprise
Is Association wlLh Interctiotlucbtal Consultants and Technocrats Pvt Ltd.Arjo Dedessa Irrigation Project
Irrigation & Drainage
May 2007
7.9 Cross - Section uf Orains.............. -....... ................................... ........ ................................ S!l
S FARM DEVELOPMENT WORKS AND W ATER MANAGEMENT^.------------------------------- ----------- ----- —.......... -......... AS
5.] GENERAL .  ......... .. .............. .................. .................. ....................... ........................ .................................................. S5
6.Z Farm D’IEVielopmfsjt Wqrjc     ,.,e.,g..I....
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S * I Ota-Fawn i^eYefopsiewf fOFDj JForJtr
....... ....... .... ■ ■■•
8 2,11 Planning lor OrvFarm Dewetapmenj dories .............. .. ...... .................. ................................ 56
8 2.1.2 Provision ul Feasibility S-ludy Level ... tS 2.7
fit
Ji J WATE8 MANAGEMENT ........ ..
8.3.J frngatfian Srhedalr ....
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List of Table
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table ■ 1.2
TABLE
table Table
table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Tabi e
1.3
1.4
15
16
1.7
2.1
2.2
23
LANbSt'H AtMLirv FD* DlTFFRFNTCROPS \ ARJODLDLSSA COMMAND YftEA
List df Secondary Canals Under R>gfit Primary Canal
List of Secondary Canals Und^r Lefi Primary Canal.
Details (List) of Te r tiary Canals unde r Secondary canal R S- i 6
DETAfl.5 (List) of Tertiary Canal 5 UNDER Secondary canal RS-17
Details (List)of quaternary Canals Under Sample area
Selected Physio-ChTM-CM. *ND0ACTrm<xoGiC-M. Water AhAlyS-S RESLi.r^F£»Digt55* . . Summary of Meteorglggical Characteristics, of the project area
Estimated Monthly etq of Arjo-Diddessa project Area |ln jumimdnth) Values of ETo for Arjo-Oi&dessa irrigation project
.6
12
U
2.4(a) Chopping  pattern  - distribution  of  area  under  Phase- I (Chop  Ro  fation  1) 24(b)  Cropping  pattern  ■  distribution  of  area  under  Phase-I  (Crop  Potaodn  2} 2.5(a|< Cropping pattern ’ oiSTfi-Bur™ o- area unoer Pm*se-ii (Crop rotation i) 2  5(B)  Cropping  pattern  - distribution  or  area  unoeh  Phase4I (CROP  Rotation  2) 2.6 ------C--R--O--P---C--A--L--E--N--D--A---R---F-O---R-----
2.7       MONTHLY AVERAGES AMD 75% 1 BD% DEPENDABLE. EFFECTIVE rainfall (inmmJ 2 8(a) CROP WATER REQUIREMENT Phase l Rotation I
2.S(&) ORO?* WATER REQUIREMENT Phase i Rotation Ii 2 9(AJ CROP WATER REQUIREMENT PHA34 II ROTATION I 2.9(B| CROP WATER REQUIREMENT Phas« U Rotation It
2 10
2 11
2.12
2.13
GROSS WATE R REQUIREMENT at primary canal HEAD (month WISE) Efficiency for Differ€nt Components of Canal System
Peak duties FOR different crop rotations under Phase • i a II FiEAieoLiTY Factor for different Components of Canal system
22
2J
25
24
24
»
30
.11 32
JJ 14
15
jij 4,0
ad
2.14(a) DEP-h of Wai eh fcr yariguS Scenarios I mm)
2.14(b) Volume of Water fw Various Scenarios (Mmfqr 13665.27 ha Command Arfa
Table
Table
Table
Table
Table
Table
31
4i
42
Hydraulic Particuiahs fqh Right primary Canal
32
Hydraulc Particulars for left Primary canal
33
Hydrala iq Particulars for Secondary Canal-RS-i6
3.4
My DRAULIC PARTICULARS * DR SE CQnQaRy Canal-RS- 1 7
3&
hydraulic  particulars  for  Tertiary  Canals  under  Secondary  canal  -RS-
is
36
Hydraulic Particulars for Tertiary Canals Under Secondary cakai -RS-17
46
47
4&
4S.
J')
Table
49
Table
Table 4 2(a) LIST Of Si i*ho^ aqtfem i ■ i rj^ r kht Primary Canal
Table 4 2(B) List of Sy*>hdn AqueduCi on Left Primary Canal
Table 4 3(a) list qf Cross Drainage works . with canal in earthe n sec mun dn Table a 3<bi list of Cross Ora>nage works, wuh canal in earthfn sec ->oh left Table 4.4(a) List of Canal Syphon Structures On Righi Phimary Canal
Table 4 Ala) List di Canal Syphon Syrijciures on Left Primary Canal Table 4.5[a) Lk»t of Proposed head and cross Regulators ^Escape on Right Table 4 5(B) List OF PfiCTOSF0 HEAO and cross Reoui aTOR.S JESCon l L H
I able 4j«a) Ler OF HLap Rewlaiorun Right Primary Canal
4 1(A) LIST of AQUEDvCI &N RiGhT PRimamy C*NAL 55
4.1(b) List of AljulDuct Structures on Left Primary Canjl 55
56
56
57
57
SJl SS 55
59
60
iii
Water Works Design & Supervision Enterprise
In As5Delation with IQiertonilneata] Ccnsultaats andTechseerau Pvt UdArf& DeilEssa ErrljfaUoq Project
Irrigation & Drainage
T^blE 4 6(0JLuet of Head Regulator on left Primary Canal
May 21)07
to
Table
4 7(a)Llst of Road Bridges c*n Right PffiMAjffv canal
&5
Table
T*bl£
4 7(b]List of Rdad Bridge s dn LEFT Primary Canal
65
4 8(a) List of Foot bridges (Cattle Crossings) -dh Right Prmary Canal
65
Table Tam table Table
< 8[b) list of foot Bridges Provided in Left Primary canal
7 1     DETAIL5 OF SECONDARY DRAiNShNATIJHALLY EXISTING DR PROPOSED FOR QCNSTRUC rJ&N 72      HYDftUA-lC Par rJCULARS FOR SE SOnDaRv DRAIN RSCM 5
7.3 Hydraulic particulars fDr Tertiary drains in Sample AftEA
Water Warks Design & Supervision Enterprise
iv
tn Asaoeli'dan wiLh IntErcanUarnUl Consultant and TetHnocrals Prt Ltfl.
3H£Arje Dutessa trrleaUoD Project
Irrigation & Drainage
1 PLANNING FOR IRRIGATION SYSTEM
1,1 Introduction
1.1.1     General
May 2007
Before taking up planning and design of Irrigation system it is  considered essential to discuss  in very  brief a few issues, related 1o water resources  development in g&n-eral and irrigation System in particurars. which have assumed importance during recent limes  and which are influencing the planning and design of irrigation system in a significant way Some of them are discussed here under in very brief.
1.1.2     Cha nge in Concept
Though irrigation is  being practiced since time immemorial, it has  undergone significant conceptual changes  during recent times. One of 1he most important conceptual changes  is the change from prevtous  subsistence level to the optimization of agricultural production from limited resources  of land and water, which are becoming scarce day  by  day  m view of ever increasing demand for explosive growth of population However, the need io provide kngation in more and more new areas, which were huherto considered very  difficult and/or not very  suitable lor irrigation, is  also making the task  very  challenging. In view of increase in demand for water for Olher sectors, its  availability  is  decreasing for irrigation sector, which is  at present consuming a lion share of water resources. This  is  making the task, of pfannmg 4 design of irrigation projects  more challenging. This  shows  that irrigation planning has  to lake into consideration to facihlate irrigation in more area with less  water, which suggests tha1 the water use efficiency  for irrigation has  Io increase considerably  From rhe low level of efficiency prevailing al present.
1.1.3     Sub-Syslems of Irrigation System
The irrigation system consists  of two major sub - systems. These are canal sub-system & agricultural sub'system The canal sub-syslem comprises  the head works, (which may  be a dam with storage system or diversion structure - a barrage or weir} and the canal system consisting mam (primary) canal, distntiutary  (secondary  canal). minor (tertiary) and quaternary  canals  [waler course). The canal system has  to ba planned and designed m such a way  that d fits  appropriately  into the topographic  features  Agricultural Sub-syslem comprises  the farming and its  related activities. This  sub-system has  lo be planned and designed in such a way  that rt fits  mlo the prevailing land & soil Characteristics, and clrmalic factors besides other socio-economic and agro-econom«c conditions
_______________ _____________________ __ __________________________________ _ t
Water Works Design & Supervision Enterprise
In Assodatlcn witn [mert&ittlneuul Causultiiits and Technocrats Pvt LtdArjo Dedessa trrlgattoa Project Irrigation & Drainage
May 2007
1.1.4    Optimizalion of sub-Systems
Trie imgetion system for Arjo-Dedessa nas  been planned with consideration of above aspects. Efforts  has  been made lo plan the agricultural sub-system such 1ha1 it fits  irilu the pending agro-chmatfo factors  and the imgalion sub-system has  been planned to fit befit mto topographic  features. The imgglion system has  been planned for lhe optimum water use a1fic<ency  and to achieve optimum agricultural production from avui aolu land and waler resources. In order to achieve these objective innovative measures  Ilka structured network, rofrilional waler supp'y  al secondary  revel and lurn-by-turn water distribution at lelri evel. have been proposed to be introduced H is  expected that the introduction of these measures, along with other innovative measures  will htdp in achieving reliability, Limelmesa adoquacy. equitable distribution and Hembihly m lhe system
1.1.5    Participating Irrigation Management
It  Is  also  intended  to  introduce  Participatory  irrigation  Management  (PIM  i.  which  will  help  rn improving waler use efficiency and quality ol irrigation services.
1.1.6   Planning and Design Criteria
Accordingly  lhe hardware and software in the ptonmng and design <jf the irrigation are being provided. T he overall planning 4 design of the i rrigatlon s  ystem h as  been undertaken i n accordance with the design criteria already  prepared ard subm.llen under Phase-U interim Report of lha Feasibility Study and which has been accepted by the client.
1.2 Location of the Project
Geographically   lhe   project   area   is   situated   between   ^-lO'-SS"   to   8'5-39,-32   North   latitude (941399    4    as7395    Northing)    and    between    36*-22‘-53"    to    36°    36‘-15M      East    longitude (211667  &  249240  East  ng).  The  command  area  is  located  in  Bedele  4  Getch,  wgredas  of lllubabor   zone   and   Jima   Ago   woreda   ul   Eastern   Wetega   zone   under   Onmiye   Regional Slate.  The  command  i3    situated  at  a  distance  of  abqul  550  km  from  AddrS  Ababa  and  220 km  from  Jima  and  *  access.We  from  Add«  Ababa  through  Jima  (340  km  asphalt  road  from Addis)   and   Badeie   (150   km   road   from   J™}.   Bedete   is   the   nearest   town   to   the   command on  lhe  left  bank  ol  the  river  The  left  bank  of  lhe  dam  site  is  also  atom  60  km  from  Bwfete Ago   is   the   town   nearest   to   the   command   area   on   the   right   nank   of   the   river   Ago   -s acressfcle   from   Addis   Ababa   through   btekemte,   the   total   distance   W   Addis   Ababa   being abcul 400km. But there -s no approach to the command area from Ago
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Command  area  lies  on  both  lhe  can*  -  left  and  right  of  over  Dedessa,  and  covers  the fnlloiwng kebelsS failing under the woredas as given below:
Right Bank Zone Wcrfeda
Eastern W*feg> Ketel'es
Jima Arjo         1 - Lucama
2 - Mela
3 - &Bdhasadedes$4?
Left Bank Zone Wcreda
Bedele
Gelchi
lllubabor
K«bel»
1 Lilokaine
2. Chafiejaieia
3   Sekeiichbittu
4    Bildimadaru
5   CMatobildirna
6   Ambelala 7. KolDSifift
S Harotatessa
1 Chituoosflpa
2.  Marts
3.  Yebeto
4.  Wakel
The location of the project area including the command and the reservoir with rasped to zones hang been shown in Fig 1.1 and Fig 1.2 shews lhe locairon of the command area with resped bo
woredas.
1.3     Gross Command Area (GCA)
The command area ties  on both banks  oi 1he river below the dam There are two pnm3fy canals  - Right Primary  canal and Left Primary  canal offtaking directly  from the dam The Pullets for lhe two primary canals are located on either bank ol lhe dam
The gross  command area « 10.998 ha on the left bank  extending over about 8 kebels  of Bedefe iWoreda and 4 kebels  of Ge!ch» wexeda under Hlubabor zone The gross  commend area on the r*ght bank  is  aboul 6827 ha extending ever 1hree kebels  under Jima Ago Woreda. Thus the total gross command area >s about 17.625 ha
1.3,1  Culturable Command Area (CCA)
The culturable command area, which represents  lhe culturable area has  been assessed as 13.665 haP which works  out Io 76.67% oi the gross  command area The cuflurable command area excludes  the area which is  no1 suitable and/or available lor cultivation such area occupied by  rivers, drainage channels, forest. Mis, settlements  or rocky  land etc. The cuiturable command on left bank is 7450 ha and ihal on rtghl bank is 6215 ha
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1.3.2   Topography
Theolevatian in the command areg varies  between 1343 to 1330 a.m.s.l, The detailed soil survey  has  been earned for a gross  area of 36,765 ha agamst the identified gross  command area pf 17825 ha. The results  of detailed soil survey  show 1hal aboul 45% of the command area is  level [O' 1 % slope). 7%area nearly  level [1-2% slope), 2B% of the area is  having very gentle (2-4% slope) and 20 % of the area gentle (4-6% slope) In general the command area is  having a rolling topography. On both sides  of the nver there are some isolated hilts rising above the average level of the plain.
1.3.3   Soil characteristics
The results  of the delated soil survey  o1 the proposed command area indicate that the most extensive sails  of the project are vertisols  largely  occurring m lhe bottom of tne valley. They are subjected to seasonal flooding and cover 17692 ha which is  43 09% of the lalsl Surveyed area. The well drained reddish brown soils, which include Luvisols. Cambrsols and Milisols. are mcsUy  located on upland of isolated hills  and gentle undulating to rolling land that cover 9026 ha which accounts  far 24 54% of the total surveyed area. The remaining area occupied by  rmsceRaneous  lands, which cover 10,066 ha and constitute 27.37% &l the total area. The Soil map of the command area is available al Frg 1 3
The soil in lhe commend area ifi very  deep,. The fertihiy  status  of the soils  ol the project area is  medium Io very  high. The maior constraints  of the area are steepness, poor drainage of the bottom land ol the valley, uneven surface, compaction and vegelation caver.
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1.3.4
Land
suitability
The   delated
land   smiabi
My 
asse
ssme
nt   of
1ha
st
udy 
area
has 
bean
carried
put
far
Irrigated
agricultural
(fave-loom-ent
by
us
ing
nllaftd
land
resoil
HX
data
The
gelai-ad
lan
d
surfabifity 
assessment
erf   the   Stu
dy 
ana
has 
bean
don
e
far
irrig
ated
agricult
ure   de
velop
me
nt   which
includes  cultivation of rice, wheat, main, sugarcana, vageiades  and forage etc  The land suitability  assessmCrtl has  been done comparing the major lard duality  (actual conditions] at (he Study  area wth land use environmsnlal requirement far different land USS types Accordingly land stAabilKy maps for major Irrigated crops have been prepared
Trie results  of land suiiabMity  aisessmeM havo been given in Tabte 1.1 This  table shows the extant Cil area Suitable far differenl types  af craps  proposed in the project area. The figures  aveiabla in Ihe labia show that sufficient suitable land is  ava-iabte far different crops proposed in the command area according to the proposed cropping pattern. Fig 14 shows iha layout of the canal system superimposed an Lhe land suitability map.
1.5 Components of the Project
The A?jo-Dedessa Irrigation Project consists bi the following maj&r Components.
1.5.1   Dam & Appurtenant Work?
A.   40-6   m   high   earth   &   rock   fill   dam   rias   been   proposed   al   3fiL-40'-04“   E   longitude   and aO‘3l'-l2H       N    iglitude    (LlTM-243lB0    Easting    and    942445    Northing)    with    grass    and    tivs storage   capacities   of   i34i   2   S   40fi,5   Mma     respecthlMy   The   FRl    and   MQOL   (with   respect to irngalmn) have been fixed al EL 1356 4 1250 m respectively
1.5.2   Out fats
Two auUfliS tintake Structures  for canal) - One an either side - have btrun provided 1o cater far the needs  of the primary  (mainj canal proposed Ori aHlMr bank  of the rtlrtf The details 
□f lhe outlets are am follows:
Particulars
i: j LocaEiOn
It) Type
iii’i Sizs
Right outlet
Ac saddle No. 2
RCC duel
EL 1146 am$l
I7xi.7nj
Lett oulleEs
Ne&r lha left abulment
(about 15m bom Ui& end
RCC duel
EL ISnfi.Ci amst
2 Ci x i,5m
iv) Discharge
7 52 mV»c
9.015 mVsec
vi Canal FSL
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1.3.4  Land suitability
The detailed land suitability  assessment dF die study  area has  been earned ou1 for irrigated agnuultural development by  ustng toil and land resource data. The deieiletf land suitability assessment Of the study  area has  bneri done for negated agriculture development which includes  cultivation of rice, wheat, maize, Sugarcane, vegetables  and forage etc  The land suitability  assessment has  been done comparing the major land quality  (actual conditions) of the study  area with land use environmental requirement for different land use types Accordingly land suitability maps for major irrigated crops have been prepared.
The resutts  of land suitability  assessment have been given in Table 1 1. This  1able shows the extent ql area suitable for different types  of crops  proposed in the project area Thu Figures  available in the table show Lhat sufficient suitable land is  available for ditter&nl crops proposed m the command area according to ihe proposed cropping pattern Fig 1.4 shows the layout of ihe canal system superimposed on the land suitability map.
1.5 Components of the Project
The Ago-Dedessa Irrigation Project consists at the following major Components.
1.5.1    Dam & Appurtenant Works
A 40 6 m high earth & rock Fill dam has oeEn proposed at 36 -4D’-D4' E longitude and
80-31-12" N laiilude (UlM-243166 Easting and 942445 Norming) wrih gross  and live Storage capacities  ot 1341.2 & 455.5 MmJ respectively  The FRL and MDDL (wijh respect to irrigation) have been fixed as EL 1356 & 1350 m. respectively.
1.5.2  Outlets
Two outlets  (intake structures  for canal) - one on edher side - have been provided Io cater ler the needs  <rf Ihe primary  (main) canal proposed on either bank  of the river The details of the outlets are as Follows
J
Particulars
Right outlet
Lefl outlets
i) location
At saddle no. 2
Near ihe left abutment
■[about 15 m from the end)
u) Type
RCC duel
RCC duel
*) Size
1?xi7m
2.0 x 1.5m
■V} Discharge
7.52 m/sec
9.015 mVsec
v> Canal FSL
EL 1348 amsl
EL 1340.6 amsi
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Table 1.1 Land Suitability for Different Craps under Arj O’Dedes sa Command Area
May 2007
Suitability Class
Si
S2
S3
Sub-Total Suitable
N1
Rice          Wheat           Maize         Sugarcane        Vegetable       Pasture
467 «
234 Ifl
3295 28. 1
4428 05 1171 X 1039 □ 2751 95 9460 16
4428.05 1639,4 1439.6 2W8.3J 12755 44
134n 73            1J46 73j
23fl 09
N2
17J2 5-1          3732 M          3732 54               3732 54
211J 55 2114 56
■ M4 5 373J $4
Sub ■Tola? unsuulabte
22*0 82
22*0 82
5070.27          50/0.27           3732.54
3083 43             5079 Z7
Grand f trial
8711.87
OflOJT. 8718.87
6715 az              18710.37          H 93.83
Besides,    the    dam    A    appurtenant    works    ihe    major    component    of    project    consists    of    the irrigation and drainage system These are discussed in detailed
1.6       Canal System
1.6.1    Nomenclature
The     ffrllowFng     nomenclature     as     prevalent     n     Ethiopia,     has     been     adopted     However     the intemalionaNy prevalent nomenclature has also been indicted tor batter understanding
Prevalent In Ethiopia Prevalent internationally
.iiid In other rounlrtes
g Primary canal
nJ Secondury Canal
Main canal
__ _ _ _ ■ Oaslribulary 
___ _____________________ [____________________________
Adopted in the Report
L_____________ „            .............. .............
Primary (Mam J can.-ii
‘equivalent lodistributary Secondary canal-
■, e- jUFvalunt to minor
m) Tertiary canal
rv J Quaternary canal v i Field canal
Minor
Water course FrjM channel
Tertiary canal-<equivalent to water Course’ Quaternary canal’ (equivalent lo field channel
It may  be noted the nomenclature as  prevalent in Ethiopia has  bettn adopted m this  Report There are two Primary  Canals  Right Primary  & Ltih Primary  canal - one on either side The discharge of nghi Primary  canal is  7 52 mVsec  and that «J  Lett Primary  canal is  *3 01S mj/sec  Though ine standard1 numenclaturt- prevakanl m Ethiopia nas  been adopted the functions  di the different components  of ihe -Hinal system have down graded one step
□slow   As   Ihe   discharges   Qf   Right   Primary   ft   Lel1   Primary   canale   are   very   low   and   they   an- almost     equivalent     to     distributary,     they     are     functioning     as     distributaries     Therefore     ihe secondary    and    tertiary    canals    are    [ijnd»oning    as    minors    ft    watercourses    respectively    and the quaternary canals are functioning as held channels.
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1,6.2  Humbaring of component! of canal
Since there are two primary  Canals  - one on each bank, lhey  have aeen named as  Right Primary  Canal (RPC] and Left Primary  Canal (LPC). The secondary  carets  on each bank i e under RPC S LPC have teen serially  numbered by  assigning a number as  subscript after 1he letter 'S' and capital letter R4L have been pre-fixed to distinguish rhe secondary 
canals under Right or Left Primary Canal viz RS-t. 2, 3, ..
40 and L-S-1,2. ..45. The
lertiary   canals   have   been   numbered   according   1o   their   location   Dn   ihe   respective   secondary canal under Right Primary Canal or Left Primary Canal as give below:■
Location of Tertiary canal Right Primary Canal
Under Secondary Canal No.l
Lefl Primary Canal
Under Secondary Canal No.2
RT-1-1
RT-1-1
RT-1-3
RT-2-1
RT-2-2
LT-1-1
LT-1-2
LT-1-3
LT-2-1
LT-2-2
RT-2-3
LT-2-3
The seguertces  for other ternary  canal beyond number three and o ther secondary  canal beyond number 1wo will continue m similar way. In similar fashion quaternary  canals  will be numbered SflriaHy  according to their location under Ihe Tertiary  canal For example, Ihe first Quaternary  canal under TErtigry  canal no 2 ol secondary  canal number 9 of the Right Primary canal will be numbered as RQ-9-2-1.
1,6.3 Primary Canals
1.6.3.1    Right Primary Canal
Taking off from the outlet provided a1 saddle dam Ho. 2 with a head discharge at 7.52 mi'sec, the 1o1al tfingth of 1he canal «S 44 km and it is  a contour canal in ils  entire length In upper reach the command area lies  on both banks  of River Wama. which is  a major tributary  of Dedessa River, joining il downstream erf the proposed dam After taking oft from Ihe right out teft (Intake structure) provided in the saddle no. 2. the alignment of Right Primary  Canal runs  parallel to the course of River Wama in upstream direction on its  left bank  and then it crosses  the Wama River at B 5 km through an aqueduct. There after (he alignment runs  on the right bank  parallel to the course of River Wama m downstream direclion II crosses  an other natural drainage at 13 75 km through an other aqueduct and there after it runs parallel to river Oedessa
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Since it is  a contour canal, its  entire command lies  on one Side. *efl side of the align merd and extends  uplo the bank  of River OedeOsse- The Right Primary  Canal being a contour canal. il crosses  a large number of natural drainage channels  on which cross‘drainage (CD) works  have been proposed. One secar*dary  canal has  been provided mostly  on the ndge between two natural drainage channels.
1,6,3-2 Left Primary Canal
The Left Primary  Canal lakes  off from the Eeft outlet located near lhe left abutment of the dam The head discharge is  9 015 m’/sec  and the total length Is  60 km In its  initial reach, it is  aligned on sleep slope covering only  a ver/ narrow command between the hills  and the river Dedessa. Gradually  the command area widens  and again in Ebe end i narrows  down Similar to the Right Primary  Canai» the Left Primary  Canal also crosses  a large number of natural drainage channels, where CD works  have been proposed. Between the two natural drainage channels, one secondary  canal which takes  off from lhe primary  canal and runs an the ridge, has been proposed
1,6.3.3 Fixation o( Full Supply Level (FSL)
The FSL of the Primary  Canals  at their head i e near 1 he off 1 ake has  Peen fixed very judoously. Caro has  been taken to see that Lhere is  no ideal length of the canat due to deep cutting and m case rt is  not avoidable, it is  kept to the minimum Efforts  have been made to delineate the command areas  on the topographic  map and determine the maximum ground elevation of fields  Accordingly  FSL -of the Primary  canal has  been fixed so that it is  able to provide flow irrigation under gravity  in its  enftre command. Sufficient working head had been prowled between Lhe proposed FSL 0-1 the Primary  C anals  a nd operative MDDL in lhe reservoir
The full supply level (FSL) of both Primary Canals - Right and Left - has been fixed at EL
1346 amsl This has been fixed with the consideration of providing gravity irrigation m the
proposed command area This FSL has been fixed such 1ha1 no area, which i$ suiiable (or
cultivation, is left out d command and at the same tme, the canal does not have
unnecessary idle length and wither excessive cutting or filling.
While planning end designing for the tay  Out of She canal system the fixation of full supply levels  (FSL) in different components  of the canal system has  been finalized with working head as follows
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Off taking channel
Parent channel
Working head
Secondary canal
Tertiary canals Quaternary Canals
Primary Canal
Secondary canals
Tertiary Canals
30 cm
15 cm
15 cm
1-6.4 Macro -Irri g ation System
The lay  oul Of mu erg-irrigation system, wmpns.ng I he primary  and I he secondary  canals, has  been planned on the basis  of the cnntour msp availabia al a scale 1 K\ODO As  slated earlier trie Primary  canals  are contour canals, where S8 the secondary  canals  hflW been Aligned an ridges  between Iwo natural drainage channels  The alignments  of the secondary canals  have been marked Oh the map along wiih lhe Pomary  canaFs. However, the layDul lor secondary  canals  (except m the sample area) is  only  lerttallva co Indicate the broad planning at the irrigation system. Normally  Die Primary  canal? (equivalent to main canal) and Secondary  canals  (equivalent 10 disirihutaryj form tha pad ot macro-irrigation syjilem. Hut in (his  case Cha si» of the command area and consequently  the discharging capacity  of Primary  canal is  small, which >s  almost equivalent to a distributary  in major canal system Therefore the sectmifary  canals  Me funchnning as  minors’ and as  such they  Mfl forming the part of micno-imgaiior system Accord ngly  the planning design ol secondary  canals have been considered under micro-nrrigaHon system
Tha layOUl of macro-irrigation for the command area of both Right and Left Primary  canals has  been shown on contCur maps  State 1 10,000 in seven sheets. wh*ch have been provided in a separate volume along with 1his  Reonrt as  Pari-tl-U rawing s  However, the layout on a condensed scale has  been made available in th s  Report at Fig 1 5 Inr ready reference
1.6.5  Micro-Irrigation System for Sample Area
While lhe planning for 1 he layqul ol 1he m UCK-1 mgBtion system, censiling of Primary  & Secondary  Canals  has  been done for Lhe entire command, the plarin-rg for micro-irrigation system comprising secondary, ternary, and quaternary  canals  has  been done for the sampm area only  Far the purpose of rrmcftbirrigaBm planning a sample arsa measuring about 756 ha has  bead selected The Sample area is  located under Lhe command area of secondary  canai no R&-16 (340 ha) and RS-17 (416 ha). The main entena (dr Lhe selfidion of me sample area is  lhai it should be true rapfttantativw - m respect of an aspects  . □ , topography, soil and land characteristics - d lhe command area. In lhe S&lfrsled sample
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area, compteie planning for tertiary and quaternary canals in lhe entire sample area has been done on a topographic map at scale 1 5000.
1.6.5.1  Sample Area
The detailed p'anning and design for micro-imgations system has been done under the sample area, which covers the following secondary canal under Right Primary canal
r)  Secondary  canal  No.  RS-16.  It takes off at  km  21 327  erf  Right  Primary  Canal and  has  a  cuLlurable  command  area  of  408  38  ha  However  due  to  some constraint only 340 ha has Deen included m lhe sample area at this stage
ii} Secondary canal No. RS-17- It takes off al km 21.788 of Rrghl Primary canal and has a culturable command area of 49579 ha However, 1he sample area covers only 415.75 ha at this stage of Feasibility study
11 may be noted that lhe two secondary canals are adjoining and their command area are contiguous. As such the entire sample area is located in one block
1.6.5.2  Layout of Micro-Irrigation System
The micro-irrigation system consists of micro-irrigation and micro-drainage sub-Systems The mrcro-irrigation system consists of the followmg:-
-    Secondary canals - (equivalent to minor j
-    Tertiary Canals - (equivalent to water course)
-    Quaternary canals - (equivalent to field channels )
Similarly the micro-drainage sub-system consists of the following
-    Quaternary drams
Tertiary drams
’ Secondary dram
1.6.5.3  Secondary Canals
As discussed earlier secondary canal which is normally equivalent io distributary forms the pan of mecro-imgabon system Bu1 since the command area of lhe primary canal <s small and consequently discharge is also small, in inis project .1 is equivalent to dislributary The width erf the command urea under each primary canal is very small and 1he command area is  traversed by  a large number of small natural slreams  Therefore as  dictated by  lhe topographic features, one secondary canal has been provided between the two natural
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streams. Th* secondary  canals  offtake from the Primary  canals  on only  one side. A head regulator has been provided in lhe Primary canal at its offtake. The secondary canals have been aligned on She ndges and tertiary canals are offtaking on either side.
The details  of secondary  canals  under Right Primary  canal and left Primary  canal are available a! Table 1.2 and 1.3 respedively. The tables show the number, length, command area, and the discharging capacity  of lhe secondary  canals. There are 45 secondary canals  having a toial length of 47 19 km under Left Prunary  Canals  and 40 secondary canals having a total length of 49,.37 km. under Right Primary Canals.
1.6.5 4 Tertiary and Quaternary canals
The layoul of the sample area is available at Fig. 1.6 The figure shews the tayoul of tertiary and quaternary canals along w1h the irrigation blocks, While tertiary canals are 1ak ng off on both sides  of secondary  canalr which is  aligned on Lhe ridge, the quaternary  canafs  are taking oft from lhe tertrary canals only cm one side because of constraint of topography as the land is skipping only on one side of tertiary.
Thft   average   size   of   lhe   irrigation   blocks   is   about   20   ha,   though   there   are   some exceptionally big block having an area of 37 ha and exceplKmally small block of B la 10 ha
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Tkbto 1.2; -U>E ol Secondary Csriill Under RigM Primary CjnJP
S'D fll
Secflfidajfy
Canals
Off lake point C.C.A
(ha)
Discharge
Length 4>T Ihts-
each secondary 
canal
RS-1
0.555
49
0.057
0.4
RS-2
1692                           91
0.108
0 37
RS-3
2.951                           51
0.06                            0.4
RS-4
4 142                           60
007
0.4
RS-5
4 00?
86
O.TOI
0.35
RS-6
5.750                           36
0.04                            Q 3
RS-7
6 123
49
0.057
0 03
Rs.a
10 14                            66
0.077 j                        0.0?
RS-9
T0.97
Z4
0.028
0.1
RS-10
12.382                         104                    0.122
D.5"
RS-iie                              15.010                           l3fi                    0.159
0.93
RS-11b                                15 010
73 59                    0.086
0.93
RS-1!?
RS-13
RS-14
W.393 115 09
17 186 112 47
17756 102 32
0.135
060
0.132                           1.00
0.12 '
1.20
RS-15                             18.884                    202.88
0.237
1.60
RS-18                             21 327
406.30
0.4 73                          2 40
RS-17
21 >88                    49579
0,5ft
365
RS 16                                   22 762
166 98                    0.198
1.55
RS-10
23 797                    227.75
0266
RS-20
1 55
24 842                    246 03
0.28ft
1 54)
RS-*2l
26.347
184 31                    0.216
1.20
1"
RS-22
20.063
159.84                  0 187
RS-23
i 25
28 668                      83 68                    0.09ft
RS-21
0 9S
29 751
77 34                       OM
■J 90
----------- ~“—
RS-25
RS-»
RS-30
[ RS-31
RS-32
RS-26
30 285                         344                      0 04
31.332
060
110.96
RS-27
rs-zb
0 13
31 836
32.960
0 90
256
41 27
0.3
0.40
1 20
ci 90
L_______33.816
>76 56
34 819                    590 01
0 207
0 69
35 218
35.922
2 10
4 10
255.1                    0 298
2 75
216.33
. RS:33 IRS-34
36.4 75
0 253
130.40
2 20
o.la
i “5**0
IRS-35
37 418                    123 57                    0 145  r- ------------- —
38.537  _______ B9.26
Rs-a'a 1 HS-37
49 556
40 207
42 UBB
■—
RS-38
RS-39
188.31
I1CftlJoo
232 >8
I 1U4
0.22
0.214
0 272
43.109
HS-40
■14.166
98 83                    0 116                  11
.
1 60
070
1.90 I 50
0 95
53 96                     Q 63
.
Total
-
________ 0.65
44.17
Water Works Design i Supervision Kuterprlse-
In Assocnilcn ritfa tattftintiiiMlll DwutteDti l«l TechMuau Prt. Luj.ArjO DadurSA Irrigation Project
Irrigation & Drainage
Table t.3: -List Secondary Canals Under L«H Primary Canal.
May 2007
NOOf
Secon<Jary
Canals
Off ta*e poirtl
(tan}
C.C A (ha)
Discharge
Length of the
each
secondary 
canal
LSd
0.157
40 87
D.048
02
LS-2
3.126
33 J6
0.039
0,32
1.
L5-3
3.749
40 1
0.047
0 60
LS-4
4.53ft
24 48
0.029
6 30
LS-I
5.411
36.3
0 042
1.30
L3-S
S.W
64 26
DOTS
O.B
LS-7
6.553
40.14
0.047
0.35
L&-8
S.aa
61.52
□.088
0.90
I LS-9
10.455
133 72
0 162
0 95
LUMO
13.994
120.31
0 141
0.32
LS*11
15 80ft
40 11
0047
0 62
LS-12
20.1®
69 17
0 Ml
0 95
L9-13
20716
69 *2
0.081
0.90
LS-14
21.693
52.04
□.061
0 30
LS-15
23 115
355.79
0.4 1 7
2.40
LS-16
23.617
66.06
0.08
0.30
LS-17
26 36
155.01
□ .101
1.40
L$-ie
2 7 $53
70 58
o.oaa
0,30
LS-19
23 659
37 79
0 04
0.35
LS-20
29.526
22 89
0 027
0.50
LS-21
30 333
42 74
0.05
0.35
--------- "
LS-2 2
31.096
1441.1
0.168
0 96
LS-23
32 44
607.79
0.711
4.65
LS-24
33.955
103 i®
0.121
0 30
LS*25
35.266
87.65
0 103
0.90
LS-2®
35.673
75257
0.661 "
5.50
LW7
36.716
32 09
0.038
0 30
LS-2®
30.076
189
0.022 "
0.30
LS-29
38.912
30.57
■J03*
0.02
LS-30
39 737
62.31
0.073
0.30
LS-31
40.137
32.31
0 038
LS-32
0.30
*0 BIS
100.56
0.118
0.65
LS-33
41.913
102 8B
0 12
LS-34
O.EJO
44 312
66.29
o.oa
L5-35
45 00®
0 20
26.22                   0 033
46 216
0.20
LS-3®
154 1®
0 16
LS-37
47.563
0 60
176 66
0.207
LS-38
2 10 '
4ft 204
10291
0 12
LS-39a
53 943
0 90
L$-39b
i 25
St 048
1030 7
1 206
420
LS-40
54 124
331 65
O.36B
L5-41
I 90
M <aaj
32
0 041
LS42
54.686
0 20
68 96
9 61
LS-43
55 M2
165 72
0 60
0 194
L5-44
57.644
.
0.30
443 14
0 519
LS-45
60 159
1.90
911.90
1.067 '
Total
3 60
-------------- J
— .1
------- - ------ J .
47.95
15
Waterworks Design & Supervision Enterprise
Io Associates Akb lnIcrcbntliieQMJ CUOauttOtl nod Teebaucrata Pui. LLd.Arjo Dedessa Irrigaitoa Project
Irrigation & Drainage
May 2OT7
The details of the irrigation blocks and tertiary canals for secondary canal Mo RS - 16 and RS-17 are available in Tables 1-4 and 1 5 respectively. There are Fifteen number of tertiary canals under RS-16. The length of tertian/ canal vanes between 1345 m to 1115 m and total length o1 all the fifteen tertiary canals under lhe command of RS-16 is 10 845 km. The number of quaternary canals under each tertiary canal varies between 7 to 23 and the total number of quaternary  canals  is  224 under RS-16 Similarly  there are 2 2 tertiary  canals under RS-17 Their length varies between 142 m tol 28 7 m and lhe iota! length of all the tertiary  canals  under RS-17 is  13.383 km. The number of quaternary  canals  under each tertiary canal vanes between 4 to 23 under different tertiary canals and lhe total number of quaternary canals under RS-17 Is 285 The details of quaternary canal under sample area are available al Tabte 1.6.
Title 41,4: - Dalaili (LUI) of Tertiary Canals, under Secondary canal RS-10
Name eV
litrondar/
eanaij
TeHiary          C.C.A
carrf
ha
Duign
cmdty
capacity uri*
m -s.              lieLutMily !actai [2(Mtj
L*nglh ol leriia/y canafe
. L*J .
R5-16-1
2l 33
0020                  □ M4
074
RS 16-2
14 2S
0-J13                0.016               3M
RS-16-3
25 13
RS.16-4
14.91
R!--1l-5
RS-16-6
2963
0.024                0 026                &!&' 0014                 0017              345 0 223                 0 033              MO
10.42
0.017
0.021               6*3
RS-16
RS-16J 32.05
R5-1£J ia.se
0031
903?             :lx;b
0.01B
0 021               570
RS-169
35 71             0 034
0 040
1115
RS-IMQ
1951               0.010
RS-lft.11               34.35 R5-15-1Z              19M
0.033
0 019
RS-1 ft.13 2B
RS-16-14 15 24
0026
0022
0 039
U 022
0.032
578
1114
fiil
908
0CU5
obu
5*3
rS-16-i*
10.4
0.010
0 012
total
MO
543
10.045
14
Water Works Design & Supervision Enterprise
In Assuclailoo with later con tin eh ulI CoasulUnLs aad Techaocrals Pat LtdArjo Dtdessa Jrrlpidoa ffdj tcc
Irrigation £ Drainage
May 2007
Table 1.5: ■ Details (LtatJ of Tertiary Canals Linde* Snndiry certai ffS-1 r
Hama ul
Stock
^tCDrMiary
can-al!
Tertiary
gifiaf
CC.Ain
ha
O*5i^ri
capMily
m*rt
□eilgn
opacity *ltf»
flexibility
factor (20%l
Length of
tertiary
canals {mF
RS-17-1
as
Itcfi
0007
522
RS.17’2
973
0.009
0 0:1
142
7.57
0007
l?0M
658
RS 17-4
1177
o.qiF
0.022
150
RS-17 5
8-3
0.003
0.009
Md;
RS-17-6
21 84
OOfii
0025
200
RS-17-7
11 Z4
O.oii
0.013
574
R5-17-6
20 54
0C13
0.023
295J
RS-17-9
IE-S2
0.015
0.010
594
RS.17-10
20
0.019
0.023
513
rs-;-)
RS-17-1 *
2594
0924
0.029
MJ .
RS-17-12
0.019
0.022
76fl
RS-17 13
27 45
0 326
0.031
figs
RS-17-14
0.01-5
0.022
‘044
RS 17-15
37 +4
o.oas
0.042
M?
RS-17-16          2£l 77
0330
0.023
1257
RS-17-17
25 4H
0.924
0 029
674
RS.1718
21 54
0930
0.024
858
RS-17-19
21 lb
0.020
0.074
RS-17-20
21.63
oaso
0.024
730
RS-V21
14
0.013
0 016
RS 17-22
10 11
GUI.'-
0 020
?«.
W
Total
415
13 3BJ
1
Water Works Design & Supervision Enterprise
la AssodaflOB '*lLti I n terepq tlneniftl tons U Ita ahi mi TechoQcrau; p,t. L(d.Arjn Dfldessfl irrUfatlfln Inject
Irrigation & Drainage
-
Tabla 1.6: ■ Details ((.is!) of OLiatefnary Canals Under Sample area
May 2007
Secondary
cafitl
Tertiary Ami 0*»chM9»
canal              fha)              m’ta
OtMlt^rnary canal
Tertiary
drain
Arts
drained
|i»;
RT-16-1
71 33           0.024      1 RQ- i-5- i .: in RO 16-1 -13
RT 16 2
14 ZB           OOiS          RO-16-2-f W RO-18 2 7
RT-16-3
25.13            o<ra        RQ-16-H to
RTD-16-1
2i ii
RI-16 4                 14 01
coir
flQ-16-4-1 |0 FtQ-li+fl                RTD-16-2
RT-1d*5               29.63
5033
RQ-16-5-1 10 RQ-16-S-19          « TO-16-3
un
75 13
RT-16-6
18 42
6071
RC-lD-6-t ID RQ-15-5-11            ATD-16’4
14.01
RT-18*7
32.85
0037
RO-16-7-1 wRQ-ie-fSl                 RTO 16-5
29 63
RS-16
RT18.8
10.56            o.oif         RO 1fr&-1 to ROM 5-8^13
RTD 18-6
18.42
RT'16-9                35.71           0 IMO         RQ-15-9-1 to RQ-18-51-23          RTD 16-7
32 85
RM610
18.51            Q022        RQtS-10-1 Ifl RQ-16-10-13          RTD-16-8
RT-lfi-11
34.85            0.039         ftO-lS-lbl Id RQ-16-11-23             RTD-16-9
18 96
34.7,
RT-1&-12
1988            0 022         RQ-1B- F2-1 Io RQ 18-12 14      RTD-16-10
iisi
RT-lfl-13                  28              0032          TO-1frT3*l to RQ ’6-13-19           RTtMfl-11
AT-lfrU                 16 24            0018         RQ-1M4 I to RQ-IB-14-13
RTD-10-12
34.65
19 86
RT-16-15              1Q 4
0.012
RjOlfrlSd to RQ-l6-t5-!t
RTD’16 -13          28
TW                          34 0 1
RT-17-1                  65
0 011
ACMM‘1 to RQ. I? 14
RT 17-2                 9 73
Rb-17.12 1 toRQ-17 12.it
RT-17-3
tST
«®0?
0022
RQ. 17-2-1 |D AO. I7-2 4              RIO-17-1
RT17-4
19 77
0 009
RT-17-5
62
55
0.73
7 57
RT-17^5
21.84
0025
0009
10.77
RT-17 7
11.24
0023
RQ. 17-11-1 hjRO-17 13-14        rt::.17 RG-”-1-! :oR(?-ir 0-1                    RTO-17-3 RO-1 7-14-1 :r         17-14-12      RID-17-1 HQ17-4- 1 to Rl> 17-4-0             RTD-17 5
Bl?
RT-17-8
30 54
0013
RO-1T-1$-1 leftG-17-15-12
RTD-17 6
21 -34
RS-17
RT-17 9
18 32
0023
RT-I7*1O
20              0016
RQ 17-5-1 (o RQ- I7-S13
RQ 17-16-1 DORQ-lZdB-IS
RIO 17*7
RIO-17-0
1124
30 54
FCT-17-11
25.94           0 022
RO IT-B-ltu RQ.i7.tlft               RTD-17-9
16.32
RT-17-12
ffT-17-vj
19 89           0 029
RO-1 ?■ W 1 tQ RO-17-1 7-11    RTO-17-10
___   _
RT 17-14 19.54 0.031
57 45
-—
0 022
Rtj-1? 7-L to RE?-?-17-?J           RTD-17 11
RQ-17-16-1  io  ftQ 17-18-14
■ , , ■ i _ ■ -r -______ J
RTD-17-12
AT-17-15
37.44            0 023
RG-IT.3-Ho RQ-17-A-2B            RTD 17 13
RT-17* 16
20 77           0 042
RQ-17-1&-1 to RQ 17-19-14        RTD-17-14-
RT-17-17 25 48 3.024
RT 17-10 2i 5029
RQ-17-9-1 to RQ 17 0-1?           RID 1715
RO-17-20-1 to RO-IT-20 14         RTD 17 10
■
[
RT-17 19
21 15
0 024
RO IT-10-1 IORQ-17-10-14         RTD-’7-17
RT 17-20
21.83
0024
RQ*T7 21 1 toROIT'21'14            HTD-17-18
20
7!. 04
(9 00
27 45
19.64
37 44
20 77
25 4 0
.■■'21 54
RT« 17-21
RT-17-22
14 00
18 11
Cidzl
0.016
R017-11-1 Iq TO-17-11-10 RTD-17. !9 2! 15
HC-1J-22-1 »RQ-'7-23 m RTD 17-20 " 21.M
Total
414 75
______ I
............................ .................... .......................... ....................................................................... 16
Water Works Design & Supervision Enterprise
Ju Association Mittl [plerconlli] ED LaJ 4 o asu Hunts an d TecbU aert Ls Pvt. I.'dArjo-Dedessa ]rrif adan Project.
Irrigation & Drainage
1,7 Water Quality for Irrigation
May 2007
Three samples  of water from Dedessa river from different sites  namely  dam sue. Bridge on Bedete - Nekemie road and the bridge near Dembi (Jimma Bedele road) were collected and were analyzed al the WEDSE laboratory  Addis- Abeba for their physical and chemical characteristias
Thesa tests  were conducted to find out the turtitdify, total solids, dissolved solids, Electncal conductivity, PH ammc-ma, sodium, potassium, magnesium, manganese, fluoride, chloride, bicarbonate, sulphate and phosphates  The resufts  of these lasts  are available al Table 1_7. This  shows  that PH of water is  about 6.7. which is  within the limit, similarly  total dissolved solids  are between 60 and 90 mgfl, which is  within the permissible limit of JOO parts  per 100,000 parts  of water. The percentages  ot calcium, magnesium, and sodium are 12, 3 6. 5.6 mg/il respectively  Which are within permissible limit of 40 to 60 parts, 20 In 40 parts  and 10 parts, per 100.000 parts  respectively. These results  indicate lhai the water is suitable lor irrigation purposes
lihlt 1.7: Selected PbyliO-Ch errik il and BflCter id log iea I Water Anilyila Results tor Dvtftwa
River
River at dam
River bridge on
Bcdle-Nekemle Road
River 91 briijge near
Dembi [Jjnuna
Sedlai Road
□ate
14 5 06
15.5 06
Turbidity fNTTIJ)
26.0
43.U
25 0
Total solid 105 G(mg/Q
1220
160 0
114 0
T Dissolved solid 105’C{Mg h
78.0
o
60 0
Eleclrcal conductivity ^UsTcm)
102.0
"pP
130.0
64,0
6 68
6 83
8 76
Ammonia (mgri NH j
a
0.59
0 888
0 56
Sodium < Mgd Nai
5.6
71
40
POlWS’um (mi; 1 K 1
3.4
38
24"
Total Hfifdness mg.i Ca CO-,1
44 uo
50.6
44 0
Calcium {mg/l eaj
13 4
2
10.7
Magnesium (mt- 1 Mn
27
36
4'3
Total Iron (mg/l Fej
0.34
0.51
0.38
Magnesium Imgl Mn
01
0 209
01
Fluoride (mg/IFJ
1.43
cw
Tracs
Chloride imgjl C1)
2.9
29
19
Nitriel (mg/l NOj
Nitriel img NO l
=:
0.65
086
03
AJksiinrly fmg/l C A CD,
4? 3
54.8
39.7
Corporate irnq.l CO>j
Trace
Trace
Treca
Bica^bonale (mg/1 HCO-i
57 6
66.9
4fl 4
Sulphate img/l SO4 i
8.8
14 3
82
Phosohate (rng/f
0062
0 082
0062
5AR
0 38
0 43
026"“
17
Water Works Design £ Supervision Enterprise [n Association with [DtercnntlneDLaL Consultants anil Tccbnncr&LE; Pvt Lid.Arjo Dtdessa Irrigation Project
Irrigation & Drainage
2 CROP WATER REQUIRMENT & CANAL CAPACITY 2.1 INTRODUCTION
May 2007
The calculation of crop water requirement is  a very  important aspect for planning of any irrigation project Several methods  and procedures  are available for this  The Food and Agncuiture Organization (FAO) of the United Nations  has  also made available several publications on this subject and other issues related to this
2.2   Procedure for Calculation
As  recommended  in  FAO  Publications  three  steps  are  involved  in  the  calculation  of  the  crop water requirement.
(i) Calculation of Reference Evapotranspiration (ETJ
The crop water requirement is  dependent on the meteorological factors, and Reference Evapotranspiration (ETn) presents  the effect of meteorological factors  The following Meteorological factors  are taken into consideration for calculation of Reference Evapotranspiration by  Modified Penman Method (FAO I & D paper No 24) & Penman Montieth Approach (FAO I & D paper No 46):
•    Temperature
*    Relative Humidity
-    Wind velocity
-    Sunshine hours
(II) Selection of values for crop coefficient
The effect of crop on ds  water requirement is  represented by  crop co-efficient (KJ. This  is presented by  the relationship between Reference Evapotranspiration (ETJ  and crop
t w   or  ETC   as  ETc,„p  =  K^ET^  The  values  tor  crop  coefficient  vary  with the  crop,  its  stage  ot  growth,  growing  season  and  prevailing  water  condition  The  second step is required to select suitable values for crop coefficient.
Ill) Effect of agricultural practice and local conditions
This  requires  evaluating  the  effect  of  chmale  and  its  variability  over  time  &  space.  This  also requires to evaluate the effect of soil waler availability and agricultural & irrigation practices
The three steps as enumerated above will be a We to give the crop water requirement during its  crop period at monthly  interval. This  requirement will be in the field. Therefore, the losses  m the irngalion system have lo be incorporated to arrive a! the water requirement al the head of the irrigation system
evapotranspiration  ET .
_________________
18
Water Works Design & Supervision Enterprise
Id Association with IntercoDtlneotaJ CoosulUnts and Technocrats Pvt Ltd.ArJoDedessi irrigation Frojcci
Irrigation &. Drain age
2.3 Sources of Climatic Data
May
There are three abaervjiiian stations  tar recording climatic  data near by  the project area These meteorological Stefoftt are located at BedelaP Jimma and PfodeJM While Bedele observation station does  not have wind speed Dlddesea o&servHtion station does  not have records  of sunshine, Thus, Jimma Dhse^ation Staton Is  the only  station, where recorded data for al climatic  factors  are mailable far sufficiently  long periods  The climatic  data measured al 1ni? Station are remiali, temperature, relative humidity, sunshine hours  and wind speed The climatic  pbservalfan sfatfan at Jimma has  very  tang and reliable records  al Climato data By! the observation station located at Bodete is  closer to the command area However, there ■£ elevalujn difference between observation slabon at Gedele and comm a nd area Therefore, the climatic  data of Jimma and Bedete have been used for calculation of Reference Evapotranspiration fETg) after adjusting the same far elevation difference. The summary  Df the Meteorological characteristics  computed for the project area a given m Table 2 1.
Tjbl* J-1 ■ Summary cl Meleorolog-liL.il C harictrrll.it J ol the prajecl area
Jan
Feb           March
Mo/rEh ly Mean fen
ipenfu/e
April
iff *C
May         June       July         Aug       Sept       Ocl            Nov            Oec
Average      21 9           23 15        254             25 05    24.03       22.0ft      21 32         21 t9    21 83      22 35         22.144        19.99
W-l
19.5          20.44       23 53           16 26    15.69       20.96      19 99       19 88     21 06      20 19          T9 Oil        16 92
Maw             24JS          24 9          27 37          27 72    26 19       23 41      22.72       22 34     23 2        24 25         25.051       22 88 MfaNve HtantoMty (%J
Average €4 77 58 97 56 63 67.97 75 72 61.07 67 46 88 52 66 S3 84 55 79.365 72 44 Mln- 51 5 44 2 45 09 57 42 66 23 65.8 61 77 72 23 62 49 74 24 57 667 55 37 Max 77.3 71 68 64 08 B2 17 66 18 90 1 98.1 97 53 95 67 94 73 93 187 05 13
Hflntf Sptfad I'm/sJ
Average fl.02 o.a 1.0 1 00 1 D4 0 88 0 62 0.51 0.-5 0.51 0.40 0 51 Min 0 62 Q.B 1.0 1 oa 1 04 0 86 0 62 051 0 5 0.61 0 40 0.51
Max             0.62           0.6             1.0 Sgvisih'Jnw Hours ifhriZdayji
i 08       1 04        0 86       0 62         0.51       0 5          0.51          0 40           0 51
Average       B                7 638        7 452          7 267    ? 624      6.061      3.703        4 059    6 164      7 855         fl 3246       6 306
Mln               0.05           4 905        4 592           3 304    S.428      3.364       2277       1 6         2 622      5 778        a 1121       6 634
Max              10              9 919        Li r44          9 44      10.15      5.12        5.445       82          9.12        10 08        10 201        11.02
2.4   Estimation of ETq
ETn has  been calculated by  me Modified Penman-Montejl,h method on a monthly  basis using e slimsted c  itmetetagiGal data for lhe project erea for each month of (he year from 1EM51 IO 2QD4. These have been calculated by  Penman-Monteith Approach with computer programme available in FAO I 4 D paper Nq 46 These value? far lhe mean monthly  are avoifabfa m Table 2 2 From these values  the average Etc  as  well as  75%, 90% and 90%
____________________ __ ________ ___________ _____________________________ 19 Waterworks Design & Supervision Enterprise
in Associmun '*1 LU 1(11 ercorulntDlil Cnasultan^ and TtchuncraLi Pyf. Lid.^rJo iloitcssA Irrigatian Project
Irrigation & Drainage
^ a'/ 30^
dependable ETe have been cafeufated based an nan-exceedance probability  as  shown in Table 2.3- ETfl has also been calculated an (he basts of average rnonthly climatic data for 1he period of 1961-2004 The average monthly  values  of GT* derived from the monthly values of ETO calculated ter each month ter every year of record and 1hose calculated on the basis of average monthly climatic data telly very closely. 75% dependable values of ET0 based on non - exceedence probability have been selected ter planning
20
Water Works Design & Supervision Enterprise '
Id A5SDclaUan will; linertoatknrnCil CttnsultunU and Tectknacmti Pyl Ltd.Arjo DtdfssH trrlgaUc a Project
irrigation iDraiEi age
Tjhta 2.2 : EilimJtatf MoFiltilpETOotArJa'CiiddtWR Project a fin m rn.'mftHtP)
‘Year Jao March May June July Au] . Sep! J □« Lnov^
May 2007
Annual
■1969       115      114     140      ■33      133      IQ7    90.1    94 8     112    122    1 11     39          1369
:&61
1962
1963
1954
1965
1366
1967
1968
116      110     139      12B      116     109    94.2    110     133    132    116     100         1403
IGO      iOS     1*4       130      137     105    81.0   77.4    112    112     104     99           ISM !0B      104     145      103      104     932      84     92 9     109    124    127      liO
E22      117     144        nd       140     104    84.3   86 5     1=6    132    116      US          1420
119      116     150      128      137      59     96.2    106     124    520    116     107         1.110 114      116     138      142      135     102    95.1   93 1      lit      134    123     IO*          1+U 107      124     148      133      143      H8     97 7    103     127    125    I'll        107         1444
109      114      140      139      127       ill      31.4   89.9     103      mi     122     IDS         1358
1970
1071
1973
1974
1975
1976
1977
1978
1979
1980
1961
196?
124      124     157      137     143     120    99.4   99 7     172     12*    107     102         1468
113      109     139      135      132     105    90.8   93.2    111    124    113     102         1366
130      122     140      151      135      lDft     105    102     125     l.M     526     104          i486 110      120     151      148      152      US     97 2   95 9      lift     >34     120     104         1454 111      117     140      127      143     105     102    102     109    126    58 6     104          IMd
11B      120     144      130      127      99     84 7   75 7     96      120     iw       108          1332
116      123     144      143      125       ill       90S   94 8    105      IIS    104     iOS         1375
105      108     135      135      132     104      90      96      113    120    115     IQS         1362
119      101      144      141      135     1D7     80     94 2    106    110    114     10D         1SM
104      109                  131      125     101     81.9    953    98 9    105    1Q9    104         1299
102      102      130      132      134     107    90 9   54 5    111    123    no      107         1343
117      119     124      124      137     106    90 1    99 2    B8.S   113    120     102          1338
112      105     144      ■29      128     113    92 3    92 5    116    120    IQS     ?02          1368
1963        110        H6     141       143      129     122     106     94      106    115     115     103          HQ1
111      121      146      151      127     107    97 4    966     116    133     120     107         1432
1985
116
113     142
131
122
iOS
84 1
87 1
iC9
120
110
103
1986
106
HO     134
!21
131
91 3
B8 2
95.6
96 5
118
120
r.7
1967
114
116     134
142
119
105
10T
98
122
124
115
123
1986
117
118     150
145
142
113
84 2
103
108
129
121
108
:1989
US
117     137
132
144
115
92
105
113
126
112
idd
1990
118
948     133
107
104
97 4
90.6
95
Hi
136
117
114
isei
117
H3     137
129
116
112
M8
111
135
131
115
95 4
1W2
106
110     146
139
144
109
84 5
80 3
113
iiS
1CB
iOS
1993
110
1D5     145
129
132
95 4
044
£4 3
110
127
117
105
1994
122
120      149
139
141
105
65 2
67 8
117
132
122
116
1995
1.22
121     154
130
nd
89.4
96 4
109
126
122
116
in
1996
114
120     142
147
135
101
95 8
$4
113
134
123
107
1997
117
124      153
134
M4
122
1C0
107
132
134
117
119
1996
«1
121      149
148
132
115
82 6
91 9
112
119
124
104
1399
114
114      145
137
135
>09
ft? 4
96 3
115
127
111
106
2000
125
124      162
144-
151
1.25
103
104
126
129
118
109
2001
117
118     144
139
137
no
92.4
96
115
130
110
111
200?
124
123      147
154
142
111
107
1D6
129
1M
127
ito
2003
ns
126     153
145
157
117
68.2
08
122
139
126
112
2004
119
120     1-12
135
ISO
1DB-
100
104
112
130
01 7
112
1349
1320
1412
1443
1405
1118
1411
1360
1365
1437 1439 T425 1505 1419 140? 1518 1429 1515 1498 1393
Waterworks Design i Supervision Enterprise
In AssUdaUtm with IhLefcoiiLLiirdu] Cnisultants an d TethUdCralj hi. Lid.Arjo Dedessa trrigatlod Project
Irrigation & Drainage
Table 2.3; Values of ETo for Arjo-Diddessa Irrigation project
May 2D07
Jan
Mar
Apr
‘ Way
Jun
Jul
Aug
Sept
Od
Nov
Dec
Total
Average far 19S1- 2004
MfiHlhty 915
115
143
135
134
107
91.5
96 5
114
125
1
114
107
1397
Daily
3.7
4 11
462
4.51
4 33
3 58
2 96
3 11
3.01
4.03
3.79
3.44
75%,
Monthly
119
120
14#
142
142
113
97
W2
121
130
123
110
1435
D*ily
3 B3
4 29
4 79
4.74
4 57
377
3.12
32#
4.04
4 19
4.09
3.5-5
80%
MonlhTy
120
121
ISO
144
^44
114
•7#
103
123
111
125
111
144*
3.B6
4.33
4 83
480
4.03
3 81
3 16
3 32
4.K
4 23
4.16
3.59
90%
MortINy
122
125
153"
14B
143
118
101
107
127
135
131
114
1471
Daily
3 95
4 45
4 94
4.95
4 79
3 93
3.27
3.44
41 24
—i
4 34
a 35
3 67
ET,
baud
an
Avef&ge monthly diHKallc data
Monthly
114
114
142
134
133
107
92
96
J
124      114
107
1390
Daily
3.69
4 0B
4.50
4.4#
4 20
3.57
_____
2.«
I
3.10
3.75
4 00
3.79
344
I
2.5 Cropping Pattern
The Project is being planned for cuHrvattw ol cereals, pulses, oil seeds and airier hortrcuitural crops. Therefore the crop waler requirement has been calculated based on the proposed percentage of land allocated for the different crops In order to get I he Des I results, 11 is intended to increase the cropping intensity in phases. Phase - I and Phase-ll In order la maintain the fertility of soil two Crop rotations have been proposed tn phase-l Ihe cropping intensity of t26 to 135% has been proposed, which are available m Tahle 2 4 (a) and 2 4 (b) and illustrated in Fig 2 1 {ej and 2.1 (b) (or Rotaiion 1 4 2 respectively. In Phase - II- the cropping intensity will increase in the range of 156 to 173%, which are available at Table 2.5 (a) and 2 5(b) and illustrated in Fig 2.2 (a) and 2.2 (b) respectively
22
Water Works Design & Supervision Enterprise
[p Association with intercontinental Consultants and TeebnocraLs Pvt. Lui
s?
'■Arjo Dedessa Irrigation Project
Irrigation & Drainage
May 20C7
Table 2.4 (a): Cropping pattern • di»tribulion of area under Phase' I (Crop Rotation - 1)
Sr
No
Crop
Percent area under crop
Wet
Dry
Total for a
year
1
Maize
20
15
35
2
Rice
30
-
30
3
Wheat
»
15
T5
4
Oilseeds
05
05
10
s
Pulses
05
05
10
6
Vegetables
05
05
10
7
Perennial        forage and grasses
63
03
oe
3
Perennial          fruits trees and coffee
05
■05
10
Total
73
53
126
table 2_4.|b): Cropping pattern - distribution of area under Phsse-I (Crop Rotation 2)
s-
h|p
Crop
Percent area under crop
. ....
Wet
Dry
Total for a
year
Maize
20
25
«
Rfce
30
-
30
3
Wheat
i3
is
4
Oilseeds
06
OS
11
5
Pulses
06
05
ii
6
Vegetahtes
05
05
ID
7
Perennial        forage and grasses
03
03
-
05
a
Perennial           fruits trees and coffee
D5
05
10
Total
75
63
135
’3
Water Works Design & Supervision Enterprise
Io Association with lalercoDtloeaUI Consultants and Technocrats Pvt. LtdArjo-DcilRss* Irrl Ellin Project
Irrigation & Drainage
Muy 2QD7
Tatk 2.5(al : Crcppfny pa ttern - distrib uEi □» or trta U ntfar Pha s a- II (Grep Rotation 1 ]
s-
NO
Crop
Pprccrrt orca under crop
Wet
Dry
Total     for     a year
1
Maize
20
20
40
2
Rice
45
-
45
3
Wheat
-
25
25
4
Oilseeds
05
05
10
5
Reises
OS
□5
10
6
Vegetables
OS
05
10
7
Reren hi al    forage a nd grasses
03
03
06
a
Perennial i ruiTs trees and
05
05
10
Total
ae
i
60
156
______________
Tablt 3 S (b) : Cropping pattain ■ dutfiijqtJon of area undir Phas»- JI jCf-op RctJliurt 2)
S
No
Crop
Percent area under crop
Wet
Dry
Totat for a
year
1
M^tze
25
25
------- -----
50
2
Rice
45
45
3
Whrfral
30
30
4
Oilseeds
06
06
12
5
Pulsers
05
05
10
Vegeta&itts
05
05
10
?
Perenntai forago and
glasses
03
03
06
a
J
Perennial 1 ruds trees 8iXl coffee
□5
05
TO
fSal
94
70
173
24
Waterworks Design & Supervision Enterprise
[□ Asswlatlini with iDtercantlagflul CaasuJtaors nod TccbaacraLs Pvt Lid
©Aijoodeasa Irnjabon pojecf
Ag- edljra' Ptermno aro Ageongmy Report
Fig« 1{>); Cropping P«tt»rn-Pha*» IjCrop rotation-!}
8
/ CULT, VATE D FOPAGE 5 AND GRASSES‘3 PERENNIAL FRJH TREES AND CQFFEE 5
VEGE1ABLES.5 PULSES-S
OtL SEEDS 5
MAIZE-20
^EGETA0LES’5
PULSES-5
OIL SEEDS-5
MAIZE-15
25
RCE-30
SftEAD WHEAT-10
PADDY
DURUM WHEAT-10
0
-------- —I
MA,*
Water Worts Design .s Supervision Enterprise in
wr.h ICT maaLTD
25PtRCVMT
Aqooratvw i’hgtitaon pnaKi
Aflrcutural Pl»rrtng in* A^:^nc*r.F R«pan
IQO Fig. 2(b>: Cropping Pittom-P hiM I (Crop rotation-2}
y
FODDER CROPS AND GRA5SE5-3
/ fRUlT THEES ANCGOFFEE-i
VEGETABLES-! PULSE5-6
□iL$EED6-5
VEGETABLES-! PULSES-5
Ok SE636<5
MAIZE .25
MAl2£-25
RiCE-45
BREAD WHEATS
DURUM ^hFAT-10
bViirr Wort* Or*ijn 4 Su'.--e-i, ruof rr^nie *1 iUocjtcc am CT ifi^a LTD1
1
1
1
1
1
1
1
1
1
ft
1
1
1
1
I
«
o
&
s
1
*
E
1
1
1
1
1
1
I
J
V-
I'M
A&fltfc USiigh 4 Snj^*- JVW ir fefllMD* ** in ditpctfOnr will’ InM l tE'A/JO-Dtdwwa iTTifaUDU Project frrigadoni Drainage
May 2007
2.5.1 Planting Dates and Crop Calendar
The planting dates at (he various crops have t»en proposed by AgmcultuiUJ Ptanniiia GWP Cased on the local practices  and experiences  These arB avaHabte n Table 2.6. The calculation of water raqi^reon&nt h*C been estimated based on lhese proposed typH Pf crops and mejr cropping calendars.
2-5,2 Crop Coefficient (kej
Kt is  the SkparinMIrtaVy  derived crop caefficimlt Ehll is  presented to relate ET„ fo crop
evapotranspiration  (ET:iDp   or  ETt
■ >QET }.
a
For  the  given  crop typfes  and  cropping pattern
the  corresponding  K
;
values  are  satect&d  from  FAO'a  publications  and  other  literatures 
available on I he subjed end rhe mnnthty ET for the respetHVe cnJps has been computed
r
Table 2.6 CROP CALENDAR FOR
51
fl4>
Wet season cropi
Dry season traps
Crop
Period
1
Name of
<™IL___
paddy
Crop calendar
Name o( crap           Crop Cafeodiar
Rice pjddy
-
■;plwnEir-*^d-Btfr 3>1* may to 12* Oct 135 day
S5*’JUQ*
2
3
4
Maize
20^ June Io i5rOcI
Wheal
Gcwndniri
------- -
1Ifldays. Maize
Wheat
7'v&oc io 3 ' Apr
25* Nuvto29*Mar
10” Jurnr to 7”0d
120 Days
jGrourdnut
16 nwtojr Al,i
1 IBdays
125 days
130 days
5
SdjhllawEh’
Sunflower
6
7
Sesame
15 June to 27*Oct
20° June la 25*Sep
1 135 days
98 days
Sesame
l Cec to 15’Apr
u
1’’ bee lo 9"Mar
e
9
Soya bean__ _ Hancot Sean
15* June to 2 j'&ct
10* June tn 15* Oct
Soya bean Haricot bean
FfctalO
i 20* Jun® lo 17* Oct.
t35 days
128 days
120 days
r' Uec to 15 Mar
n
Potato
1  Dec to 14" Apr 2D~ .Stomrj d-l'War
u
10
11
Onign
l’ July to 20” Oct
Onion
Garbage
AWJ’AIM
» .AM£to30’Sept
v
1 1 Nov to 311 Oa
112 days 92 days 365 days
Cabbage
P-
16  Jan Lo S " Apr 16'OK IQ To” Mar
12
ia
Hybrd Napier     i' June io 31* may                 365 days
A J a-Aj fa Hybnd Napier
14
C ■!..!, a
olhgri
T' Oct to 30'Sttr.i
365 days
Citrus 6 others
365 days
Wi'daySSIda,
365 days
136 days 99 days 135 days ' 135 days 125 03) s
80 da
9lda.
365 days 365 days 365 days
15
01
Banana 1 June 1o 31 may
Banana
36$ days                        3fls da-.s
16
Cottoo
1‘ NovtoJl^Oct
365 days
365 days
Coffee
365 days
365 days
Nlkc; - The proposed peixeotage of cropped ana Vines from seUtffl Lu stuseiq dun ng [OLdiioii under both phesei- f & 11.
Water Works Design & Supervision Enterprise
3s Association. with IctertflnilflBEttJ Consuatants urf .Tecbn^rBis Ptl Lid.
29
55Arjo Dedessa Irrigation Project
Irrigation & Drain ape
2.6 Effective Rainfall
May 2007
The average annual rainfall in the command is around lJ53 mm. Hie monthly rainfall data at the project area rs  available (for detail see hydrological report). The result of monthly average. 75% and 80% dependable effective rainfall is tabulated in TaWa 2.7
Tibi* 2 .7: monthly iv*riO*E and 75% A dependable effective rainfall (in mm]
Jan
Feb
*<*
Miy
JlZl
Jul
Aug
Sep’
Oc.1
Ivnv
Dec
local
rainfall
15 3
tt4
53 6
69 5
1803
M3.0
245 9
238 3
229.6
115.5
31 4
12.7
>453
75%.
3
2.6
20
299
32 6
net
132.2
127.3
1256
47 i
*0.2
22
899.1
10
0.2
^51
229
—*
72.9
i_ —i
107.5
■2J9.4
121 9
121 0
354
27
10
64D
2 J Calculation of Crop Waler Requirement
Seventy  five percent dependable monthly  values  of Reference Evapolranspkalion (ETe) based on non- exceedance probability  nave been selected for calculation of crop water requirement Appropriate values  for crap coefficient have been used. Accordingly calculation for crop waler requirement has been made for all types of craps The details of lhese calculations  are given in Annex^Vlll of Final interim Report The abstracts  of the monthly  crop water requirement based On the proposed cropping intensities  for different drops have been prepared for each crop rotation undec both phases In these calculations, besides  crapping intensities  for different craps, the losses  in the canal system have also been appropriately  accounted tar. Therefore, these- cafcutations  give the gross  monlhfy waler requirement al the head of canal both in terms of depth of water in mm and in terms of litre per second per hectare I he abstracts of lhe&e calculations are available in Tables 2,8 (a) 8 2.8(b) for 1he :wo rotations of Phase-I & in Tables 2.9 (a} i 2.9 (b> tar the two rotations  under Phase - II. The duty  in terms  of litres  per second per ha is  based on 24 hours, running ol the canals. The absl/act ol the gro&s monthly water requirement at head ol primary  canal for two rotations  under phase - I & it & are available in Table 2 i0 The table shows  lhe gross  monthly  water requirement both m terms  of depth of water mm as well as duty m terms of liirei'second/ha.
Water Works Design & Supervision Enterprise
Id AssociatloD with UltrcontlDfatal Consultants and Technocrats hr LtdArjo Dederaa IrrlgaQ&tj Project
Irrigation & Drainage
Table 2.fi (a) CROP WATER REQUIREMENT Phase I Rotation I
May 2ilO7
Ukli in mm
□op T p*
v
:■-«•'                      vf tunk|i»-uMin i
Jn
u V.
r
r Hc*<K|
*
U|!
c
*P«
“*T
-u-<
...
9«4>
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Uwe
*WA|rtaW
*'■
I
*
*
IQ
■1
13
*.
■
■
GEfflMi
H
Reb
54 H
-■ r .;wi
r.
-201
M
__________
1
30%
13? 24
OM
50*0
*0 71
M-Al
J__
U*u-
----------------
.1™I
40%
M02
so r»
40 73
44*:
*»m
J 41
DM
4u0
<3 00
OEM
1413
ift ■«
IM 53
|Mrnwi
n*l
« T3
IM 74
—
■
Oil BMdk
*
5
4?%
GiwndrHJi
W
fJ?
3 ?■
5 15
■ 40
*M
DM
440
oao
4«
0 04
20 54
a
5uK*«r
r« ’■
rf 4?
> 11
1 A3
i as
444
000
ooo
4 0*
DU
>43
a
uiumi
!>*!
&£’
|M»               .
r 14
ko n
044
0 00
<L«
*0«
Ju 13
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s
4
,r ■
f
J-Sy-* «*■
W
I JU
e i«
10 1b
4 43
r«
4<U
QW
««
.
dl *
2 34
•*
I
HfeHjLUl ||BjH1
fa
6S2
b47
L IO
1w
ttt
400
—------
000
-
a»
0*>
7M“
73 5?
1
r
<o%
1
■PjJWu
at"
fl#
Mi
< 14
* DO
000
L—
il k»
1 46
r0«
3 23
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pif
P *•'
142
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444
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D«j
0 00
4 00
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394
P4J
|fl 3?
*24
l 34
__________
■:w
SCO
Ui»
!0*O
4 00
0 21
319
□rclurtf
A
1
40%
—
>2
■H? 3J
1 30
► 37
■ 37
1H
0*4
000
000
4H
■3iW
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4 .'4
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k k9T
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440
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7 4*
57 u
fJJ
fl#
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r 14
0 32
0 41
a oo
,4«
0 J*
4 ?4
brt
3 91
4/ 71
fsnaiAfittai*
It
A .-.i Ajiji
3
3
40%
v 16
>24
14«*
IM
>«
0 14
00&
4«
4H
M*
2 43
■3 »
GO *7
,
.f
7.1
S3
H4%
foul CW*< Inimj
1 34 M
v? n
iilX>
34 41
IA.T4
tM M
43.U
34*1 L-
41 13
7414
2i.il
MS *0
Wl’h*
OWv
0 ?D3
----------
« MIS
1
4,144
U4H
m6ii
4 i4J
G iM
srt*
ii 04/
44 J4
T--- ----------
G 302
2d
--------------1
:w
Water Works Design & Supervision Enterprise
Ln AssnciaLinn witti I tuerwemjintaJ Consultants anilTectmoerau M Ltd.Arj» LeflMsi irrtcalisa
Irrigation & Drainage
______ May ?jj01 f
Table 2.fi (b) CHOP wATE R            QU IRE WENT Phase I Ro'ati on 11
Water Works Design & Supervision Enterprise
32
IQ AssgcIiiUgiii wktb ItiercOnLkieiiLai CmMLlAuLa aadTetbSwraLs PvL IMI
I
r.
r.
Arjfl Dedeasa Irrigation Projecl
Irrigation & Drainage
Table 2.9 (a> CROP WATER REQUIREMENT Phase II Rotation I
Miy 200T7
C*pTypt
£-***
t
Ori
DvC
pw*f W
ID
11
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41 Ji
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ig  & Supervision Enterprise
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Ja AW0CI.UOD wILh lnttrewtilMtal CeDsuluutU udTwhaocrtU Pvt Lid.TW.I* 13 ») CROP WiTER
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Water Works Design & Supervision Enterprise
In AsiQcliLloQ wtru UttratutlMiiil CDHiidLUHi mi Teemumrats Ptl LLdArjo Dedess-a Irrigation ProJett
Irrigation & Drainage
Tib*# MO Groi?, water requirement at primary can it head | month wise)
May 2007
Phase
1
RotaLw         Particulars 23
Jan ’ Feo 45
Mar            Ape 67
May B
Jimi
9
Sepl
Ort
How
C-ec
Total
GCWR mm              139.00       170.11 0 520          0.703
135.30       3641        14.74      156.34
1
0 505 162-12 0.605
0.140     i 0 055       0611
12           13 61 33      76.15
...
0.237 0.264
14
21.16 0062
15
60.76
16
967 40
GCWR In mm 1/fiJTia GCWR In mm
liWin
142-32       203.96 0.606         0.640
36 14 0 14
14.74      158 34 0.06         0611
Jul
10
43.66
0 163
43.66 0 163 65.52 0 245 65.52 0 245
Aup
11
30.40 0 IM
30.4 0 166 75 61 0 262
61.65      76.21 0 2,16    0 293
90.54      96.54 0 351     036
21-2
0.302
91.4
1086-14
t
2
166.26       37.24
14.74      237.21 0 055       0.915
75.61
0 262
91.07       100.39
0 062 23.13 0.069 24 1
0 351       0.375 _ _ __ —JL
0.093
0.341 102.56 0.383 117.62
0.439
1311 47
1
GCWR In inm
160.28       249.36 0.673         0.907 209 35       265 S4 0 762          1.055
O62fi 193-29
0 722
0144
36.79
II
2
237,21 0915
X
ln/ha
0 150
14.74 —. |
0.55
J
------ ----------1
i5
Water Works Design & Supervision Enterprise
In Association witU loterconUBMtat ConsulUats mid Ttelmocriis Pfl- Ltd.
ft
u
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>
gArjo Dedtssa IntgaUoD Project
Irrigation & Drainage
2.8 Method of Irrigation
May 2W7
The manner in which waler is  applied to crops  in the field1 is  known as  method of irrigation." There are three broad categories  for method of [irrigation - surface irrigation, sub-surface irrigation and spnnkter irrigation While in surface irrigation water is  applied on level either by flooding the surface or In furrows, wetting the surface either partly or fully, in sub-surface irrigation waler is  made available in the root zone of the crop by applying beneath ground through pipas. In sprinkler irrigation water is  applied through artificial iptay as in rainfait.
In this  project surface irngalion method has  been proposed However, there are several methods  under surface irrigation also, which include Border stop (Graded Border) Method. Check  Basin [Level Border) method; Basin for orchard (Ring) Method; contou' Chtch Method. Level Farrow Method elc. The selectmans  of suitable method of surface irrigations depends on several factors such as crop to be irrigated, characteristics of soil. topographical features etc.
Taking into consideration, the proposed cropping pattern and the prevailing scwl characteristics  and topographical featuresof land. "Check  Basin' method of irrigation has been proposed to be adopted, which in considered most suitable.
2.9 Efficiency of Irrigation System
The gross  requirement o f water lor irrigation system is  very  much dependent On the overall efficiency  of the irrigation system, which in turn is  dependant on several factors as given below:
•    Method of irrigation
*    Type of carat
-    Lined and .'or
Unlined
•    Method of operations
Simultaneously 4 continuous, or
Rotational water supply
*    ^variability of structures for
-    Controlling and distribution
Meats uring & monitoring
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MA/ 2007
2.9.1      Efficiency for Unlined Canal System
In a view of available waler, overall water requirement, economics  O< lining and soil characteristics  i,e- texture and structure, Ute canal system has  been planned and designed as  unlined (earthenj channels. A>i the components  of canal system - from pnmary  to quaternary  and field and farm channels  are unhnad In view of this, hased on the experiences  in this  country  and also in other countries  of the world, ii is  assumed 1hal the canal losses  will vary  between 35 Io 40% of the discharge. Accordingly, it is proposed to adopl total canal loss  from primary  to fieldi'farm channel of 37 5%. In other words the conveyance efficiency of irrigation system is 62.5%
2.9.2     Field Application Efficiency
Besides  the losses  in the canal system, loss also lakes place in the field where waler is actually  applied to the crops  This  is  very  much dependent on the method al irrigation and this  in turn depends  on several factors  like type of crop, characteristics  of soil and land, availability  of water etc. In case of paddy, where water is  applied to the standing pool of waler already  ponding in the field, the losses  will be less  and efficiency  will be high Its  field application efficiency  may  vary  from 0.75 to Q.B5 Therefore, it is  proposed Io adopt a field application efficiency of 0.8 (or paddy. In case of other crops, like wheat,, maize, pulses  oil seeds  etc  the application efficiency  will be less  compared lo ihai of paddy It IS proposed to adopt a field application efficiency a! 0.65 1a< other non-ponded crops.
3 9.3 Overall Irrigation Efficiency
With I he conveyance efficiency  of 62 5% and field application efficiency  of 0 80 for paddy  and 0 65 for other non-ponded craps  1he overall irngahon efficiency  will work  out 10 0 50 for paddy  (ponded) crop and 0.40 fqr other npn-ponded crops. These assumptions  are considered very  appropriate for lhe situai>&n prevailing in Arja Dcdessa Irrigation Project.
2,9.4 Measures for Improving Irrigation Efficiency
Though lhe proposed irrigation efficiency  of 0.50 for paddy  and D.40 for other non ponded crops  is  considered very  approbate and justified, in view of the very  low irrigation efficiency  In existing imgalion schemes  of Ethiopia and other countries  of the world, it is  considered necessary  to incorporate measures  tooth under hardware and software categories in order ip achieve even Ihis moderate value of irrigation efficiency
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1 rrigarion & Drainage
May 2007
Th* measures under category of hardware include lh& layout and struclures inherent m planning and design and these are as follows
-    Slrudur&s for regulation of discharge without gate (proportiwiale
distributor nf flow |
-    Ducfctiilf weir lor maintaining full supply level
-    Modular outlet for delivering equitable water to Fields,.
The  measures  under  the  category  of  software  include  measures  under  operation  and water managemenl and are as given bestow
*    Rotational water supply at macro-level
*    Regulating supply as per irrigation schedule
*    Introdudioh of irrigation schedule
*    Rotational water supply al micro-level
-    turn - by - turn
-    for fixed duration
29 5 Participatory Irrigation management (PIM)
Participation of farmers, rn the management of irrigation system particutarty at tower level i e.. al tevfrl of quaternary and tertiary canals is considered as an important measure for improving the efficiency and quality of irrigation system. In order to involve the farmers in operation and the management of lhe irrigation m an effective manner, it is essential that they  should be invoked right from Uhe beginning i.e., planning stage particularly planning at micro level However, for this  farmers  may  have to be organized and an appropriate institutional organization wiS have to be devetoped This  will require good deal of endevour to organize and train the farmers  for adopting PIM li is  proposed la introduce RIM in Arsh Dedesa Irrigation Project m view of role it is expected to play m improving the efficiency and equality of imflabon system.
2-9-6 Losses in Different components of Canal system
Losses m the different components ol urtlmed canal system wilt vary from lhe primary to quaternary  ftield canals  depending on its  capacity, length and type of soil encountered through its  alignment. In the planning process  the toss  in the different reaches  of the primary canal will be calculated and accounted for according la the standard procedure of assessing seepagu loss on the basis of wetted perimeter. The unit toss per mtflion- wetted perimeter will he adopted to lhe light of exper ence in other projects n Ethiopia _____________________________ _________________ _________ ______________ _ 3S
Water Works Design & Supervision Enterprise
Id Assoclalioc with tottrcoutiuratal Consultaou and Technocrats Pvt u<j.Arjo Dedessa Irrigation Project
Irri^adOB A Drainage
Mw
and other countries. The tosses  in other components  Jike secondary, tertiary  and quHtemary will be assumed in terms o< percentage erf discharge II is proposed Io adopt the efficiancy of dii. srent compcnents canal system as given below in Table 2 11 for rhe preliminary planning and design
Table 2.11 Etflctefl c y for Dffff r*fit Com pDrte nts of Can a l System
I
"
-------------------------------- - 1 Efficiency
Component
i
Individual
Cumulative
Primary
0.925
0.925
Secondary
0.925
0 856
Tertiary
CLOD
0 77
Quaternary
0.90
0.69
Field,’’Farm canal
O.K
0625
Over all
1
0625
The losses in different components have been dislributed tentatively in 1he light of past experiences to facilitate the design of different components keeping in view the over ail conveyance efficiency ol 0 625.
2,10 Peak Design duty al the head of primary canal
The peek  requirement in terms  of duty  hlrcsfa&cfha for proposed crops  and (heir intensities for all the two rotations under both the phases are given in Table 2.12. The figures in th<s table show that lhe peak duty tor Phased varies between 0.703 to 0 .340 like per second per hectare and for Phase-ll, m vanes  between 0,915 toi.056 litre per second pes” hectares. Thus  the Primary  Cenais  will be designed with a peak  duty  at head of 1.056 liter per second per hectares
--------- —________ ________ _____ ______ - _ __ ____________ 39
Water Works Design & Supervision Enterprise
Jd AssfldaUDD *ith iDftrcoadfieffital CnnsuJumts and tecbnecraLs Pvt Ltd
I’FHAjjo Ctitssa Irrlgatl on Project
irriftatieci & Drainage
---- ■ - -            ■" —‘ --- — ■ - —' -
Table 2.12: Peak duties for different crop rotations under Phsse-J & II
Xu
Ph.-isc
ft^ahdn
Annu* CWR in
mm
Monthly max
CWR in mm
Max.
U'S/ha
Month
amp
intensity %
1
967 40
170.11
0703
Fe&
125
1
2
203 96
0 640
Fab
135
1
1311 47
237 21
n.firs
Jun
15B
II
2
1423 23
255.54
1.056
Fes
173
However the secondary  canals  will be designed with a peak  design duly  of 0.9766 litre/ second/ ha taking Into consideration lhe losses  in the Primary  canal Simi'ariy me tertiary  canals  will be designed with a peak  duly  al D.D035 litre; second/ ha taking
<nlo  consideraiipn  the  losses  in  secondary  &  primary  canals.  This  is  based  an  24
hours running of the canals This is based on 24 no jrs running of (he canals
2.11    Fl&xibl I fly Factor for the Main Canal
In order to meet any change in IuLuth as well aS for providing ftflqbihiy m oparation I ike adopting iwiipnai water supply, il is  proposed to increase the design discharge of oil the cqmp«wili &1 the Irrigation sysiem. Based on the convention used in oLher prc|Ectsr iL is proposed to addpt 1he flexibility factors as given below in Table 2.13
Table 2.1J: Ftezibllily Facfar far drff,r»n| componsnlfl of Canal iystrm
Component
Flexibility Factor
Primary Canal
Secondary Cenal Tedhary Cangl QuMfinwy Canal
10%
15%
20%
25%
Since  the  channels  with  mg  her  discharges  naw  more  cap  amity  to  adjust  wuh  lhe changes, smaller tteritutKy factors have been adopted for them and vice versa
2.12    Monthly Water Roquireinaril from Dam Site
For the purpose c-1 planning and simulation Study. the water requirements for two seis ai crop mafaAS far both Phase I & Il have been assessed m Lerms of rrm i Mm3 These are available m Table 2.14 :a) A 2 14 t&J respectively
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Water Works Besixn & Supervision Enterprise
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Irrigation & Drainage
2.13 I rrig ation 5 c heduli ng & Wate r rjw ga m urtt
May 2007
Thig may be noted tfifft the actual irr^atipn wfJl be carried out accordmg to tha inngalKNi schedu’e 10 be worked duI cm the bass of stage of crap development, ptavailfng climatic data and waler management practices  proposed cd be adqpled during actual operation
□t  the  canat  system  Fcx  this  there  s  enough  scope  and  sutfic-em  flexibility  hn  been provided in the system.
Table 2.14 (a) Depth ijf Water tor various Seedirlcn (mm|
Rinse I
Phase II
Roll
Rg|2
ROtl
Rott
mm
Pt/hl            mm
mm           ITijIha           mm            l/sjha
Jan
lW-00
0 52          162 32        0.606
Feb
170 11         D.?03
203.66 0.640
162.12 0 505
3A.14 O.H0
14 74 0.060
1B0 28 0 673 209.35 0 782
4
219 38 0 907 255 54 1.056
Mar
Agf
135.30 0 505
36 41 0 140
16B.26
May
14 74         0 055
37 26
14 74
0 628 193.29 0 722
0 144 36.7$ 0 15$
0.055 14 74 0.55
Jun
Jul
15B.34 0.611
43.60 D 163
237.21
65 52
0.915 237.21
0 245 65.52
Aug
_____
50.40 0 IM
75.61          0 262
75 61
Sep
61 33          0237
158.34 0 611
43M 0 !«3
5Q4            0.106
61.65 D.23B
—I M 94          0 351            91 07
Oc;
76.15         0U2B4
76 21
0 292
0 360          100 3$
Ni:/
—
2l.l»
0.082          21.2          O.C82
,
0.302 91,4
23.13           0.089~1      24.1
0341
_____________
Total
Dec
BO 76
102.56          0.383
it? 62
0915
0.245
0.2B2
0 351
0.375
0093
0 439
987.4
1086 16
1311.47
1423.23
Crop
Ln tensity %
126                     138
155
173
Waterworks Design & Supervision enterprise
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Irrigation &■ Drainage
May 2007
Tabla 3
.14 (bfr Volume OPlh
Waa»tler for Various Sce
runos (Mm’> fw 13S8P5h2a7s*hIaI Command Area
------
Roll
Roll
Rolf
Rot2
Jan
18 .995
22. ret
24.636
28.608
Ftb
23246
27,872
29,979
34.920
Mar
18.489
22 154
22 993
26J 14
AW
4 ire
5.212
5.094
5.305
May
2 014
2.014
2.014
2.014
Jun
21.636
21 638
32.415
32.415
Jul
5 969
5.969
8 953
6.953
|
Aua
6 M?
6.887
io 332
10 332
s«p
8.381
8.425
12.427
12 445
Oct
1O.4D6
10.686
13 192
13.719
Nov
2.894
2.897
3 161
3 293
Ok
ii ore
12.490
14.016
16.073
Total
134.931
146,427
179.216
194.488
3. HYDRAULIC DESIGN OF CANALS
3.1 Introduction
The prime objective at the network  of the canal system. comprising various  component from Primary  Io Quaternary  canals, as  to supply  irrigalwi waler for growth and development of different types  of crops  so that optimum production is  achieved. It is. therefore, very  essential that the different. components  of the canal system should be able 1q carry adequate discharge which may be able to meet I he needs of propostfd crops  under the command of individual components. In this  context, the following issues are very relevant.
• The layoul of canal system
-  Crop water requirement
-  Efficiencies of different components of canal system
It may be noted lhal lhesa issues have already been discussed in prevrous sections ol the report. The canal capacities, for which hydraulic  designs  have been made, are based on 24 hour running erf canals.
42
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Irrigation & Drainage
3.2  Design Criteria
Mar 2K1
The delated criteria for the hydrauLic design of unlined canals have been prepared and furnished in 1he -Criteria for Planning 4 Design of Irrigation system' v*de Annex - V al Final Interim Report- Vol VI. Ths hydraulic design of irrigation channels has been done accordingly
3.3  Design of unlined Irrigation channels
In view of ihe fact that water is available in adequ<ile quantity and mere is no scarcity of waler, the irrigation system has  been planned and designed aS unlined canal and the hydraulic  design of the different components  of irrigations  system have been done accordingly. In this  context the prime ccnsideralmn is  that the channel should be non silting and nen-scounng i.e. Ihe channel should be hydraulically  stable. Accordingly  the important parameters  related to hydraulic  design of an unlined channel have been selected as discussed below:
i)   The discharge passing in an open channel has deen calculated by the continuity formula
Q=UV
Where O = discharge m nf.'sec
A = area or the cross secIran of th* canal in mH' V - mean velocity al flow m mVsec
The velocity has been calculated by Mannings formula
all
Whe^e. V = Mean vetocity of flow in mfeec
n = Rugosity co-efficient
s = Slope of water surface
R= Hydraulic rrnsan radius {R = A/P)
P= Wetted perimeter in meter
A- Cross-section of th* canal in m*
ii)   Rugosity Co-efhcienl
The value of rugosity  co-efficient {which is  denoted by  n'> varies  according iq physical roughness  of ihe stde and Gottorn of the channel ano ii also depends  on discharging capecity  of the channel Based on experience and general practice Ihe following values of Tn' have been adopted
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For Primary Canal (equivaleni to distributary)
n = 0.0225
For secondary Canal (equivalent Io minor)
n = 0.025
For Tertiary (equivalent to watercourse)
n = 0.025
For Quaternary (equivalent to Feld channel)
n = 0.025
iii)  Permissible Velocity
With a view to achieve a non-scouring A non-sitting velocity  and laking into consKleration the prevailing black  cotton sail and similar soil as  bed material, a permissible velocity of 0 6 m/sec to 0 9 m/sec has been selected as
iv) Longitudinal slope
The longitudinal slope plays  very  import rale m generating velocity  The longitudinal slope of any  irrigation channel will depend on the topographic  features  and a vailable natural slope It will also depend on the discharging capacity  of the channel For channels  having higher discharge comparatively  mild slope will be able lo generate higher velocity  where as  m case of lower discharge slightly  steeper longitudinal slope will be required to gel the desired velocity. A tongdudrnai slope of 0.02 per % has  been adopted far the primary  canals, in the head reaches, which has  been increased subsequently  in the end to 0 03 per %. It may  be noted that primary  canals  are contour canals, hence the alignment has  been adjusted to get the required slope and no drop has been required
A  longitudinal  slopes  of  0.025  to  0-03  %  has  been  adopted  for  secondary  canals,  which has  been  aligned  on  ridges.  Where  ever  the  natural  slope  is  mere  steep,  drops  have been   provided   suitably   to   adjust   the   natural   slope   Tertiary   canals   also   have   been aligned  along  the  contour.  Accordingly  a  slope  of  0-033  to  0.04%  has  been  adopted. The  capably  of  quaternary  canals  has  been  kept  the  same  as  the  parent  tertiary  canal. But  the  quaternary  canals  are  elrgned  along  ihe  slope  Therefore  a  suitable  slope  has been  adopted  to  keep  the  velocity  within  required  hmi1  and  falls  have  been  provided  to adjust additional drop
v)   Bed width and Depth Ratio
The experiences of unlined irrigation channels in alluvial soils, which have remained
stable - non-scouring and nor-silling over years-have shown the existence of certain between bed width and depth A graph sharing the relation between 1he bed width-
depth ratio and discharge of Lhe channel has been provided far guidance vide Fig 1.0 of
____________________________ ___________________________________________ 44
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Annex  - VI - ” Criteria for Planning & Design of Irrigation & Drainage System" under Final Interim Report. While finalization of the hydraulic  design of the canal system, information in this figure has been utilized for guidance.
v») Critical Velocity Ratio
The critical velocity, which has  been defined by  Kennedy  as  verooity  prevailing in non silting and non-scounng channel in study  require, has  also been calculated according to Kennedy  equitation and the critical velocity  ratio has  also been checked for its appropnateness.
3,4    Hydraulic Particulars of Canal System
Eased  on  the  above  discussion  the  hydraulic  design  of  different  components  of  canal system has been finalized. These are available in the report as indicated below:
i) Right Primary Canal
w) Left Primary Canal
iii) Secondary canal-RS-16
iv) Secondary Canal RS -17 - v) Tertiary canals under RS-16 -
Table 3.1
Table  3.2
Table 3.3
Table 3.4
Table 3.5
vi]   Tertiary canals under Rs-17 -        Table 3.6
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Water Works Design & Supervision Enterprise
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irrigation Si Drain age______
Table 3,1: - Hydraulic Particulars for Right Primary Canal
Rugosity coefficient (Manning's n = 0 3225} Carnal side slope (1.5 1 for cut S 2:1 for fill)
May 2007
I
Si. flfl
Cumulative- Main canal
Bad Bro
widOi level
Velocity
DisLance ji progressive ------------- krn dittiwga of M M
the
Critical
Canal «d
velocity V SJOpP
Free
bPiMd
0.643^      0.0002           0.577?
R3-1
>5-3 '
B^4
RS-5
RS-6
RS-7
0.0 osssT 1 69?
2951
4 !4? 4.SS7 5 750
6 123
7 5211 mST 6 25, 7J5JL 6 25
7 298      6.25.
7.22a_ EM
7 127_ 5 25]
7 O07_ 6.25*
7 030
0.639    0    0002’ 0 637 0 0002
0.635
0.0002
1633?       00002
□.532 Q.OOgg 0.630       0 0002
0.629 6_._0_0_0_2_
0 67'
6-671 p.67i.
0.950
0.940
0.949
0946
0.94ft
■3.668         O.Ml’ 0952
0.662           M5l[
ks-b
10.14
6.973
6.25
1,34]
RS-9
RSjO
10 97
6 925
6 25
0-6271 0-Q0ft2j _ MW|
0 024; a.oooa ojsa
rj
q.hM
12.332.
15010*
‘6803*
l.32j
0 625;___ p«»2'__ D.6S8i
RS-11?
6 656
0.52 d.bboi” 0 0553
0.956 orc*
0.9504 0.70
D.7O
RS-'5
21.32?'
5 523
1 25      D 59O       0CG£k           D.6290          0J46
;
170
RS-17
!= =
21 768
4 969
1.24      0.564     __l_imo? 0.0260    ’                      ^932]_
0.60
RS-10- RS-IS
22.762
4 78
I 21       0 578     0.0DD2Z         0                    0.93?;
0 60
23.797:
4 524
IJ& 0 569            0 0002?'          0 6070           Q.937I
Oj&O
RS-2D
_ 24 6421
4 249
1 10. O.5B52,     0.000221         0,60041           0 975*
0 50
RS-21
RS-22
26 347
4C43
1.13 OlCTM    0.00022!            3 5904          0.970-'
‘ 0~.'6Ci
3 wf
0 603     0.00025           0 6904          I.OZf
o e«p
RS 23
ZB 6£8'
3 77*
RS-24
29 76t
2.86?
3.644*
0.565
0.595
0 3CO25           0.5937
liili
0.960      0.80
RS-25
30 2W
0 593
152
0 594’
0.00025) o.sw3| tdasT o.ad oooo?4 0 5 7 70 _ 102a oliq
0 00025*         0-577(T         1 030       0 60
RS-27
31.636            3 234
3.5
3.5
0 5.31      0.000254
0.5735            1 013       0 &d
RS-26
32 960             3 IBB
i.otf       0 576     0.00025*          0 5736           1.DDE    O.EO
RS-29
RS-30
33.810 2 99
34 619 2 33
3.S                    1.04     9 5541     0.000251         0.5599:           1.015       0 60
RS-31
RS-32
RS-33
HS-A4
R.S 35
RS-35
RS-37
RS-<8
RS-40
•
35 218:
35 9Z2: 36.475]
37.4ia
2 044
2-5j
_
1 802         2.2]
0.90
097
1.649           ir
0 96
30.53^
39 566 1 159 15
____
1.41             ?■
1ST"
ill’ 4 J
6 9i|
1.03 9 543 o.oM^r D.S564! 0.07b] 0 60
0.525 0.00025 0 5390 0 974 0 5o] 0.505 a 00025 0.53 55 0 949 0.5<) 0 501 OOQOZ5 0 5319 0 942 0 50
0 49 0.00025 0.51+0 a &53 0 M 04fl! 0 00025 0 5031 6.955 0 W 0 40 0 00025 0 4994 0.951 0 to
0 79       0 468   0 000285           0 4695;           0.992        050
0 72       0 433    0.000281           0.4425;           0.979       0 50
0.7?        0410   0 000285           0 442$            0.945'      0 50
066       0 407   0 000285           0 4260            0.954       0 50
0.B6
40 207 0.994
42 088 0 735
43 109 0 624
44 166 0 563
15
1.3
I
1
-------- - ---------- 1
1_
I
- «—L_
46
Water Works Design & Supervision Enterprise
In Association with InttrccnLlneatal Ga nsu Hints and Tecbaocrals Pvt. Ltd.Arjo OtdessA Irrigation Project
Irrigation & Drainage
le 3,2; Hydraulic Particulars far Left Primary Canal Rogosdy coefficient <Mann»ng'3 n = 0 02251
Canal side slope (1 5 t for cut A 2.1 tor Mi
May 2007
51 f<i CuThuUlrvw (HUrnaem
M.lifi    Chfi*
pTogrWiwvj
d»5C*i»<9» rm)
Bed        F 50          VttoS  CirjiMd CrtM tm|i        Y |nvj.
<^l’
”cQ'r"
Fihr
MafixrtyV. »VlVf              S-M-ii
Penmclcd
<
0 546D* *
™ .
6m>
“0                 do:
9 OU      ?5
14J           0 664           □ 0CC2j
0M3 0 972
■3 70                  I.1
Q 680 0 973                    a 7a                  12 564
^*^      rji^hAQC
3?rwj1h
(m)
___________
apo i----------
1                  D?7
H ffi.i      7 5
?                 31-:
8 931      7.5
141 GW? 0CW7
1-11 OAfit 0 CC02
Ofifio 0 97?                    u 70
12 wj
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awq
1
3 to
UMB       75
1 4              0 60           GQO02
0 677 0 975                     0 70                  12544
4
**■
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6iXl
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------
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ft|
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0 7 J                 12 549
1 39
TOC
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' i 39
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(IfitfJ GOM?                          0674 0 973                     C Fij               12 513
___
4
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0 $43            6 0002            0 665 0 978                    C /IJ                 1?4,24
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9 647          0 DOOZ                               QftfO           fl ?|
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0 66?       0 975               o rd                12 36 7
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SW 336a
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ra ir                 B 136       7$
i 34
0DM2            0 654       0 976            O.ftP                12131       44 IL
20 7?                      ai?       75                          i 33
0 641           0 MM2.              0^ 0 978
0 7fl
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21 97                 6 067     7.5
r 3J               WJ              0 ow,           0 655 0 9T5
3 -n
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23 151                    ?«$        7 23 M                  7 587        7
k 34 0.6 2* o ■. ?:■: 0656 0966
1 33         Q GM.'         0MM7                0«5. 0^7
o rd                  11 fill     use
0 >ii
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IF
26 SS                 7 413       F
• 33             0 65             OW02            OMS. 0 961                     n 7a                  1! 795       306 3
ia
27 3S                 7 334        7
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iS
?a&2                 7 21?        7
I 30          0 B2.”         OOOte              Oft46 OOM                   0 71.1                   11 «7         ifoa
M
21
7910                 7 267        7
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7
r 30 0 a?7. o bom
i 29 D 57» 0.0002
0 646 3 971 fl TH n &a-7 6K
0 643. 0 973 0 70 11 651 B3:i
WM.
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o L-. D«m
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OU? G0M2K
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__x
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IQ 5 l5’
10 541 I4M
a    i64'
U n?b £ 000222
0 630; ttSg
10 JOT 1330
5 32?'
0 BJ  0 QOOZS
r
QftlO 0 980
iW| ITrO
Otfia a l^xg
owi *Q?4_jm
9 5069 ll-2
ID.";
5 265
0 615 G 000222
-0.630* 0 976
Dfill
9 *M3
13M
i2ir
T 0 BM- GUMZS?" 0 8?r
0 960
0 6(1
0 GI a J> CTMZZ?
Q 623_ 096?
0 fill
Oflil OQOOraj 0H
3> 0.979
0611
24,'OJ
*4j4<
0 506 13 0007??
s-H-W-i it
-u--u-j-Z- ■:--0-0-0-2-2--2----- --------9.6l/ Q~m_ Q.jJ
p
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4'_ I
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d-j?.- : :Dd?Z2-
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0 W 9 2MG
ia
37
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*7 3?.
48 13
mV
1 16 rjiSlX C'MCttj'
Q    Sfli'    0    0M222
U W QGGCZ2Z
0MO 0W)»
0 5m' 0!M-‘
I ■-■■ *H—
9 36? 7* 9 326•’ 9 ?9«
»1»4 SOMi 9 MQ-2
q
41
42
11
4iv
53 k=_
54 13
fit ?1
J 145* 3 5
2M? 3 5
35
2 4>a
G 376         0 £XG25'           0 5?q
I |l(T
7 W 3390
OMt            0frW2ij              0.546          I.frii
ass*     OWWKt    054a  ~zlz: 02'
0J4-1         O«M7<              Li &rtf“       <ifri9
0 53*          0 aXJ25‘           £i :■.' !■'
d j* ft gq
T—
44j           57 *?.
11
era * -3 425 0«M
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____ 0 io
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0 9?6 0 5q
4 SMrf
*S7
Water Works Des Ign & Supervision Enterpris e
In AssouiKdoc witiJ IcttrctiwUDemal CcmsoUaDts and TeclinocraLs Pvt Ltd.*rj 0 UtdtM* Irrlfadon Project
Irrigation & Drainage
Table 3.3: H ydraulic Particulars for Secondary Ca^l-RS^IS Rogosity coefficient (Manning's n = 0 D225)
Canal side Slope (1 5’ 1 for cut & 2 1 for fill)
Miy 2OV7
*
"fl
C-LKruU*
■H m
I.ruj^dlV
c*rul
•
B*4
|m)
fcvtl
[mj
F 50
M
fv-m-sj
-Crti
□*0
Mnp.
, ricor .tf-
■ 0 MF.D^
-nvi
--------- ------ 1 V.VB
wened wnrneiB
r
Hw.n
langift
Irfli
Oljrhargff
1
CM
1
0 61
oil?
0 TOOM
J
041
I OOT
3 ZU
o«
0 43
2
w
1
aia
W03
G0M33
OMJ
1 346
3W
MW
0H
3
1
o«
Q JOI
OMW33
ojr
l G4
29*
JOG
a 3&s
*
MM
AB
0 55
airs
g«MS33
C 37
10?
0141
b'i.
w
S
!M»
05
0 SB
0K4
3 00033
0 3?
3M
254
x«3
0 263
*"8
1SMI
a5
Oil
0 312
OOflMJ
0113
Q W4
234
MW
D22I
?
1«W
“®50
0 44
OOi5
a D003J
0 3»
aws
2.C9
w
0.16
fl
?1W
as
OK
0 307
GOTO*
0170
i.i
irS
K<-
aH
9
20 93
0*8
lO
Table 3.4;-■ H y drau lie Pa rl iCUlar* tar Secondary Canal-RS-17. Ragosity coefficient (Manning's n = 0 0225)
Canal side slope {1.5:1 for cut & 2:i for fill)
CuhimULj
■B
rtkm
StccK-M'i-
u**4l
p req re 4 5 r.
•'
ptchiW
FWd
worn
9*d
imj
FSD
P-M
'/ctoc>h          u-4                  CriiCfll CVMnfo]         MO                  •rtJC4y jVj
«fd                  <0 54fiC3“
=fTVl
wB
-Vtfcrf
ponmBisr
4wci~ □rscrarp*
i*rtyr.
[ml
13
14
000
1 TO
" 3G0
0562
1 023 3 116 OM
i 025 3 JM 3>3
15       ttO
16       TOO R    “ L 3D0 IB       1503 I9        iBOO 20    " ?lOU 21        >400 22       ??O0 23        5-00
rtM
067
0&3
■J !H
O<33 } 00033 0 413
j 429 3 XG33 0 419
0 429 0 DM-li 0 HO
HC45                     3 3W
JM
0 49?       1 CO
a&?             0 419               a Doan            0 4Q?
i (US                  3 235
JOO
a 441         1«
0 DU            a lb fl              0 00033           : an
i0»                     3 1*3
3*3
»*-
1 DO
■3 5?          0 J9d           .0 00033             OUi
1 045                3 055
J«
0 3C9 OtW
03»G      9 60
025^ fi-M
3 wr                 300033            3 3$1 D S3           a 3?i                0 ZCO33         0 361
052              0 353               0 [0013           0 350
i 01*                 2 BBS
300                 ---
300
1 0?5                 J Til G 963       r 2 47$
3(W
1
CTM      a so
G 13            0 33                 0 TOO 3 J       0 346
2 267
300
on     a w
043
■« 00033         0 JU
0 974                  2 050
------------------------  .
—
114
O 36            03*                  00004              0>i4
1«                      1 79#
L---------------------------- J
24
25 r
J6
33.713
"27
20
_________
L_ _ ■ ■■
1
I
_________________________________ ___________________ ____________  4S Water Works Design & Supervision Enterprise
Ju tssoclaUon vrttO lotercoDunettLal CeQiVltaois and Tectmocrau Ptl Ltd.
w?if Jo Dedessa Irrigation Project
Irrigation & Drainage
May 2007
Tabla   3.5:   Hydraulic   PartJculan   for   Tertiary   Cabala   Under   Secondary   canal   -R5-16
Rugosity coeificienr (Manning's n = 0 0226} Canal side sl&p* (1.5:1 farcut j 2 1 for fill)
Name □*
Block,
[secondary
c»nal)
Tertiary
canal
0*5>yn
capacity
HlVl
Design
capacity
Jtilh
r^xZwhly
tldor
120*)
Bed
a-jTHire
ire
LengSh      FSD
0?rt
V*>c:ty          Va         V V.>
or
tertiary
cartels
(ffl)
ire Em)     Stope
RT 16-1 21 33 •1 faff 0 024
RT-1B-? H 28 0013 0016
RT ti>3          25 13       gfl?4         0 028
RT •»; 4 T4 3 s D.OM 0017
RT-16-5         29 63       0J73         0 033
»»
0 20       0 3003
QM          Q 195     1 M
1542       0017         0021
RS-16
RT
RT 15-7 RT-16-8
3? 35
18 95
ClQ|1       0 037
0 010 0021
0 17?       0 175 no
0 :0V 0207 0 985 n '.e 0 189 0 954 0 212 0 207 1033 D "C; .-■i ■ 0-37 0218 D 2Z5 0 97 0 195 jifti 0 5.-
RT-tE-3 3571 0.034 V 040
RT 16 ‘I         19 SI        ooto         0 022 RT 16-11       34 35      0.03J          0.039“’ RT 15-12       19 68     D>019
RT-1& 13      25           0 026        0 032
RT-15-14       1524       0015         0018 RT-1M5         10-4        0010            0012
0 223        0 23       0967
Q 197      3 201
0?2l
i> 23 '
0 Bi
0$fi’
340
-. . I
0 20           390        0 170     D0C03
0 30           aie        022 J 00CO3
O.^fi           345        C 190    0.0003
030           960       022         00003
! 30           543       0210      0.0003
0 30          1056      ■3 73     0 0003
J :'.J          578       ■n 210   00003
| fl. 30            1115      a 26       00003
■3 30         575        J 210     0 0003
... 3Q         1114    >4«’         6 onai
0 30           631        0210      00003
0.30          90S       0.25       00003
J 20           5H5           fl. 190    00003
J 020              54J        0 16       00003
1M4I
0 197                      0 98 9 211       0213      0 99
0 tftT 0198 DBS D 'W 0 168 0 97
________
Table 3.6. - Hydraulic Pjrtksiilars for Tertiary Can All Under Secdodary canal -RSd7
Rogosily coefficient (Manriirg's n - 0 0225) Canal side slope 11.5.51 for cut & 2:1 for Fill]
Name cH
Stock
(MKonaa
ry panal]
Tttwy
tan**
CCA
■"1 hj
0es*9n
capetf
>■ jre i'4
□CFliflri
CJpdOly wrth
^lu-Fihly jMfcjr
<20M
Bed
-vdSh
HVm
tcnflirt
Inrtiary
canate
in.j
FSO '
fl Rn-I |
vaoti
iy
IfTliSji
V.
•Ji '/
5toot?
h
RT IM 65 fl COB O.CflT
RT-f 1-2            9 ?3       fl CO9      0 QI 1
-1 •          7 57       01x17      0 003
HI 87 4           19 77     0.019        J 037
0 20       522          U 17
0 20 ■4i
0 20 668
0 30 150
00003
00003
d 0003
0 0003
0 167      3 176
I) 1ST
0 167
0 197
RT-17-5
RT-I? 6
RT-17-7
Hl 17 8
RT-17-9
82          0008        flOM                   0 2D        ,-.
0 17
0 17
OJi
fl 17
2184 0021
M i4       0011
20 54 0U19
’6 32     0 015
20 0019
3 025                  0 30       200          0 22
0 0003 L 167
0 0003 0 2M
0013                   0 20
fl 17
ft 023
0 30       295          0 22
0 0003
0 Ufa '
OCHB                 0 30
fl ifl
nr i7 lq RT 17 11
oon
0 30       513           :] 22
RS-17
25 54         24
RT-171J
RT.17-13
19 H9    0019
27 45 0 026
0  16/ 0 20 0 16? 020 0 211 U 1^7
RT-17 14       19 84   0 0*3(1
6q?2
RT.1715        37 44     <« ■ .r.     0 042
0 029 0 30 523 C ?4
9022 6.10 765 921
0 031 030 666 027
RT-17-1C      20 77   CH32U      0023                   OM        13i7         1 VJ
OM J 44 fl 2’
■136 682 0 25
OlXMH
0 WO3
ci Mbs 
0 0)03*
3 D0Q3
0 0003
0D0O3
RT.17.17       25 15     0 KM        0.029
om
■ rj 197 ' 0 233 '  020  “
' 176 176
D 201 3 176 i"w
0 176 &3D7 0 IRA 5 207 ‘-2^ 0 2! !
i  “236
I
RT 17 18 71 S4 ClMti 0.024
RT-17-19 2i 15 0 ir2<l 0 074
RT.17-20 21 63 0 C 20 0 024
fl JO d/4 P2d
fl KI 5M b2J
n 30 564 0 22
0 30 739 0 22
0 0003
0 0003
j   0063   6202  |
_____/fl   ?1J_
i
0 201
0 247
0 707
C 21^
0 207
0 0003    6 202     0307
■ - ' *        14         OG-13     Q.G1B                0 39       ■;se           ■>■
<10003 * 0 207
0 2Q7
0 95 ” 0 03
DM o&is 0 5* 0 966 nog 0 966
0 96
0 9fl
0 515
0 58 0 942 0.566
0 95
0 97 6 &7 0 97
R’.rr
18 11    0 017       0 020                  5 30       574          0 7?
O00O3 ’ 0 0003
0 ■•■. 0 '92
— 41 5
I3J8J    — "
0 201 ' 0 57 0207 0 97
40
Water Weeks Design & Supervision Enterprise
Id Associativa with InteTCQDCllMtiEAJ CavsulEauU and Technocrat! Pit. Ltd
-
■<n JArjo Dedessa irrlg ittion Project
Irrigation & Drainage
4 CANAL STRUCTURES
4,1    General
Different types of canal structures haw bsen proofed on (he different components of the canal system. They include the following categories of structures
il Intake structures for Primary carols m the dem
ii)   Control structures:-
a. Head regulators on Pomary Canals
t>. Cross regulators on Pomary Canals
c. Escape regulators on primary /Secondary Canals
in) Cross Drainage works:
a.   Aqueduct
b.   Syphon Aqueduct
C. Aqueduct wilts earthen canal section
d- Canpl siphon
e. Super passage
|y) Bridges
3, Road Bridges
b. Foot Bridges for cattle crossing
4,2    Structures on Primary Canals
The structures under dilierenl categories proposed on the primary canals are discussed below in brief
4.2.1    Intake structures
May W
The Right primary  canal takes  oft from the mlake Structure provided in saddle no,2 and 1he left Primary  canal takss  off from 1he intake structure provided near lhe left abutment of dam. The detail* of these ntaka vtrudures  are given under section 1.4.2 q( this Raped The detailed design of Inese structures  have been provided in me report on Dam & AppurleniM works.
50
Water Works Design & Supervision Enterprise
La AswtiaUoa wlUi JalcrcuadscaWl Consultants and Tectiaocrals Pin. Ltd.Arjo Dtdessa IrrljaUon Project Irrigation & Drainage
May 2007
-
4.2.2   Crass-Drainage Worts
Both the Primary  Canals  - Right Pr-mary  Canal and Lett Primary  Canal - are contour canal and as  such, they  are crossing a large number of streams, where suriahle cross drainage works of appropriate type have been provided The number of such cross -
Drainage works is as given below
No. of Cross - Drainage Works
S. No
Typ* of CD works
Right Primary
Canal
Lett Primary
Canal
Total
i
Aqueduct
2
4
6
il
Syphon Aqueduct
17
16
33
In
Canal Syphon
4
2
6
iv
Aqueduct With earthen canal
section
5
15
20
-
Total
28
37
65
The   locations   of   these   cross-drainage   works   a   long   with   other   details   are   available   m Tabled 1(a) to 4.4 (b).
4.2.3   Control Structures
Control    structures    in    form    of    head    regulators,    cross    regulators,    escape    regulators    are required    far    regulatingi'contrelliing    the    discharge    in    the    canal    system    Head    regulators have    been    provided    m    the    Primary    Canals    at    the    offtake    al    every    secondary    canal Cross-regulators    have    been    provided    in    thePnmary    canals    to    regulate    1    he    d    isctiarge and    levels    Some    ot    the    head    regulators    have    been    combined    with    cross-regulators 
The numbers ol these structures ere as give below.
No. ol structures
S. No
Type of CD works
Right Primary
Canal
Left Primary
Canal
Total
1             Cross    -    Regulator    combined    wiih Head Regulator
II            Head Regulator
3
37
7
39
10
76
ill            Escape Regulator
1
1
2
Total
41
47
88
The locations  ol cross-reguialors  along with utter details  are available al Tables  4 5 (a) & 4 6 (b> for R:ght Primary  canal and Lett Pnmary  Canai respectively  The details  of Head Regulators  for secondary  canals  along with their Iaqa1«ons  are available at Tables 4 61a) & 4.6 |b] for Right Primary  Canal & Left Primary  Canal respectively, The escape Regulator is located al km 1.3 of Right Primary canal and al km 3.25 of Left Primary
Canal.
..
__________________ ________________________________
Water Works Design & Supervision Enterprise
In iIssqcLhUdd with JuicrccDUntotal Consultants and Technocrats Pvt. Led.
5|
till ■ArJ-o Dedessa Irrigation Project Irrigation & Drainage
May 2N7
4,2.4    Road Bridge / Foot Bridge
Road Bridges  have been provided tD faciMale the movement of vehicles, pedestrian and livestock, Road bridges  have been provided at suitable location. Where ever passible the road hridge has  been combined wlh other structures  like cross-regulators, head regulators, escape regulators  etc. Altogether five road bridges  on Right primary  canal and six  road bridges  on Left primary  canal have been provided Their locations  and other details  are available al Table 4.7 (a) S 47 (b) for Rrgl'1 and Left primary  canals respectively
4.2.5     Foot Bridge?
Apart    Ircm    the    road    bridges   as   discussed    above,    foot   bridges   have    been    provided   an Primary    Canal    to    facilitate    pestrain    and    cattle    crossing    Altogether    eight    foot    bridges    on Righi   Primary   canal   and   mne   loot   bridges   on   Left   Primary   canal   have   been   provided.   Of these   three   Tool   bridges   an   Right   Pomary   canal   are   independent,   iwo   foal   bridges   are combined   with   cross   regulators   and   the   rest   three   foot   bridges   are   combined   with   head regulators    for    secondary    canals.    1n    case    of    Left    Primary    canal    no    independent    foot bridge,    has    been    provided    and    seven    foot    bodges    have    been    combined    with    cross regulators    and    remaining    three    foot    bridges    have    been    combined    wdh    head    regulators for   secondary   canals.   The   delays   of   foot   bridges   lor   Right   and   Left   primary   canals   ar& available at Table 4 8 ja) and 4.8 (b) respectively
4.2.6     Total number of structures
Thus 15& numbers of slructures have bHen provided on both pnmary canals of these there are 60 structures cm Right Primary canals and 90 structures nn Left Primary canal B road break up of these structures are as given below
52
Water Works Design & Supervision Enterprise
In Association with lorerconUnenLal Com Hi tapis and Technocrats Ibi LIUArjo Dcdessa Irrigation Project Irrigation & Drainage
May 2007
S. No                        Type Of CO works
No. of Croai
Right Primary
Canal
i
ii
ii
ii
CD works Control structures
£0
41
——
- Drainage W<
Left Primary 
Canal
37
>rt(S
Total 95
47                !5S
7
Total
76
_  90               166
6                               1:L_
4.3 Sim cture* In Sam pls Area
Planning and design erf micro-irrigation system h» bean done in ’he KMTipla aJM. which wmpnted Iho oommand areas  of aecondary  canals  RS-1& and RS-17 under the Rig nt Primary  canal As  dKUtfKd in the previous  aeclitm (he micro-irrigation syfiiem I.e. cartel system m sample area consists of the fallowing'
i)           Secondary canals - Rf - 16 fl Rs-17
ii)          Tertiary canals - offfakmg from the secondary canals RS-lS & RS-17
iii)         Quaternary canal - ofitakihg from Tertiary canals
Besides  ITift head regulators  far the secondary  canals  which have been provided on Primary  canals, and included to Hie list of structure on Primary  canals  vide Table 4 6 (a} (4.6 (b), the fallowing structures  have been provided far micro-irrigation m the sample area.
jj    AdjUS'a-tilfc    Proportionate    Modular    (APM)    type    ou-lHet    for    Tertiary    canals    on secondary canal
u) drops m Secondary i Tertiary canals
iiL)       Parahat F tome in secondary ca nals for measor- ng discharge
iv)        Duckbill weir in secondary canm far nw nlpimng FSt and functioning as
escape.
vl RoadJFoot bndgM on secondary canals
vi]    Tum-Oul    Mi    tertiary    canal    Io    facilitate    diversion    of    flow    in    the    quaternary canals.
4.3.1       Outlet
An cullet is  a masonry  structure located an the government owned fast canal system t is  vary  important as  ft arts  »en inLartace bvfwMh lhe $taie owned canal system end ma users  Of the system, farmers  who Utilize Ute irriga1t&n water li acj|3 aK the hea(S regulalor for tHrtfary anal (which is equivalent Io watercourse), Since the secondary
------------------------------------------------------- ----------------------------------- ------- ------------------------------ 53
Water Writs Design & Supervision Enterprise lljltncifctad wlLh fn«re<miiat:<irtil Cuislluix and Trebur rats Pvj. Lt A.
“'Arje-Dedfssa IrrlKatinn Project Irrigatlap fc Drainage
May 300'
canal is  aligned on rWge. the leruary  canals  takooH on both sides. Thera are 15 tertiary canals  under secondary  canal RS-16 and 22 tertiary  canals  under secondary  canal RS-17. Outlets  nave been provided, at the bead o? all 37 lertiar/ canate. There are several lypes  ol outlets. However in order to improve the performance of 1he irrigation system and wi1h a view to achieve SQUitebla distribution or irrigation water. Adjustable Proportional Modular (APM)oullel has been provided
4.3.2     Drops on Secondary Canals
The secondary  canals  (which are equivalent la minors) are aligned on ridges. However Iho natural Slope 15 steeper than that required lor secondary  canal. Therefore, drops have been provided to negotiate the difference of slope As  per actual planning 15 no of drops  have been provided on secondary  canal RS-16 and 17 no. of drops  on secondary  canal RS-17 The height ol these drops  vanes  between 0 5 !o 1.5 m. As regards iheir type, a vertical drop or 'well type drop have been provided
4.3.3     Drops on Tertiary canals
The tertiary  canals  have been aligned along the contraur, and as  such there is  no requirement of drop However, in the end of its  course the tertiary  canal are aligned along slope where drops  are required to negotiate the slope. Longitudinal profile ol following tertiary  canals  have been prepared and according to requirement the number
and location of drops have been finalized The details are as follows
S. No
—--------
Tertiary Canal
Length
---------- —
No, of drops
Remarks
i
RT-17-fl
1.3 kiYl
RT-17-4
w
rtil
0.55 km
fl
RT-6
------- -- ==—
□.55 km
7
iv
RT-&
0/65 km
7
Total
3.35 km
38
4.3.4 Parshall Flume
Awurate nw™t ol discharge .S VB<y  important f<x  achieving eq^,table distribution of i mgation w star W rth Ibis  etf i n v  lew 3 P fir shall F lume h as  b esri p rovidert j n t tie head of every secondary canal
4 3-5 Duckbill weir
A d ck
U     MI
»» «, » „, p.^
e             ltle <Bd 0| euBry
rte Mi|
maintaining the FSL al the somebme work as escape also
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May 2007
4-3-6 Road Brldgt^Faol Bridge
There is  no existing road in lira sample area Therefore no bridge has  bMfl prowled- However. in order to facihlate 1he movement of human being, cable and/or food grams. Suitable road bridges  Of foot bridges  have oeen provided by  combining the same with dro<p structures.
4.1.1   Turn-out
Wilh a view Co facilitate I he diversion of discharge from lertiary  canal to quaternary canals. Lum-outs  fd-rverMr- boxes) have t«n prwdsd at appropriate kxdtfoni n in? tertiary canals.
Table n. 1 (*]■: List of Aqueduct pn Right Primary Canal
5.
NO
Delails           of Structure
Distance of structure from origin in km
Catchment area in $q,
fcm
Maximum              flGCKf discharge an m’fsftt
Discharge
of         canal m’/sec
1
Across     Warns River COR 6
9-4
3542
iQO year = 534
500 year = 773
7 028
2
CDft-19
32. t
40.25
SO Year ■ 56.30
TOO year = 62 40
3 128
Table 4.1 {b|LisI of Aqueduct Structures-on Lefl Pnmary Canal
S. No     Details    of    Distance          of     Catchment
Structure        Structure      from
area in- sq.
witKhnum flood
discharge in nrrVstC
origin in km              km
Discharge
of canal
mVsec
i CDL-3 4.7 29.6
...
50 Year <43.0
100 jear= 40.5
8.931
2        CDL-25
40 2S
300
50 ¥w ■ 147.6
100 year* 166 5
5.161
3        CDL-28
44 &1
61.1)
50 Year = 40 6
100 years 45 q
4 821
4
CDL-33
54.48
TtJjflO
50 Yoar= 430
100 year = 40.5
'2 664 ---------- -2______ I
55
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Table 4.1 (a): Lift of Syphan Aquedart «« WrM                  Canal
s Nd
Ottilia of CO work
Distance
from origin
in km
Catchment Atm in sq.
km
1 CDR- 2
2 COR- 3
2.90 0 875
3.95 2 65
3           COK- 4                    6.00
4           CDR- 5                    7.60
!=--------------
Z?
1 625
v 5.d4
5           CDR- 7                    9.15                  1.2
Peak   flood discharge
En m’fsec
t 75 ______ 5 62.
51i 10.75
I 3-B1
6
CDR- 8
10.40
1.4                 3 26
Canal discharge in mVsec
7 028
7 0Z8
7.028
7 028
6.656
7
CDR- 9                  11 50
9.5               11.21             6.658
a
COR-W                  13.30              4.625
8.90              6.658
9
CDR-11
CDR-12
17.20              3.275
5.61
■ inji
6 315
.—«
10
19.55
3 75
:4db
11
CDR-13
22.45
57 6                74.00
12
CDR-15                  26 001
10.67                 9 04
13          CDR-1 a                   2970
13.67                10.90
14l
CDR-21                   3345
1.38                 2 32
5.901 ---------- 2 Si 1
4.78
4 043 3 644
2.99
15 ' CDR-24 37 00
io; CDR-25 38 21
2.4                  5.24                1,51 |
15.4                16.90
‘ 45
vt            COR-28 '
39.90
60                10 76             U 994
Tab’s 4.2 [5J: Llai o( Syphon Aqueducl on Left Primary Canal
S
-
No
Details d
CD work
Distance
Catchment          Pciak flood
Canal
discharge
1
Irom origin       Area m sq.
In km                   km
0 GO                   1.95
clljchsrg«
COR- 1
in m^sec           in m’/sec
5.50                 3 968
2
CDR- 2
3.95                     5.6                 12.05
3
4
5
CDR- 4
5.26
COR- 5                            6.53
l 2                   4.92 1 15                    454
055
6
7
8
9
CDR- 6 7.99
CDR- 8 8.51
CDR- 9 923
1 85
0 45
965
43
_
4.26
1 64
ia 5
CDR-10
12 36
1656
CDR-13                         2U.65
6.19
6.931
8.663
8 746
8.701
6.701
8 701
8455
8.198
TO    CDR-17                         27 93                   0 84                    1 90                 7 334
11 CDR-18 2884 0.90 1.49
I?. . COR-21 38.25 05 1.85
13     CDR-22                         JS.5S                   9.40
1.78
7.292
5 286
5 265
14     CDR’26
40 84
l 23
270                 £ 161
15     CDR-32
54 13                   7.05
10.20                 2.741
16     CDR-35
56 78                   2.66
5.33                  1 962 j
56
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Table 4.3 [a]; Lisi or C rO«» OraiiMS* Works, wtth ra nal In earth&n seel ion on
Rtgril Primary Canal
May 2007
s  Detail of CO
No           Work
Distance of
Structure from
origin in km
Catchment
area in sq
Peak flood
discharge in
Discharge
utcanal in
mJteec
1       CDR 14                       24.65
2      COR -16
26 5
4.249
4.043
3      CDR -17
27.65
km                         m’/sec 10.13          25 year - 6.51
2.2             25 year =3 40 27.15           50 year = 35 5 *'
year = 40 1
3.863
4      CDR - 20
330
0.8
25 year = 1 45
2.39
B      CDR ■ 22
34 4
7.53
25 year = 9.02
2.044
Table 4.3 (b$ List of C ross Drainage Works   with canal
-
s
in earthen section Left
Primary Canal
S.Na Detail of CD
Work
i          CDt-7
Distance of          Catchment              Peak Hood               Discharge
Structure            area In *q
discharge in              ol canal in
from origin
in km
8.14
km m3/sec msi'sec
1.65               25 year = 4.26                 8 701
2          CDt-11
15.35
3          CDL-12
20.09
3.75               25 year = 6.12 17                 25 year = 3.37
8.32
6 275
4          CDL-14
24 .40
5 J  COL-15
25.54
6          CDL-16                      25.88
11.5              25 year = 15 22 i.B                 25 year = 3.58
1.45          ^25 year- 3.18
7 567
7 507
7 507
7          COL-19                      34.10
B         CDL-20
36.66
7.0 25 year= 8.16
0.53 25 year = i .46
9 COL-23
10 CDL-24
38.73
0.6                25 year = 0.99
39.40
11         COL-27
41.84
12        CDL-29
46.53
13        COL-30
50.01
6 261
5 322
5.263
5.231
5,101 4 303”
14         COL-36
56 46
2.54                 25year- 3.55 1.48               25 year = 3 U2 3.98                25 .ear = 6.42 1 43                25 year = 2 38 0.7               25 year = 13 40
15        COL-37
59 00
23
.
4.306 1 961
25 year = 4.07
l 961
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Table 44 (a): List of Canal Syphon Structures on Right Primary Canal
Way 2007
■
s  Location
No
Distance
From origin
tom
Catchment
area is sq.
km
Peak flood discharge
in m’/sec
Canal
discharge
in mJ/sec
1
CDR-1
2.00 km             250                   25 Years 10 D
7.028
2
COR-23
36.50 km           1 05                   25 Year = 2.20                           1^1
3
CDR-27
41.4                   3 3
25 Year = 5.39                         0 735
4
CDR-28            424
33
50 year = 39 10
100 year- 44,10
p.au
.
________
Table 44 (b): List of Canal Syphon Structures on Left Primary Canal
1
CDL-31
52 52                2 1
25 year « 3.17
2.778
2
CDL-34
55.04
2 45                   25 year = 5.10
2478
Table 4 5 (a): List of Proposed head and cross Regulators 'Escape on Right
Primary canal
Distance
OiscAarge of primary 
Name of structure
from head             canal in mVsec 
Discharge of
of canal in             Upstream ■ u ? j              secondary canal
Ion
---------------------
J, ,v
tn mJ.'soc
H    Regulator    for    secondary 
canal RS-17 and cross  U/S = 5 523
2Q.&5
regulator and fool Bridge No. 5
n rsyguiaior iC4 scconaary 
canal RS-17, cross  regulator
wwith Road Bridge No 4 fcx 
Access Road
ri Kegulatcx lor secondary 
canal RS-23, cross regulate*
and fool Brxtoje No. 0
Escape with cross regulator
a<KJ Fool Bntxje
dte = 4.969
ute - 3.52
(Vs = 3 234
u/j 0.994
?77OJ35
^3 E 7.028
0-38
Remark
Designed
300
40.65
riaaLni
0.30
n 2??
Escape discharge r qq
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Irrigation & Drainage
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Tabla 4.S (b): Lislol pToposed baad afld crass Regulators /Escape on Left
1
H. Regulator lor secondary  canal DI 9. cross  regulator and Foot Bridge (CaUlfr Crrjssing)
10.51
w/j 8 61
dfs 8.455
0.162
2
H Regulslcx  for secondary  canal DL-15B crossing Regulator Foo* Bridge Nd. 3 1 Cattle crossing)
23.15
»/.« 8 062
dfs 7.663
0.417
3
H. Regulator for secondary canal DL-23. cross Regulator a^d Fool Bridge No 4
4
5
H.   Regulator   for   secundary   canal   DL-26, cross regulator, FdqL Bridge &
H  Regulator   for   Secondary   canal   DL   -   33 crossing Regulator with Foot Bridge Nd. 6
32.16
36.05
it/s 7.058
dfs 6 378
u.'$ 6164
dfs 5 332
42.24 ufs 5.013
d f j 4.897
6
H   Regulator   for   secondary   canal   DL   -39. cross Regulator. Foot Brtoge No 7
50.94
0.711
0 061
0 12
1 206
7
H   Regulator    tor    secondary    canal    DL-44 cross r&gutotor Foot Sndge No. S
____________
55 36
il.'x 4.3OJ dfs 3.149
,
u/j 2.478 0.519
d!s\ 982
9         Escape with crciss i emulator ard fool Bridqa 3.25
JJiMl
6 <10
...       «u ,.« .
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Table 4.6 (a): Uli Of Head Regulator on flight Primary Canal
May 2007
Distance
Discharge of
Discharge of
s.
No.
Nam? of structure
fre-m origin in
Primary   canal
in
Secondary canal In Remarks 
KM
m’.'iec to m’-'sec
mVsec
1
Rflgulalor for
0 555
uJs*7 521
0.0.057
Seccmdary canal RS-i
*4-7 4^4
2
Head Regulator for
1 692
u'J- 7 ,464
0.106
Secondary ea%ai RS-2
d*S=7 35fl
Heaii Regulator tor
2.951
u/s= 7.355
0.06
Secondary c)ftal RS-3
dii* 7.296
4
Head Regulator tor
4 1.42
urs=7.296
0 07
Secondary canal RS-4
d.‘s±7 226
5
Head Rwitoto* far
4.687
uta-7 22®
0.101
Secondary cana! RS-5
<Hs=? 127
6
Head Regulaior Tor
5.750
ui‘l-7.127
6^=7.067
0.04
Secondary canal RS-6
7
Head Regulator lor
6.123
u-s=7O®7
0.057
Secondary canal RS-7
dJi=7 D3O
8
n*ad Regulator rex 
10.14
ufa«7.030
0.077
Secondary canal RS-8
dfS> 6.973
9
Head Regulator for
10.97
uJ4*6 973
0.026
Secondary canal R S-9
dto=6 925
w
Mead Regulator tor
12.302
ufc«.«25
0.122
Secondary canal RS-10
d-'5=6 903
11
i lead Reguator for
15010
u'*=6 603
0.G36
Secondary canal RS-11
*5=6 576
12
Head Regulator tor
16 393
*s=6 576
0.135
Secondary carml RS-12
d'S-6 447
11
H«?d Regulator for
17.186
*5=6 447
0.132
Scconoa/y caoal RS-13
d.5=6 31S
14
Head Regulator for
17.756
ufc=6 315
0 120
Secondary canal RS-14
dto=8.207
15
Hoad Regulator tor
18.684
j/b-=6.2O7
dUs.b5-&Bl
0.237
Secondary camel RS-15
IB
Hear? Regulator lex
21.327
*3-5-981
0.478
Secorfr&iry canal RS-16
d« 5=5.623
17
Htf-ad Regulator lor
22 762
*■=4 geg
0 1«B
Secondary gaiui RS-W
*5-478
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16
Me<id RcgukSWW for
23.797
U.'i*4.78
0.268
Secondary canal RS-19
dfs=4 524
19-
Head Reguiito* for
24.642
UJ5.=4 524
0.256
Secondary canal A $’20
dfcP4 ?49
20
Head Regulator <&r
26.34/
^4.249
0.216
Secondary canai-OR’21
d*S=4 043
21
Head Regulator 1c*
28 D63
lmS-4 043
0.167
Secondary canal- RS -22
di?»3.363
and fool bridg* no 6
22
Head Regulator Im
28-068
irS-=3-363
D 098
Secondary canal- RS -23
dn«3 77
23
Head ReguWr tor
29.761
ufo*3 77
0.090
Secondary canal- RS -24
drs=3 583
24
Head Regulate/ for
30.235
ute=3 683
0 040
Secondary canal- RS -25
0/5=3 664
2$
Head Regulator for
31 332
ufo*3.E64
dta-3.52
0.130
Secondary canal’ RS -26
26
Head Regulator for
32 96
u,'s=3.234
0 048
Saoond&ry canal- RS -28
dft*3 100
27
Head RegMiator for
33 010
uW. t06
0 20 7
Secondary canal- AS '29
d/5-2.99
23
Heid Regulator 1or
34 319
iWi-2-99
ofa=2.33
0.690
Secondary canal- RS -30
29
Head Regulator for
34 218
uf5*2-33
0 290
Secondary canal RS -31
1*11=2 044
and SMt brxjge no 7
3D
Head Regulator for
35 922
uiS=2.D44
0.253
Secondary canal RS-32
di'l- 1 BOZ
31
Head Regulator for
364*5
uJ»*1.BO2
0.160
Secondary canal RS-33
<UU 1 649
32
Head Regulalor for
37 416
w.»= t 649
0 145
Secondary canal RS-34
<04*1.51
33
Head Regulator 'or
33 537
U'5= l 51
0.104
Secondary canal R$>35
dJ$=t 41
34
Head Regulator for
39 5W
4i
0 220
Secondary canal RS-36
cut=l 199
35
Head Regutawx for
40.207
ufo*1 199
0.214
Secondary canal RS-37
dfo=D 994
36
Head Regulator for
43.109
u.'i=0 735
0.116
Secondary canal RS-39
d.$=0 624
K
Head Regulator fpi
44.*66
ui*s=0.624
0 CO J
Secondary canal RS-40
d’s^O 563
_______________ ____________________________ _____ ___________ 61 Water Works Design & Supervision Enterprise
In AsMciaOon with IntercnnUueDtal Consultants and Technocrats Pvt Ltd
'P
"’llArjci Dedesia Irrigation Project
Irrigation & Drainage
Table 4.6 (bl: Utt df Head Regulator Left Pnmary Canal
May 2007
S.No Name of structure Distance
from grigi-i
OepcMfga oF
Primary canal
Discharge of
Secondary canal
Rwnartcs
1
Head Regulator for
0.157
u's=9 015
□ 048
Secondary canjl-LS-1
dfe"* 968
2
Head Regulaiiy 1(X
3 i;s
d/s»B 966
0.039
Secondary canal- LS -2
*5=8.931
3
Head Register tor
3.749
uls-8.931
NM7
Secondary canal- LS -3
dis=9 0-36
4
Head Regutalor for
4 638
*5=8 868
0.029
Secondary t£Ha«-DL-4
d/$-8 863
5
Head Regulator tor
5.411
u/s«B863
0.042
Soccrdary canal-DL-5
*5=8.818
6-
Head Regulator tor
6 064
ufs=8 818
0.075
Secondary canal- LS -6
d/s-8.746
and fool br-dge no i
7
Head Regulator tor
8-553
lu $=3 746
0 047
Seccndary canal- LS -7
*1*5.701
8
Head Regulator to*
9.89
lus«8 701
0 095
Secondary canal- IS -8
d*s=8.61
t
Head Regulator tor
139^4
u»B 8 455
s
0.141
Secondary canal- LS -’-0
*■=8.32
10      Head Regulator tor Secondary canal* LS *11 and toe I brxlge no 2
11      Head Regulator tor Secondary canal- LS -12
12      Head Regulator tor Secondary canal* LS 13
13      Head Regulator tor Secondary cans*- LS -14
14      Head Regulator lor Secondary canal-         i&
15      Head Regulator far Secondary canal- LS -17
15M6
uri=8 32
dricft 275
0.047
20 16                   ms=8 275 *4=6.198
20.718 21-693 23.517
26.8b
ujs-8.198
0/5=6 12
*5=8.12
d/$=8.D62
*5=7.663
*1=7 587
*5=7 587 disc 7 413
0081
0-081 OXI61
008
Q.181
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ta
Head Regulator for
27 653
u/»*7 413
0.083
Secondary can,-tf iS - 18
d.s^? 334
ur
Head RegiAator for
2ft 869
ulW.334
0 044
Secondary canal- LS -19
d/s=7 292
1S
Head Regulator for
29.526
Utt=7 292
0027
Secondary canal- LS -20
d.W 257
1$
Head Regulator lor
30 333
Uft=7 287
0,05
Secondary canal- LS -21
7 219
2D
Head RegiXalor Tor
31096
u/4*7.219
0 1$9
Secondary canal- IS -22
±i»7 05B
21
Head Regulator for
33 965
i*lS-6.37B
0.121
Secondary canal- LS -24
(1*5=6.262
22
Head Regulator for
35.266
u'^6.262
0.103
Secondary canal- LS -25
d/S=6 164
23
Head Regulate* fix 
36 716
uft-5.322
0 038
Secondary canal- LS -27
*'1=5 266
24
Head Regulator for
38076
U/S=5 266
0.022
Secondary canal IS 28
d>*=5 265
25
Head Regulator far
36.912
uiS’5 265
Secondary canal- LS -29
0.036
dto«5.231
26
Head Regulaior <o*
33 7 37
Secondary caral- LS -30
ort»5.231
d*s=5.l6i
0.073
27
Head Regufalor for
40 137
uPi«5 161
Secondary canal- LS -31
0 038
d/siS 125
29
Head Regulator for
40818
W*=5.125
Secondary canal- LS -32
0 H8
<H-5.0l3
2D
Head Regulate* lot
44.312
LdM4 897
Secondary canal- IS 34
0.08
dJSM ezn
30
Head Regulator for
45008
Secondary canal LS -35
621
0.033
0B>4 792
31      Head Regulator tor Secondary canal* LS 36
32      Head Regulate* lor Secondary canal- LS -37
46 236                  ms=4 702 d'4-4 617
47563                   u/s=4.6l7 d*'s»4 419
33      Head Regulator tor                   48 203
i**S*4 419
o.ia
0 207
0.12
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Snoftdary canal t-S -33
dis-4 303
34
Head ft&g^laiprfcx
54.12*
UM     149
0m
StCWAry tarcal- LS -4fl
d/u-2.778
35
Head Reg jl31&r 1&r
54 453
0^=2.778
dfc*2.741
0 037
Stcafldaty canal- IS -41
3$
Mead RepulffliX fix
54.653
u^«=2 741
Secondary canal- LS -4,2
dta=2 6B4
37
Hoad Acpulalor tar
55 362
Urt=  2.564
SacoMBry canM* LS 43
d/s=2.47B
35
Head Rogiiiaior tar
60 18
ids-1.952
0C-S1
0.194
1.067
Secondary tonal- LS -45
nUjeOJlS
and eod slnjclure
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Tabla 4.7 (a);ivrLrist 0* Ro«a-dw-B-ridg-e-s on Rj ight Primary Canal
May 200?
jfcf
S.Nu
Oet&ils of Bridge
Distance from origin in km
Discharge of tanal In ml/sec
Bed width mm
Depth of
■/cater in
m
Width of canal al FSL
1
Rotfd  Bridge  No.  1  far  Access Road
5 50
7 028              6 25
1.35
10.30
2            R&ad   Bridge   for   Kaftelo   Hol spring to Wama-Adare
------ ------------ —
15 00             6.576              6.00
1 33
10.00
3 Rcfld Bndge No. 3 tar Access 
Road
24.50             4.249              4.5
4 Road Bodge No. 4 for access road combined wlh head Regulator fc* DR-1? and crow regualor
30.3
3.234
35
1.16
1.08
7 63
6 74
5 Road Bridge No 5 for Access
1             Road
3S.75
1 649
2
0.96
4.88
Table 4 7 (b): List of Road Bridges on Lett Primary Canal
L
1
1
Road  Bndge  Mu  1  for    11,00             8455 Access Road
75
1 36
11 58
2            Raed  Bridge  Nd   2  for    18.50             8275 Access Road
------ —
7.5
1 35
11 55
l’
Road Bndge No 3 lor 41.50 5.013
Access Road
1.21
8.65
4            Road  Bridge  No  4  tex    46 50 Access Road                      1
4.617
5
5
1.16
5 Road Bndge No 5 Tor
Access Road
6           Road Bndge No.6 for Access Road
53.00             2 778 J
59.50 1961
1-
35
3b
10
0 39
8.50
‘ 6.50
to
TatHe 4.813): List of Foot Bridges (Callie Crossings) on Right Primary Canal
l<i independent ■ loot Bridges ^cattle crc&singsj
S. No     Delall
1        Foot Bridge Mu 1
Distance
from origin
in km
25
Canal
discharge
in mi/sec
Bed
width m
7.028                    6.25 —
Depth nf
water in
im
“l 35
2       Fogt bridge No. 3
12.00 1
W)dlh of
canal FSL i030
6.855
6.00
3        Foci Bridge No. 4
____
19.00               5981
—
6 00
1 33
7.26
10 00
_ 9?78
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iii Fool Rfidcfi combined with other structures
May W
__________
-------- ——-—j
Detail
3.
No
Distance from
origin in km
_______ __
Canal
discharge in
m'jsec
Bed wicnn m
1
Mead  regulator  Far  DR  02  and crass regulator foal bodge No 2
a.3o
OTsS 658
6.00
2
Head  regulator  far  OR-7  crass regulator ft font bridge No 5
20 95
D/s 4 969
6.00
3
Head regu lator For DR-12 and Foot Bndge No 6
27 65
D/s 3.963
4.00
4
Head  regulator  far  DR-21  and Fort Bridge No. 7
M.1
D.'s 2.044
2.5
6
Head  Regulator  for  DR-20,  cross Regulate* and Foot Bridge No. 0
40 65
D/S 0.735
13
Table 4 8 (bi; L*sl of Foot Bridges Provided in Left Primary Canal
1
Head regulator far DL-6
and Fort Bridge Mo 1             6.GO
D/s 8.819
-? 7.5
2
Head regulator for DL-9
Cross regulator and
Foot Bridge
Mb
11 70
|0 51
D.’s 0.455
7.5
1.36
.
Il 60
3        Head regulalor for DL-11 and Foot Bridge No. 2
4         Head    regulator    lor    DL-15, cross regulator & Foal
Bndqe No 3
5        Head    regulator    for    DL-23, cross regulator,
Foot Bndge No. 4
15 76____ CUS 8.275
23.15 ri/S 7.583
7.5
1.35
11.55
70
1 34
.
1I1l UuUh
.
32.16           D.'s 6.37ft
5
7
h——■--- 5
1 27
1 75
3 rs
Head    regulator    for    OL-26, crass regulator
Fort Bridge No. $ Head    Regulator    for    Dl-33, cross Regulator.
_ Fort bridge Nd 6 Head   Regulator   for   DL-39 cross regulator ano
Fvoi Bridge No 7
36.05           D/s 5.322 42 24            Djs 4.S97 50 94           Dj'S 3.149
6.00
5
1 ?n
——9
Hoad  Regulator  for  DL  ■  44
cross ueguiatur and
Foot bridge No 8  .55-36
35
1 -£U
1 rTr
a Oft
s /L.
6,60
O/S 1.952
3
■ • -=—
1 -Ur
ft QFh
u.oy
- 8J0
5.70
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5 LONGITUDINAL PROFILES AND CROSS- SECTIONS
S,1   Longitudinal profiles
The longitudinal profiles of the following components of the canal system have been prepared
■) Primary Canals
- Right Primary Canal
■ Left Primary Canal
it) Secondary Canal
Secondary canal Nd RS - Ifi Secondary Canat No. RS - 17
Hi) Tertiary Canals
Tertiary  Canal  No  RT  -  16-1
Tertiary  Canal  No  RT  -  16-3
Tertiary  Canal  No  RT  -  17-8
TwrUary Canal No RT - 17-15
iv) Quaternary Canals
Quaternary    Canal    No    RQ-16-1-1
Quaternary Canal No RQ-17-8-1
Quaternary C anal No RQ-17-15-1
5.1.1   Longitudinal Profiles of Primary Canals
May 2007
T*» longitudinal profiles  of Pomary  Canals  -Right & Lett - show the natural ground level, canal beet level. Ml supply  bevel and ihe top of ban* level. H also shows  the offtake of secondary canals and the location ot Cross Drainage works
Thesa   are   available   at   drawing   No   A.D-F-C-RP.1   (o   7   and   AD-F-C-LP-1   to   9   The! longitudinal profiles have formed the basis 1or calculation of earthwork
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5.1.2 Longitudinal Profiles of Secondary Canals.
Maj 2007
The longitudinal profiles  of two secondary  canal vide RS-i B & RS-17 located in sample area have bean prepared They  shew the location al structures  sod offtake points  of tertiary  canals  These longitudinal profiles  ar* available at drawing no. AO-Q-RS-1 6-1 A AD-C RS-17-1. The quantities  earth work  have Peen calculated on 1hs  basu of ibese tongHudinal profiles
51.3 Longitudinal Profile of Tertiary Canals
The longitudinal profiles  of four tertiary  canals  (RTtG-1, 16-3, 17-B & 17-15) have bean prepared: They  are avgdapie al drawing no AD-F-C-RT-i6’i.'L RT-16-3/1h RT-17B/ RT-17*15/1 Tf>e quantity  of earth work  in ibese tertiary  canals  have been estimated on Lhe basis of these longitudinal profiles
5 2 Cross - Section of Canal
The cross-sections of following compcmenls of canal have been prepared'
i) Typical cross section for Primary Canal in
-  Completely filling
-  Partially culting and partially filling
■ Complwiely cutting (deep Cutting)
n) Typical section for secondary canals
iii) Typical section fcr Tertiary canal
5.2.1 Typicai cross-section for Primary Canal
The important parameters for cross-sechon bl lhe Primary Canal have been adoplcd ns (q4owv:
i] Side Slope
Considering 1 he 1 ype o f sol. wh.cn * predominantly day, the side slop* of canals ,, fillmg reaches has been adopted as 2:1 (2 hbrizonlal and 1 verlrtaO anrt m
as 11/2 1 (11/2 horizontal to 1 vertical)
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5.1.2     Long i tudi rial Profiles ol Sac on dary Can a Is,
The loftgitudiwi profiles  oF two secondary  canal vde RS-16 4 RS-17 located in sample area have been prepared They  show Ihe l&Mtion of structures  and fliftsKe points  of tertiary  canals  TMse longitudinal profiles  are available al drawing no. AD-C-RS-16-1 & AD-C-RS-17-1 The quanblies  earth work  have been calculated on the basis  of thMB langiludinal profiles
5.1.3    Longitudinal Profile of Tertiary Canals
The longrtudmaJ  profiles  of fourterbary  canals  (RTItM. 16-3. 17-0 i 17-15! have been prepared; They  a^e available at drawing no A0'F*-C-RT-16-1/1, RT-16-3H. RT-17-0( RM 7-1 5j1 The quantity  of earth work  in llresa tertiary  canals  have been estimated cn Che Pasts d Ihesfli tanflitudinal profiles
5.2      Cross - Section of Canal
The orws-MClionj of following compane-nfs of canal have been pr^paFod:
■i) Typical cross section for Primary canal in
* Complete ly filling
- Partially cutting and partially filling
■ Completely cutting (deep cutting]
ii) Typical section lor secondary canals
lii) Typical section lor Tertiary canal
5.2.1 Typicat c ross-s a cti o rn lor P ri mary C an a I
Tf-U import** parameters for CTO&b-MCfon o( Ifw Primary Canal have bn  0DplM as 
n
faHnw
0 Side Slope
ConssdEFing ItWtypaof Soil *hch 15 p redominanlfy  dayp (Florida slope ol canals  m filling reaches  htt been adopted 21 (2 horizontal and 1 vortical I ano m orttjrtg fe3ch as 11(2:1 (11(2 honmnlal 1u 1 vertical)
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ii)  Free board
May 2007
Taking into consideration the discharging capacity  0* canal wtiich varies  from 7 52’ to 0 546 m’fc  for Right Primary  Canal a. from 9.015 to 0,719 mVsec  for Left Primary  Canal. Iha free board of 0.7 m has  bean provided iri the heart reach, which has  reduced to 0 50 m in the tail end.
iii)  Top widlh of to Bank
The top width of the banks  hes  been kept in accordance with Ihe design criteria already furnished under Final Interim Re pod According the top of service road side of Primary canals  has  been kept as  5.0 m and that for the non-service road, w 15 m Similar arrangement has  been made fcr Recondaty  canals  In case nf tertiary  canals  the lop
■Aidlh of bolh She banks has been kepi as 2.5 m.
iv)  Berm widlh
Tlxj following cnieria have oesn adopled
•      |n  partially  culling  and  filling  reach  berm  has  been  kept  al  full  supply  level  equal  to 2D. where D is foil supply depLh
■   In   complete   fillmg   reach   1he   berm   has   been   x.ept   gl   full   supply   level   equal   10   30 where 0 is 1he full supply deplh
*      In  complete  cutting  reach,  berm  has  been  provided  al  full  supply  level  equal  Io  2D where D is tall supply depth.
5  2.2 Typical Cross-Seclion for Secondary Canal
A   typical   cross   section   for   Secondary   Canal   has   been   prepared   and   is   available   at drawing No AD-F-C-RS-10
5.2.3  Typical Cross - Section for Tertiary Carral
A typical crass Action fW iMtiary canal >s available a| relevant drawing fOr inng.tudinai
prolit It is to be noted that wh.fe Primary an(f
Senary canals have o en provide
&
wrth a telescope section (section rating .educed from head |Q tan withl d schar
.
getting reduced) the section of tertiary c8nat (which ,s equivatent to waler course) has been kept constant from heao to tail Th>s has been done to laciUtarq diversion Df discharge in w quaternary canal al one lime This ■mH help |0 achieve equitable distribution of irrigations water and improve the quality o1 service pl irrigati, n
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5 2 4 Typical CrDss-SecUon for Quaternary Canals
May 2W
The typical sections  of quaternary  canal is  available r-i relevant Drawing tonoHudinal profit This  Is  to be naled Shat (he section of quaternary  canals  M3 been kept the same as  IM parent tertiary  canal Thia has  bean provided to facilitate l he duversion of entire discharge of 1 ertiary  canal to ah ndimdual tertiary  Canal. as  it s1 mended 1 0 operate quaternary  canals  rurn-by-1em with full discharge of ternary  canal m 0<w quaternary car*al al a lime only for Short d uralton.
5.3 Service Road
The  mspBclkm  path  (also  called  service  read]  has  been  provided  cm  one  of  Ihe  canal banks  m  Pr-mary  Canals  Since  both  the  Pomary  canate  -  Righl  &  Left  -  are  contour canal, ihe inspection paL-h has been provided cm tell bank m case pl Right Pomary Canal and  on  rkjhl  bank  m  case  of  Lett  Primary  Canal  so  that  it  is  facing  ihe  cam  ma  nd  area and   facilitates   the   enlry   mte   H^nmand   area   through   the   service   read   ,   along   Ihe secondary  cartels  The  width  nf  service  road  has  been  kept  as  5.0  meters  The  service road  has  been  provided  on  the  top  pt  the  bank  n  case  of  Primary  Canal  and  Secondary canals.   Service   road   has   also   been   provided   along   tertiary   canal   on   natural   surface level  and  it  is  located  between  the  lert.ary  dram  and  tertmry  canal.  However  service road   has   not   been   prevKJed   along   quaternary   canat   Serv.cu   road   provided   a!onuj Primary    Secondary    and    tertiary    canals    will    faciiriate    inspection    of    the    work    and operation  maintenance  of  Ihe  system  as  well  as  access  Ip  the  fields  for  taking  in    the inputs ard taking oul Lhe produce from the fieldsVjoledegsa Irrigation Project
Irrigaten S Qralnajje
6 HYDRAULIC DESIGN OF CANAL STRUCUTERS
6.1   General
May 2D07
Detailed hydraiJc  design of the canal structures  has  been dong lor different types  erf stnKhxes  on Primary  canals  and an dtSCribuhon system in s-ample area. Attempt ftas been made to prepare at 'east one sample design o« each type of canal structures  under different ealegexies. These included the following categories <rf structures
v> rnlake Structures for Primary canals in the dam vi] Conlroi structures -
a Head raguiaiors an Primary Canals b C oss regulators on Primary Canals
r
C Escape regulators on primary .’Secondary Canals
vii |     Cross Drainage worts:
a.  Aqueduct
b.   Syphon Aqueduct
c Aqueduct with earthen canal section
d.   Canal siphon
e.   Super passage
M Bridges
a Road Bridges
b Fixri Bndges kx catlift crossing
6.2   Structures on Primary Canals
6.2.1  Intake structures
The detailed hydrate dasi^af intake structures for both the Pumar/
done and these have included in the Report on Oam and Appurtenant works
6.3   Control Structures
haE f
i)
ii)
fl)
Head Regulator for Secondary Canal RS-16
Head Regulator tar Secondary Canal RS-17
Escape Regulator al 18 km of Right Pnmary Canal
71Arjfl Dedessa IrrlgalioA Project
Irrigation & Drainage
6,4   Cross Drainage Works
The delailed hydra Jlc of the following cross-drainage works have been rtone.
May W7
I)
Aqueduct on river LVarna al km B.O of Right Primary Canal
it)
Syphon aqLeduCl at km 22.0 of Right Primary Canal
ih) Canal Syphon at km 2.0 of Right Pomary Canal
iv) Aqueduct (with normal canal section) at km 25.54 of Left Primary Canal
6.5   Road / Foot Bridge
The detailed hydraulic  design of two road bridge one on Right Primary  canal and anolher on Left Primary  Canal has  bean done Detailed design of one fool bridge on Right Primary  Canal has  also been done. The Coca irons  of these road ■Toot bridges  are as given below
i)         Road bridge al km. 15.Q of Righl Primary Canal
l>)        Road bridge al km. 41.15 ot Left Primary Canal
m) Foot bridge 01 km 19.0 ot Righl Primary Canar
6.6   Structures on Distribution Network
Besides    the    structures    on    Primary    Canals,    the    hydraulic    design    of    following    canal structures has also been dore fo< distribution network ol canal system
■}         Adjustable Proportionate Modular fAPM) Oullel
II)         Duck bill weir
Hi)       Tum-oul
iv)         1 5 Vertical Fall on Secondary Canal
v)          1.0 Vertical Fall on Tertiary       Canal
yi) Parshall Flume on Secondary Canal
6.7   Design Calculations
The   design   calculations   lor   the   hydraulic   des.gn   of   these   canal   structures   are   availauie in a separate annexe as, Annexure -11- Part I - Design Report
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6.8   Detailed Drawings
Based on the calculation of hydraulic  design of this  fitructure. detailed drawings  have bean prepared for a II these structures. Thus  the detailed drawings  for sixteen canal structures, ten number of structures  on Primary  Canals  and six  number of structures  on dislribul^an network  in sample area. have Seen prepared. These drawings  are available in separate volume as Annexurfi -11 Part II Drawings.
6.9   Estimate
The detailed drawings  have been used for the estimation at quantities  tor different items ol work  The detailed esbrnales  for (he canal structures  for the Project is  based on these sample estimaleArjo Dcdtssa Irrigation Project
Irrigation & Drainage
7    PLANNING AND DESIGN OF DRAINAGE SYSTEM 7.1   IntrMfudion
Mkt 2flff7
Drainage  is  consriered  an  integral  cart  of  lhe  irrigation  system  Lack  of  proper  drainage system   or   inadequate   and   deficient   drainage   system   may   result   into   very   MfloUS adverse   consequences   tn   I   he   background.   It*   drainage   system   in   the   command   of P'c-ecl  has  been  studied  The  preliminary  study  indicates  thaL  there  is  no  apprehension of   rtse   d   ground   water   and   hence   sub-surfaca   drainage   has   not   bean   considered However  due  care  Ms  bMh  taken  1o  plan  and  design  Lhe  surface  dra  nage  system  both Si micro and macro levels.
7.2   Impact irrigation on Existing Ground Water
In order 1o ejeamino lhe need or otherwise the prawsujn of sub-surface dra nage system,
lhe impact of irrigation on the nse of ground waler Mi been studied and this s 
detvssed hereunder m brief.
7.2.1  Existing Natural Drainage System
River DedOSsa rhvitfes  the command area into two parts  as  it flows  through command and it acts  as  the main drainage system for it* command area. Besides, there are a large number of natural drainage channels  flowing across  lhe command area on both banks  of River Dedesta. These channels  are very  useful lor the dramagn of the command area and they  will continue to play  'mportam role in draining the surface run- off due to ram and excess irrigation water dunng post project period. The bed ami waler
dramage ot pommand area.
7.2.2  Existing Ground Water Level
The S<ovhd *ai < n lhe prapcseo commeed area Is 
e
Je r, deep Duri„a ______________ _____
Pfoj&ci period
74Arjo-Dedessa Irrigation Project
Irrigation & Drainage
7.2.3 Ground Water Recharge from irrigation
May 3007
Cultivation of paddy  has  been proposed along with several olher crops  Paddy  is  Ute only  crop, which requires  constant standing water in Lhe field for its  growth and
development   This   results   into   percotelion   loss,   and   only   that   quantity   oi   water   which   15
lost   through   per   cola   Iron   has   the   chance   and   tendency   of   reaching   ground   water   I',   may he   noted   that   about   330   mm   of   water   is   estimaied   to   be   lost   through   peroolalron.   and only   this   quantity   of   water   has   the   scope   of   reaching   ground   waler,   which   may   add   to the    rise    of    ground   waler    The    intensity   of    paddy   is   only   30%   in    Phaso-I,    which    will increase   finally   te   46%   in   Phase   -   II.   Cansidenng   the   entire   command   on   an   average the   annual   contributions   of   irrigation   water   Io   1he   ground   water   would   be   99   mm   in   the Phase   1.   which   will   increase   10   '.48   5   mm   under   Phase’II   These   additions   to   ground waler is also noi very s»gni(lcant
As  regards  criber crops, they  are all dry  irrigated i.e.H no standing water is  required The irrigation water applied Io the field in case 0* all olher crops  except paddy  will he contained a* soil moisture wuh.n the root iOrie Very  small amount of water which will he lost below the root zone, will reach |he ground water Other tosses  will be in form gf surface ruri’Off, which Will be laken care by  surface drainage System. As  such the addition 10 ground water due to irrigation of all oLher crops  except paddy  may  be considered very negligible and theroiore, may be neglected
7.2.4    Ground Waler Recharge from Seepage from Canal System
There will be seepage tosses  and other losses  from the major canal components  tike primary  and secondary  canals  The seepage losses  from Primary  & Secondary  Canals will be more as  they  will run continuously  for major part of the year The ground water
recharge     due     to     seepage     toss     from     Primary,     Secondary     &     Ternary     ca
rta s
|      bean
estimated and it has  been found the ground water recharge due to seepage losses  from the canal system will amount to 269.7 mm. This  ground water recharge along with the ground water recharge from the irrigation water amounting to 14 8.5 mm to1a| b€|n
416.2   mm.    may    teed    te    annual    rise    in    ground    water    cl    224mm    This    is    not    signal and does nd call for sub-surface drainage.
7.2,5    Surface Water Logging
Surface water logging m form uf swamps have been observed in th* „
This p henomenon is found due to topographic feature I u<e 11^. 1 „ .
intj k-Ci m rn Firits area
net land with d epressed
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elevation. The vertisols  in fflOSl parti tWW ^KOtinlered pounds  <ir SinWwfc* Wl1h diameter ranging from 1.0 and 1.5 rmtart; IT prerw surface drainage dyslem is provided, this phenomenon will bfi tartan care oi
7.3 Need for Surface Drainage System
It rs  proposed to provide d EtaHed sudace d ravage system 03 h n integral part of t he irrigation system &aih at macro and micro levels  in view of the aiwe d.scussiun. it irenapfeu ii*Ht there is  no apprehension of rise oi ground water MCBWitelmg sub surface drainage. However, ,r suggests  the need and necessity for providing elaborate Surface drainage System Thereiore, I ha Surface drainage system ter the project Should be planned designed oonsfrucWand raeintalned property  so that ri functions  etiicienlly and effectively  In Lins  way, 1 proper surface drainage system s  impteme/ifecl end M proper 1 uric  to mug ts  ensured. IhWft will b* no appreciable rise in ground water necessitating implementation of Sub-Surface drainage system. With this  end in view detailed pianmng and Assign M drainage lystem has been done
7.4 Nomericlaturo & Numbering of Drainage System
The   nomnnGtehre   and   numbering   et   the   dra   nage   system   have   bun   developed   Wi   the
Sima   pattern   SB   ftw   canal   system.   One   drainage   channel   baa   bean   provided   between two   quaternary   canals   and   this   dramagE   chanr-El   has   been   named   as   quaternary   dram (Q0]   The   quaternary   drams   finally   join   the   tertiary   dram   Sim   larty   one   tertiary   drain has  been  provided  (or  the  command  n  f  o  n&  tertiary  canal  Lt  may  ben  oted  that  1  fie tertiary  canals  are  aligned  along  the  MJryour,  therefore  OTO  tertiary  drain  can  not  UrVB two  tertiary  canam.  The  tertiary  drams  jo»n  ths  secondary  dra  ns  .  either  natural  exisflng or proposed OCW. The tertiary drains are jc*i ng the secondary d<am from bolh sjdftS
(jnllw pattern of canal system Itodreinftge system has ■&> heen numbered Thr quaternary drains tave been nunwared as RQO.M-i, the prefix tetter R crl stands fnr Right S Lift Primary command The first digit Stands tv tee number of secondly drain the second digit for the number of tertiary drain under tee command of secondary c^nal and the 1 bird digit for the number ill quaternary drain Similarly Tertiary drains have Men numbered as R T D-1 -1. tx L T D-1,1 The secondary dra^ have been numbered SsRSD‘1.2 & LSD-f. 2.
Water Works Design & Supervision Enterprise —
Is Assoc iatlOnmtetetCTdlliif DIM eQDSbluntsftttdTecbDOcriiLiPvr I mArjo-Dedessa Jrriiiacloa Project
Irrigation & Drainage
May 2®J7
7.5
Macro-Dr
aina
ge
Syst
em
Rivtr
Dedessa
divid
es 
the
command
into
two
pa
rts
and
acts 
PS
master
drainage
chann
el.   Thane
are
a
large
dumber
natural
strea
ms 
p
assing
throug
h   co
mmand
area   on
both banks  and joining 1h* river Odessa There are 25 number of natural streams  on right bank  and 42 number on the left, bank. Dictated by  the lopographicaJ  features  40 secondary  canals  have been provided oh the right hank. In general one secondary canal has  been provided far the area between two adjoining natural drainage stream However, mere are several situations  where two secondary  canals  have been provided between two natural drainage channel as  lhere are two distorted ridge* w 4 h a marked valley  without any  existing nalural dra nage channel In such situation u secondary 
dram    has    been    provided    between    the    two    secondary    canals    Thus    there    are    39
secondary  drains  on  ihe  right  bank  out  at  which  25  secondary  drains  are  natural  existing ones and remaining 14 will be constructed
SmAarly  there are 45 secondary  canals  and 45 secondary  drams  On the *ef1 bank  Out at these secondary  dtatfii 42 number ol naLural and balance - 3 number of drams  are proposed for construction The secondary  drains  ■ both naturally  existing and proposed to be constructed " have been numbered serially  as  RSD-1,2. . 49 for nqht bank command and as  LOS-1.235 for 1he teft bank. The Layout and local ipn &1 these drains  have been shown on map avaitahe at Figi 5. The details  of the secondary drains along with the length of pipposed drains are available at Table 6,1.
A'lcgethei 14 secondary drams with length varying between 63? m. Iq 2 569 km (with
total tengih of 20.265 km'J have been proposed to be constructed an right bank. On me
left bank 0n|y 1 hree secondary canals wilhiengtn varying between 64$ m to 1 240 m
(with (dial length of 2 6&3 km) have been proposed to be constructed
7.6   Layout of Micro-drainage System in Sample Area
The sample area wnich has  been selected for the planning and design of micro-inrigailOn a micro-drainage system conMsls  of command area of two secondary  canals  RS-1& A RS-17 and it is  bounded by  two naturally  axulrflg drainage stream number ftSD-14 pm RSD-16
Since there are two d«s1rfCL ridges in th* sample area, so two secondary canals 
RS-16 and RS-17 have been planned and m nelween the two secondary canals one
secondary drain RSD 15 have been provided, which has been aligned al&ng a ex. sling
Water Works Design & Supervision Enterprise -------------------? Jo Association with IntertowlnoDlal CsnsulUnts Mod Technocrats Ki 1 id(rj&BrdwJi trrtgMlen Project
Irrlgacton 4 Drainage
drthfld V Jllnv r he leyoul of m wodfa«age sywtom has b R«n « howfl iifang
layout of m#cro-imgabon System n Ibe map awa-iabte «rt f --j 1
7.7      Design Criteria for Surface Drain*
7,7.1   Field Oram*
•1        TtM- du$»gn and planning of liekJ drainage system h.-«vh beeo My 
May 2W7
I re
DrdinjEijd with ifre C-lhw ttramnrje «y9lems >n |tw iri.M Field dr sms shW j •. - abgned is far -i* possible atono itn vaHvy lines foul the alignmeot shn ,d -e dimcled lrtray bom depths sign ami ponds Th** in. i iniium dr .linage water
lev«-i n lhe iir.iHn.njr* en.innei will be kepi fa-lcmr ihH ijerwral ground le-.+i
IJr.i-m of wte bHjg<!/ElMn are normally  re* tinted !□ carry  design . v^rge-
rnrsr^ rrt!-|Uirnily  ith| ?.i
f
up bin| :n*Rte andilinfl* f.iwr.r-jt-e r r
growth A*> tuth MHjhily ftn.iilur -?i2-r jf-iins jvhw n induce ilow-s Scotxr«ng min al higher sbwjii levels i.orrespending Io designed Shmjkl IlH fJCMliWTflij
!h«
m)          Flin   .iiLutfnutft   1    ’lay,   2   days   jnd   1   day^   rental!   occurring   with   different frstlwncy   |J   (□   5<i   yrj   IkjvH   bean   prwKfed   by   Ihtr   Mtlwfolo^cai   and
Hy. Iruluytt.il iludy .jiuur Ths dflll e hl wo bw MI ,lHSlQr(.,|
-.
,
uf JI1,-. itkh.i.-uhi ■mtaii nl iiij ,i.,u fuiurn pvcmk]
, Jdy n ,s H-B mm
IVI
In H.vr-n. .1 , I
Il.ir.t 1h« rhjn utf fi.r, been dU'.UUled r r ,.,, jrrir..
run .►irj-.rnnl.F^ .,1 I) Sniur ■ layny             pUcHta (MCkly li.rbjs
v|
rr,H tW(Od ,J| dmprffltn ..1 rwnMH itopendt upon iVPB1 l( ,. ,
r
ips 
3(
^p            (
H.nir .jrrrtrfh Thri liJInwiiiy v.duns hay*, fettll tilkr inlu ijnsMftMhixi
Water W^s Des^i^ suptr.isjoh Enb.tpr| i> Ahkii'M. with
rw [nMr!((aArJn-HMtssa Irrlcarlon Project
Irrigation & Drataaga
May 3W
Crops
Paddy and Su^rcane
Period
disposal
7 days
Remarks
Paricle-9 in Lfre case o< pactoy 
ncC bo get sub-merged
Bajra and Codon
3 days
3 days rainfall to drained in 3
days
SCiryhum *id MfliZO
2days
2 days ra«nfall In be drained in
2 days
Vegetables
1 clay
24 hour rainfall to bedra.nud
in 24 hours
However   far   mast   crops   me   level   ol   prolecton   normally   planned  rs   from   a storm of 24-72 hours and with a frequency of occurrence of 2-5 years
vi)         The  cross  drainage  structures  on  field  drains  have  been  designed  for  a  1  Jay average  of  3  days  maximum  ramlalt  of  15  year  frequency  assuming  the  same irme of disposal of run-off as given above.
vii)         The   veloc'ty   of   flow   in   drainage   channel   has   been   computed   by   using Manning’s  formula  assuming  n’  value  of  0  022$  for  earth  channels  free  from vegetation     The     side     slopes     should     be     1     horizontal     to     1     vertical or 11 hcnzonlal to 1 vertical or even grealer depending upon type of soil
vm) FieW drams designed to convey excess run-off due to rainfall will usually be
adequate 1o convey excess 'rogation water Where rainfall identities are
low. field drams should sufficiently large to convey excess irrigation water
Shallow drams wilh waler depth noL exceeding 0.3 to 0 6 m are preferable to
deep drains from ’.he pcmt of view of maintenance.
7.7.2  Design Details
Drainage   Discharge   The   following   formulae   has   been   used   for   calculating   the   rate   jt runoff fex drainage design
4/U
y (in metric urMs)
Where. Q = Discharge A = Area
Water Works Design h Supervision Enterprise “ Id Association with tnicrcootlaental Consultants and Technocrats Pm [ w
7‘JArja Bedeaaa Irrlgadoa Proje-rt
Irrigadon & Drainage
R = Ra-nfafll
F = Run off rxi-efficieni. (Value ©f r-OJ - 0 6>
( For peak runoff, value of F = 3.8 - 0 9)
T = Time of removal, seconds for area 500 ha = 1 day 1000 ha * 2 days
>1000 ha = 3 days
Side Slopes
Ia gcmerai side stopes are:
Cui <n firm soil
May 2IKT7
Cut loam
115
Cui m sandy schIs 1.2 5
Permissible Velocities
Sandy loam
Loam
Clay
0.G0 rru'sec
0 75 msec
1 00 rnffiec
Cross-section
The dram is designed as an open channel with uniform flow by using Manning’s formula.
K = R” 5' | (in metric units) and
1_1-
rt
’
Q = AxV
Where, n - Rugosity co-aff-cient
R ■ HydrauK Radius
S = Gradient
TNJ value Of n in the ObOM formula should be 0 04 tok.ng ,nl0 cons.dera,™ (he likely weed growth and 'he rregular shape it 13 hkety to attain m dja course
The minimum wrftn al bottom shall not be less inan 0 5 m and the mintmurn
0.60 m below ground level It may afeo ba veflfiBd ,f Lhe dfa|fl |£ flb|(;
water able normally below root zone depth o( crops yrown m the are. i.e about • s meters below the farm level.
®
Water Works Design & Supervision Enterprise ~~~ 19 AssoclaUon with InwtouilnMua] Consultants and Teebnocrats Pvt Ltd
80Arjo Krtlcssa lrrl ealion Project
[rrtgallon & Drainage
May 2007
Gradient*: The gradients should normally follow the natural slope of the area, 11 should however be checked I hat the designed section gives the non-silling and non scouring velocities.
7.8    Longitudinal Profile
The 1 ongrtutf mal profiles  for secondary  dram RSD-15 and tertiary  drains. RTQ 1 7-13 RTD-16-7 have been prepared and are available St draining number AO-F-C-RSD-lS-1, RTD-17-13-1 and RTD-16-7-1 respectively
7.9    Cross - Section of Drains
The    typical    cross-section    for    secondary    drain    RSD-15    and    Tertiary    drains    have    been prepared and the same are available at relevant Drainings for the longitudinal profiles
SI
Water Works Design & Supervision Enterprise
AssoctaUun with Intetcun Linen tai CuosulUiois ftbd TtcbaMMls Prt. Ltd.Arjfl UcdEssa IniEJtfop Project
Iriiga Lion & Drainage
Table 7.1. ■DtftiBB -of Secondary Drain-s-N alUfJll/ eating a-r propfrtHl Tar on itru dic-n
May W7
5.*Jg
Jtipbt bank command area
Drainage
Channel
Locale^
Left bank command area
Located between
between
Length of
artificial channel im)_
Dr»lnnge
Channel
LsngLti of artificial
r.h.inrfir |mi
1
RS0-1 (N)
Bilc/aSC
RSD-2 (Cj
SC-14    SC-2
3R
5D-3i4INl
r_S__C_2_A__S_C_ -_3
~4
[ RSt>5 tN)
^sc-s&sc-^
LSD-1 (Nj.
LSD-2 (Nfr ' SC--'.4 SC-3
SC-34 SC 4 SC-44 SOS
Trsd-jfo
Ts&4   1   SO   5
' RSD-7{Cl_
'  SC-5  4  SC  6
rsq-8.:n7'
■  SC-6  4  SC-7
F31 6&S 637
1345 H&S tCM-S
LSD-5    (NL    __
■LSD-6 IM !
■LSD-7   iCl-
Beygod $C-6
Aaftxe SC-7
SC-94 SC-9
flSoeiN.
'    SC-1D4    SC-l_'
LSD-8  (NJ 
SC-94 SC-1O_
' R3D-1U C
'    SC-i'    i    SC-12
LS-DSrN,
SC-104 SC-11
SC-'2   S   SC-13
LSOJ® |NJ
Bsfrj-fl SC-12
L 'SC-'13SSC        »4
«
P
_5C-1 |Nj _
SC-124 SC-13
R&D-M (N
' RSCMSiCi
'   AC   US   SC-15
!     SO154     SC-15
' sc-16 a sc-17
' RSD-iflffl) ,
SO-’ -■-S--S-C--19------
' fiSD; 17 jN> &oia ji s&w I
RSO-iSiC
:iSU-1Si:N: ’ RS0-20 IN)
RSD-2I :NJ RS 13-22-M. FtSD-23 fCl _
' RSD-24 (hl)
5C-15 6SC-Z0 SC-3D4 SC-21 I SO214 30-22 I
SC-22 4 SC_23
SC® & SC-24
1932
1525
.30-12 !.Ni -_S£r-l3 N.
LSfrli !tJ; LSD-U |N|
I.5CH5 :N|_ LSO-17 Fni LSO-1H:-N-
LSfrlflIN> _
1 SC-13 SC1«; sc-isisc •-$
SC4USC i7
r SC-T74 SC-16
SC-184 SC-19
SC-19&SO20
■
1 LSD-20 I.C;~ ..
L5O2' l<
SC-23A SC-24
SC-244 SC 25
E45
SC-24   S   SC-25       1136 SC-25   4   SC-26
SC-26 4 >C                  1320 SC-27   4   SC-28
SC-28 4 SC-2? SC-29 4 SC-30
■ LHi.isji'c' ;
L 50-23 IN LSD-24 IB-
Lsd-iiS i.M LSD-26'-J-
* SC-25S SC-26 ’ WHbn SC-26
’ Within S£20
' SC-J6S SC-2/ ' Beiore SC 23
1340
23
a~ r Bsoa (Ol
25         'S5C-26A?
2E
R3I>27 (NJ 
2J RSO-M4NJ
28 I    29
RSO-29 ,C.i
' RSD-JO N
R5O31 (Cj_____ =. RSD-42      Ci RSO-33     -A. RSD-34 N
HSD-as [Cl
RSD-36     in.
SC-31M   AC   31
SC-31    4    SC-32
SC-32    4    SC-33
SC-    324    SC-34
SC-34          SC-35
SC 35 & SC-36
2539
.2156
L9MTW)__,---------'--S--C----2-6--4- SC-23 ' LSfrM [N)             i SC-294 £030
tSfisurM-zaftinj)i- CT 1 LSO-Mffi)
SC-30A Sgj C-3i 1 SC-314 SC“ —^ -32,-
LSCrjiiN. SC-324 5C-33
SC-Sfc 5- SC-37
i SC-30
FSO37     'Si.. RSO3B-N. HSD-3Sr ,N
SC-36 A. SC-39 SC-39 A SC-44> Bcynnfl SC- 4-
__LS&32JN1 _ ' riSD-ja (N)
LSD-JJ 1 N.i LSD-35 Ni
' L5iK» Ni lSC 37 N.
’ SC-34A SC-35 '"
SC45A SC 36 ' SC-364 SC47.
Beytxid SC-3-9 Before SC-39a SC Mai SC-39b
LSD-3H IN J ' WBifajjgj*—.
-L--S--D----3--9- ■(NSj_C-Mbi SCMt>________________
LSD-40 IN) L SC  -404  SC-41
LsiMi_LN!_          ■
SC-41S    SC-42
LSD-42 W) 4 S^Ss    SC    43
LSP43
(NJ 
L
SC-4JS
SO**
-
ISLX44
[N]
_
SC-4-15 SC
-45
■ <.SD-4$iNJ_
_
HejP^d 3C -4 5
N = NdluraJy exisl#ig
c = ^'ropoted far carisIruclHSH
Water Works Design & Supervision Enterprise
To AsstttaUoa wl i h lutcrcDutinental Consultants and TuGbo^te Pvt,Ar jo Dedessa Irrigation Project
Irrigation & Drainage
Table 7.2: -Hydraulic particulars for Secondary Drain RSD-15
Rogei-ty coemcteN [Manning's n = 0.0225) Canal Side slope <1 5 1 cut & 2/ tor fill)
May 2007
Cumulative F distance in
m
0 180
411 544 734_ 856 961
1174
1*230 1455 1527 1734 1756
Progressive
discharge m
s
Velociy 
[V nvs)
Canal
bed
Critical
velocity <V^
canal
aed
widtfi
jm)
FS.D
(m)
slopfl
« 0.5460
_ *jhVb
0 025
0.3
0.21
“af&a
Q.266
0.00033
0 201
0.08
03
0.36
~0
00033
0.284
0/09
fl 166
0.197
0 267
0 31
0.382
0.3 0.5
~05
06
07
..‘ 4 1 0 45 0.4B 0 53 0.53
" 0.287
0.318
0 332
* 0.00033
0.00033
"     0.00033
0 358        1‘     0.00033
I
“0 309
0.328
~0.341
0.364
0 a '        0 58
0.444                08
0.8
-
I Q.00033 0 372 0.00033■ ]______0 _3_8_5 0 00033 1 07408
0519
0.83
O.M
0.378
0.391
_ 0.406-
•} 421
0.00033
0.427
0.61B
1.00
0 74
0 397
0 00025
0 45
■0723
1 &0
0.8
0.00025
0 47
0.799
1.00
0 64
0.414
0.424
I 0.00025
0 488
0 799
i 00
0'S
0 00025
0 4^0
1-------- - VJVa
0.985
0 937
0 93
0.97
0.974
0.98 1J02
4       T02 0 -ri-j
0.985 0.08
0A
0.880 0 858
-
■
1982
..
Welted p4*nnMjtnr
1 05 1 59
2 11
2 24
2 68
29 3 OS
3 24
3 66
3 87
4.01 4 01
Water Works Design & Supervision Enterprise
In Association with Intercontinental Consultants and Technocrats Pvt. LtdArjo Hedts*» rrrtpsiiMj Frojecc 
Irrigation A Braid age
Table 7.i: ■ Hydraulic particulars far Tertiary drains in SUTipIfi area Manning's Dpflffic.<n! n= 00225
Mt! SlOpa * 1.5.1 in Cut, 21 in fil
One-day matfw of Shears fraquaiKy ramfai |R- SSmrnJ AtW J xHXXJQx 0.066 *0.50         3J0.4
May 2007
""T
24 x JfiOQ               ' S(MW
5’fl
[ N#n»" tf ' TMtatfCMT
SkXk
Isoson-dar
lfCMl)
CU
I3«»qn           'ockI
tn ha             D=n?fc
Bed"
h in
F5D in
in-
Vtriccri
yfrftft)
1ft
UM/*
Q=m                m
r
1
O.Ml               040
007
2
RTD-16-1              21 33 RID-15-2            1429
0.W                DS>
034
030
0266 0 274
0 24 i 0 284
3
0.096              D4D
036
a
_____
5
■.
LX 30
0.113              044
7.
a
;
RTD.16-3           25 13
RTD-16-4 14.91 RTD 16-5 29-65
RTD-lM            18.42
R5&-10         ftTD-15-7              32.85
RTD-16-8              18 96
RTD-16-9           15.71 RTM6-10         13 51
fl.OJO DM1 J l?i D4O
0072               DM
a■j
0 39
0.34
0.41
0270 0 284
0244 0-253
D2»7 0 299
0 257 0 274
0 297 0 309
0.34           0 2^          0 274
0.138 0 4-0
0.075 03U
043
□ 103        0.318
11
12
RTD-16-1 ] 34 85 0 113 D4H
RTO-15-12 19.8B i J Th 030
ll
RTD-16-13             JB
9.107               043
19
22
2i
25
26
;?■
31
32
jj
3d -----------
35 T* ‘
M
.»
20
?*-
RTD-17-1               5.5                  3 325              Dili
F«TQ.17.2 9 73 3 037 DM,
mp-iM 7 57 0 07? 0 30
035            0 262        0 279 S.45           0SM          0 ■??
115            ■; 2E2      0.279 038            0 286        0 934
""" "—
3 it            ■j              0.2O1 ?' 025           0^9            : ??s 022            J 205        0 207
DOS:
0 9 ’9
0954
0 07
Q1»
0.M2
oWs
0 952
0&40
C 9?
OSAO'
0973
--- —----- -----
d
0 970
0 909
RTD-17-1            19 7?                0078               6 sc           0.35                             0 270           J J4I
RTD-17-5             5.2
RTDd7.fi           Zi.&d                 9181               040
0.031               oao            021           0 2OB       0?‘3          o SHF-
Rfbl?-7           11 24 RTD-17.fi            2054
ifM3               0 30          0 27           0.227         0 236
034       2 SS? "        0 274           0.974
twjra               0 30          0 35            J7:i4        0 2 75          6 94n
tf.wT'
RT D-1 7-9
16 32                OWE              0 30          0.32       " C.24S ’      G263              xSis 
iRSD-17 RTD 17 10 RfD-17-11
2®_ 25 94
OOTfi
9099
0 30
rUun-"W
0 35
Un.jJ-rr
RTD£IM?         19 99                _Ol w
■3 JO       0 3-5
nzflF- 6 279
.'H'J       0 259 3.279
RTD-1 7-1 3 27 45 Q1M 3 40 038 .-■ 2G4 3 294
RTD-17-14 19 54 0070 O.M 0 252 0279"
RTD 17-’5             37 44                0143
;:
ro.w
HrD-l7-!6 RTD47-17
2QT?                    OQTfl              013            Oifi
0 'MT              9 48           0 37
' o tSB-
0122
D2B4
HTD-17-18            21.54                UU0I               04Q
RTD- 1M& Til 15
OMt
0 40 0134
a*F bJ4
0.278 0289
0 26?         0 274
RTD47-20             21 63                00B3
0 7i56
jjfiT
, 27 i 0?74
OM-j
0 969
0 b*0 '
0-W6
0 946
L~ffiga'~ i nr;"!
pq«a 1 0 970
OS?
Water Works Design & Supervision Enterprise '       “
X4
Jo SsMcLadan wUU IflisrCDnducnrai O»dtllU and TtchDtmB Prt LtdAr Jo OEdHssa Irrigation Project Irrigation & Drainage
May 300/
8 FARM DEVELOPMENT WORKS AND WATER MANAGEMENT
B.1 General
11    has    been    observed    lhal    I    he    development    of    irrigation    lakes    long    lime    after implementasion    of    the    irrigation    project    is    completed    The    development    of    irrigation includes   the   spread   of   irrigation   in   every   nook   and   comer   of   1he   envisaged   command area:    optimal    utilization    and    equitable    distribution    of    irrigation    water    among    all    farmers (big   or   smaltl:   in   entire   command   area   (including   head   and   tail   reaches)   hereby   optimal production   on   available   land   with   available   irrigation   water   In   most   of   irrigation   projects irrigation    development    has    taken    several    decades.    Even    after    several    decades    the achievement    is    not    satisfactory    and    the    scheme    suffers    from    serious    deficiencies    In order    Io    avoid    occurrence    of    these    deficiencies    and    achieve    fast    devetopment    of irrigation   for   optimum   production   a   nd   a   ccrual   of   benefil.   it   has   been   realized   thal   the railowing   items   are   considered   very   essential   and   as   SUCH   these   should   be   implemented at the eatliesl-
-     On -farm development (OFD) work
-     Development of Infrastructures
-     Water management
8.2   Farm Development Work
Irrigation Protects  ure being implemented with considerable investment justified on the basis  of envisaged significant increase in yields. The delay  in accrual of benefits  and/or accrual <jl benefits  in magmlude smaller than envisaged, have very  adverse economic impact. It has  been now realized that for the accrual of benefits  from Irrigation project, it is  essenual that farm development works  are also planned, vnpiementeJ  and maintained properly  Trie farm development works  can be sub-divided into the following two categories
On-Farm development works, which are popularly called as OFD works; and
-     Q11-Farm development works, which are popularly know as infrastructures
S 2.1 On-Farm Development (OFD) Works
OcirFarm Development works comprises the following
i)             Construction, maintenance and operation of field canals for delivering
irrigation water io every fieMriarm
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Water Works Design & Supervision Enterprise
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ii)             CcwisUudrori.    maintenance    and    operation    of    field    drains    for    removing excess water from ram or irrigation froriri every field/larm.
iii)             Construction    and    maintenance    of    field    road    (access    track)    to    provide access    lo    ever/    ftekMamn    for    transportation    al    implements    and    inputs to lhe field/farm and produce from the field/fam to lhe storago/market.
irv} Shaping, leveling and grading of fieldsi’farms  for efficient application of irrigation water as  well as  efficient removal of rain or irrigation water from She Irafds^drms.
v) Evolving and adapting operational procedure for equitable dislribulipn
□f    irrigation    waler    to    various    tie’ds/faims    serred    by    an    individual    field canal
8.2.1.1    Planning for On-Farm Development works
The planning for On-Farm Development works should satisfy the following criteria-
i)
The design of water distribution system should facilitate equitable and
effuzient distribution and control of irrigation water lo each fiekj/farm
ii)
The design of drainage system should facilitate timely and efficient removal of
excess rain or irrigation water from every field/farm
iii)
The field layoul and land preparation should facilitate the use of machinery in
cultivation. harvesting etc. lo enable efficient soil and water management.
iv)
It should conserve soil and water and prevent water Jogging.
v)
The plan should minimize ihe cost q1 execution of work and loss of area
under bunds. Channels and drainage.
8.2.1.2    Provision at Feasibility Study Level
in the Feasibility  Study, planning has  been done to provide irrigation and drainage channels  upto quaternary  levels, which means  that irrigation and drainage channels  are available uptu l S ha of field However. they  will have to be taken to even smaller holdings  say  0 5 ha or even smaller. As  regards  land clearance and land leveling previsions  has  already  been made in the cosl estimate al Feasibility  Study  for the entire command a<«a However, ludher refinement will be required al farmer level during actual operation D-ramage system has  already  been planned which will be able lo dvo»d water logging. As  regards  evolving and adopting operational procedure for equitable
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Water Works Design & Supervision Enterprise
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disfabutions  Of I rogation waler to variOuS Wdaffam*. S eveial ,n««livB measuflJS in
fam of hardware? Ike provisions  oi Ad|uslable Proportional M Odular Oultet. flexibility 
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factors 
«
design
of   canal   capacities   etc 
and
softwares   in
form
of   Rotational   Water
supply 
at
macro
level   (secondary   canal)
and
turrvoy-tum
supply 
for   fixed   time   in
I
proportion
to
real
farm   area
have
already 
been   proposed
at   Feasibility   Study
level.
However
al
these
aspects 
will    --
further
refined    a’    the
time    pi    delated
design,
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implementation a nd a ctual o peralion of Me system it is  expecLed thal by  tha1 lime Participatory  Irrigalfan Management, which is  expected Io pfay  significant role n all these aspects, will be able to lake some shape
8.2.2 Off-Farm Deva I opm e nt Works
Off-Farm Development works  are related to development ot Infrastructures. With Lha introduction of irrigation a large number of activities, which have forward and backward linkages, will develop in and around command area In order Io ensure the envisaged increase in yield, it is  essential 1hat proper arrangement should be made 10 make available in-puls  like implements, seed fertilizer, pesticide, loan for working capital Similarly  with increase in agricultural prcdutton I will be required to make arrangements for processing, storage, transport, marketing etc  For this  the concerned organizations, institutions  al different levels  will have be organized, developed and their proper functioning will have to be ensured
8.3 Water management
Walw Management involves  a very  broad spectrum of activities  With the introduction of irngabon it is  envisaged to achieve optimum agricultural production II involves transformation of traditional farmbig system *nto intensively  irrigated agricullure, high with input level ot Fertilizer, pesticide etc  with intensive rabour and nigh capital investment Th is  is  a gradual process  a nd requires  a very  close interaction between irrigate system being maintained and operated by  irrigation engineers  and agriculture System in which farmers  along wrth the agriculture scientist in-charge of extension serv.ces  are involved tri this  context Water Management is  expected io play  a significant role
Tne objective of water management >s to obtam optimum yield sustained on tang term With conservation of water soil and fertility of the land without any adverse environmental impact
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Water Works Design & Supenrislart Enterprise
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Wale,  Management  aspect  of  fin  irriflfilial  find  drainage  project  basically  addresses  10
ihrce important questions:
i) ho* 1d irrigate (method of irrigation);
uj When to irrigate (timing or interval);
in) How much io irrigate (depth or vo>uma 0< water).
Waler management involves  apMfcn ol lhe canal system Tram pnmary  to field anal for conveyance, distnbulicn and appfcalon gi irrigation waler to trie field it requkes three steps:
i) Estimation of demand for irrigation waler at Field level In the background of
(a) prevailing agro climatic factora.
(b) stage ot growth of crop and
(c} Soil1 characteristics:
li) Application ol required (as assessed) quantity of waler, and
iii) Assessment of 1he performance and impact for modification, if necessary.
8.3.1   Irrigation Schedule
During delated design and actual operation ol the canal system, irrigation schedule will be prepared, which will form Lhe basis  for the a dual operation oil he system While preparing irrigation schedule, the following should be taken into consideration.
-     Ctimatic factor in form of Reference Evapotranspiration
-     Crop characieristsS
o Stage of growth of crop
o Rooting depth
-     Soil Characteristics
o Water holding capacity
■    irngation Efficiency
8.3.2    Operation & Maintenance Manual
A   detailed   Manual   for   Operation   i   Maintenance   of   lhe   Irrigation   System   should   be prepared While preparing ims Manual, lhe following will be taken into considerations
-  Relational Water Supply al macroievel (secondary canal leveli
■Turn-by-Turn water Supply for fixed duration in proponon io the area of individual field at farm level
-  Introduction of Participatory Irrigation management
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Water Works Design & Supervision Enterprise
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Summery

Project Overview

The Arjo-Dedessa Irrigation Project is a major water resources development initiative in Ethiopia, located in the Illubabor and Eastern Welega zones. The project includes a 40.6m high earth and rock fill dam with gross storage capacity of 1341.2 Mm³, serving a command area of 17,825 ha (13,665 ha culturable).

Key Components

Dam and appurtenant works
Two primary canals (Right and Left)
85 secondary canals (40 on Right, 45 on Left)
Tertiary and quaternary canal network
Drainage system

Canal System Details

Canal Type	Right Primary Canal	Left Primary Canal
Length	44 km	60 km
Design Discharge	7.52 m³/s	9.015 m³/s
Secondary Canals	40	45

Water Requirements

Crop water requirements were calculated based on two implementation phases with different cropping patterns and intensities:

Phase	Crop Intensity	Peak Water Requirement
Phase I	126-138%	0.703-0.840 l/s/ha
Phase II	156-173%	0.915-1.056 l/s/ha

Key Features

Unlined canal system with overall efficiency of 62.5%
Check basin irrigation method proposed
Participatory Irrigation Management (PIM) approach
Rotational water supply system
Comprehensive drainage system to prevent waterlogging

Structures

The project includes numerous hydraulic structures:

Structure Type	Quantity
Cross-Drainage Works	65
Control Structures	88
Road/Foot Bridges	Multiple (see document)