fiCt 'WlARJQDEOESSA IRRIGATION PROJECT FEASIBILITY STUDY REPORT
CONTENTS QF 7HE REPORT
< rt- ■* g
SERIAL NO.
VOLUME NO
P ARTICULARS
1
2
3
EXECUTIVE SUMMARY
MAIN REPORT
Pad I - Repod
Pari IP - Maps 8 Drawings
ANNEXURES
VOLUME -1
SURVEY AND INVETIGATIQN | ANNEXURES - 1 to 31
4
Vtaume -1 fa]
Topography Survey. Geomorphoingcal Slupes £
GeoiogcaJ & GeoiechnjGa!’ ihuesligal^n
Part i - Report
5
6
Volume -1 (b|
Part H - Appendices
VOLUME - II
NATURAL RESOURCES (ANNEXURES - 4 eo ft)
Forestry. Energy £ Catchment Deveicpment P’an
VOLUME - III
WATER RESOURCES (ANNEXURES - 7 to 11)
7
Volume - III fa)
Meteorological 8 Hydrological & Hydrogee'ogical Sludies
Dam 8 Appurtenan! Works
Volume - III (b)
Pam i - Report
Part 11 - Drawings
ft
Volume - III (cl
Srrigaifln a Cranage
Part I - Report
11
12
13
14
15
Part II — Draw.rigs
Hydraulic S IruaturES
volume - III (di
Part 1 - Report
Part II ■ Drawings
VOLUME rv
AGRICUTLRUE (ANNEXURES -12 to 18}
Veurne - IV (aj
Sod Survey 8 Larxl Evaluation
VcHume ■ iv (bi
Agrcurtural Planning
18
Volume - IV (ci
Livestock, Fisheries, Agncurtural Mechamzalran 8
Agrculiural MarkeLmg
VOLUME-V
ENVIRONMENTAL AND SOCIO - ECONOMIC ASPECTS
(ANNEXURES - 19 to 25}
17
18
Volume - v tai
Volume - v i bl
Environment Health 8 Soc^-economrc Aspects Organization. & Management Physiol InfrasiruCtoreAnnexure -10
Irrigation and DrainageAr] o Dedessa Irrigation Project
Irrigation & Drainage
Mar 2007
ii)          Consiruciion,  maintenance  and  operation  of  field  drains  for  removing Ojicass water from rain or irrigation from every tiefdflarm.
iii)         Construction  and  maintenance  of  field  road  (access  track)  1o  provide access  to  every  field^arm  for  transportation  of  implements  and  inputs la the fieldi'farm and produce from the field/farm to the storage/market.
iv)         Shaping, leveling and grading of fieldsffarms fcx efficient application of irrigation  water  as  well  as  efficient  removal  of  rain  or  irrigation  water from the fields/farms.
V)  Evolving  and  adopting  operational  procedure  few  equitable  distnbution ol  irrigation  waler  to  various  fields/fanns  served  by  an  individual  field canal
8.2.1.1     Planning for On-Farm Development works
Tbs planning tor On-Farm Development works should salisfy the following criteria
i) The design of waler distribution system should facilitate equitable and
efficient distribution and control of irrigation water io each field/larm
||) The design of drainage system should facilitate timely and efficient removal of
excess rain or irngation water from every fieldffarm
iii)
The field layout and land preparation should facilitate the use of machinery m
Cultivation, harvesting etc. to enable efficient soil and waler management
iv)
it should conserve soil and water and prevent waler logging.
v)
The plan should minimize the cos1 of 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 irngation and drainage channels upLo quaternary levels, which means that irrigation and drainage channels are available uptD 1.5 ha of field However, they  will have 1o be taken to even smaller holdings  say  0.5 ha or aven smaller. As  regards  land clearance and land leveling provisions has already been made m Uw cost estimate at Feasibility Study for the entire command area However. Tunner refinement will be required a1 farmer level during actUHl operation Drainage system has already been planned which will be able to avoid water I Dggmg, As regards evolving and a dopling operational procedure f or equilabte
___________________________________________________ S6 Water Works Design & Supervision Enterprise
Is AssiirliUan i*iih Intercontinental Consultants An<1 Technocrats Pvt ltd.Arjo Dedessa lftlfKtliiii PiojtCl
Irrigation & Drainage
Jday 2007
tfislributionsof irrigalion wale* Io various  fields/fanns. several innovative m aasuw i n torn of hdrduvafes  like p revisions  c-l Adjustable Proportional Modular Outtyl. flexibility factors  in das-gn of canal capacities  etc  and softwares  in form of Rotational Waler supply  at macro level (secondary  canal} and iurn-by-iurn supply  for fixed time m proportion to real farm area have already  been proposed at F&as.bflity  Study  level- However aQ these aspects  will be further refined at the lime of detailed design, imp*emeniaLion a nd a dual operation ol the system. 11 is expected that by 1ha1 lime Participatory  Irrigation Management, which is  expected to play  significant rale in all Lhese aspects, will be- abte to take some shape
8.2,2    Off-Farm Development Works
Off-Farm Development works  are related to development ol Infrastructures. With the introduction of irr&galfiOn a large number of activities, which have forward and backward linkages, will develop in and around commend area In order io ensure the envisaged increase in yield. it is  essential lhal proper arrangement should be made to make avaifabte in-puts  like implements, seed, fertilizer, pesticide, loan far working capital. Similarly with increase in agricultural production it wrll be requred to make arrangements for processing, storage, transport, marketing etc. For this  the concerned organizations, institutions  a1 different tevels  will have be organized, developed and tha<r proper functioning will have to be ensured
8.3 Waler management
Waler Management involves a very broad spectrum of activities With the introduction of irrigation it is  envisaged la achieve optimum agricultural production. It involves transformation of traditional farming system into intensively  irrigated agriculture, high wrih 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 Penig maintained and operated by irrigation engineers and agriculture system in which farmers  along with the agricutlure scientist in-charge of extension services  are involved in this  context Water Management is  expected to play  a significant role.
The objective ol waler management u& no oblain optimum yield sustained on long term wi1h conservation of waler, soil and fertility  of the land withoul any  adverse environmental impact.
87
Water Works Design & Supervision Enterprise
In Association with lacerccndaentat Consultants and Tecbnacrats Pvi LrrLArJ d Dtd«sa ItTi£atioo Project
Irrigation & Drainage
Way 2007
Water  Management  aspect  of  an  irrigation  and  dramage  pre^d  basically  addresses  to three important questions-
i} how to irrigate fmelhod of imgal+on),
||) When to irrigate (timing or interval);
ill) HOW much to irrigate (deplh or volume of waler);
Water manage™™  IMteM operation ot the canal system from pnmary  10 M> canal (or conveyance. dlslntniton and appticann or irrigation wow to the r»w » requires three steps
i) Estimation of demand for irrigation waler al field level in the background of
(a j prevailing agro ciimaic faciors.
(b) stage ol growth of crop and
(c) Soi characteristics;
ii} Application of required (as assessed) quantity of water, and
in] Assessment of the performance and impact for mod-frcalion. if necessary.
8.3- 1 Irrigation Schedule
Dunng detailed design and actual operation of the canal system. irrigation schedule will be prepared, which will Farm me basis for t he a dual operation of Che system While prepanng imganon schedule, the following should be taken into consideration.
-    Climalic factor in form of Reference Evapotranspiratwi
-    Crop characteristics
o Stage oF growth of crop
q Rooting depth
-    Soil Characteristics
o Water holding capacity
-    Irrigation Erfictency
8.3- 2 Operation & Maintenance Manual
A  detailed  Manual  for  Operation  A  Maintenance  of  lhe  Irrigation  System  should  be prepared White preparing ilns Manual, the tollowing wiH be taken into considerations
■ Rotational Water Supply al *nacro-level (secondary canal level)
- Turn-fay-Turn water supply for fuced duration in proportion to the area of individual field at farm level
■ Introduction of PadicipatOry Irrigation management
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TABLE OF CONTENTS I Pl 1>MM. FOR IHHICI k TH)N M S Pl M-------------- ------------- ~---------------
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I J  GROSS C^MaND .ARE a (GCA I
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I 6 Casae $¥%riM / 6 t NKWfti'taltaff t47
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t & 12 Len Prr-njrF Cana*
I 6 3 J F nart-cn-d/F Ji Supply L0^e< |FSL>
.' A -f Ifwp frrtgorcO* Hi iff fir
iAJ
KXTJrtw 3} Itfffl £f .Vj'Mpi'r 4*#w
16 5 1 Sample Area
16 5 2 La you I d Micro-In^uon Syilem
15 5 3 Secondary Canal?
I 6 5 4 r«ruar> and OuafcWfMty CMMtt
I 7 WATER QL U ITV fl ia iRRtGAHCfc
2 CROP WATER REQUI14 MEIMI& CAN AC. CAPACITY------------------- —--------------------- ___------ —------------------
21 rNTROovcrroN
2  2  PRfXflHRE  FORCALCi  LADO> 2 3 Stt RCtS OF CL IM aTK' Da f a 2 4 E.M ima rnjN of ETo
2 $CRflPWARi PATTERS’
2 5/
Dawi and Crop Caicmior
2 j 2 Crop CoqJTr r/n? ftcj
2 6 EFFECTIVE Raise ALL
2 ? CaLcilaikms or Crop Water Re<j< umevt 2 8 mlthod qf Irrig.aikjs
2 m Efkciency of I jumgation System
2 9/
2 fl 2 fip/d
for / n-JiwJ (W Siawm EJArirncv
/ fl J Ch-rfd/i1 /rrigflfRMi Etfrcwwi.
J. 9 4 WftkAtfTl for /«Tf«-i7l /rrigittirtt fjficrrrti ■.
2-fl 5 jPdrtrqparwy /rrrguHiiri muhj^ '«*■*/ tPfMf
2 fl 5 /.oufJ « Dr/feren/ i umponfnfj of Canrf hjimt
3 ) J
4 4 J
5 5 J 5
6
7 ?
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9
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10
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14
22 Jfl 2fl MF MJ 36
36
J? 57 J’
37
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2 10 PEAK OtSICiS DUTY Al nif HEAP Of PALM AH h CAN a I
2 M nfxDHiiv Factor for the Main Canal
212 Monthly Water R&ql kemem from Dam Site
? n HHHjAHOSSCMtri LISGA W ITEM MANAGEMENT
xu
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44
41
3. Hl) RRAULIC DELIUS OFC 4XALS....-m.i--—.................... ............. ) I K-TRQDI.C11DS
3 2 design Criteria
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Water Works Design & Supervision Enterprise
Id AssorlaUou with Intercontinental (mutants and Technocrats Pvt Ltd.Arjo Dedegsa rrrtfcatiofl Project Irrigation & Drainage
May 2007
4
J 3 DtSKNOff UNL^ ED te&IGATJQN OTWWELS J.4 HmutLiC Part jo l*h$chfCa^al5vstej4
CAN AL STRUCTURES-..
4 I (jfcNCXAL
4.2 Structures on PumajiY Canai 5
4.2 J XmoJu nntciwes
4.2.2 Craaj Drajfla^f WbriLf 4 * J ("MUrcrf .flTKIIrJU.
.mu iiiiirtiir*
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4 2 4 Jfj'hjJ
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4.2.5 Awrf fridrej-
4 2.6 Tii/a/ ntr^frer uf M ™rJpu Pi
43
45
59
50
5(7
51
51
52
52
53
53
52
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,
...
4.3 Structures. rs- Sample area 4jJ       (A.n'rA
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LONGITUDINAL PROFILES AND CROSS- SECTIONS 3
5.1 LONGmuDKAL PROFILES..
54
55
.67
llfcUIIIBUIIIfc.ll II
6?
5 11
LofTfi^rnLi/ /‘•TwjWfTqfFn-mary Caufr.
5.  J-2  LonjriWiftj/  Fjtd/TAm  of .iKontiary Canals... 5.X. 3 /.M^uudjfta/of Twr.flryCiJM/x
52 cross - Section of Canal
52/ 5 22 J23
524
rb/j/c'af Efdiff-J^ran for Primary C^nal Typical Crou-Sttitan for 5'tfamtury CwHii
Typteat - Jtaifat fiat Tertiary Canal
Typical Ou/l-AVi'dim- f&r Qwiffrnary Casals
■M
hiihiiii n iMiiMiimiBi iiMimm I mhi i mii Munn iibii 11■■■ ■■■■■iiiii
dfl
7(7
S3 $frw f Road
70
*. HYDRAULIC DESIGN OF CAN AL STR L CUTE RS
...71
6 I General
6 2 Structures on Primary Canals
II9IIIHIIII
II iiii
ilu.
71
62/ fritatr itaicwr j
7/
Hl    CtWTRCM. SltUCTUR ES
71
64   Cross Drainage Works
4.
'HWM'H'I
72
M   PchD' Foot bridge...
-
'• — ■I
22
6* SntVCTUKJ Stxs DISTRIBUTION NETWORK.
f.7  DESIGN Cauxlatkjns
<18  Dt rAILED DHAWPVG5... . 6.9   EfflMATl
i i > ■ i ■ ■ i.u ■ ■ *»172
111 rr ii i ■ a ■ i iu 11 tu I I fcu a ■— &.. ■■ i ■.
72
71
1 -IFf—-III IIIUIIHMIIi-i                                                                                                                                                                                                                       73
T   PLANNING AND DESIGN OF DRAIN AGE SYSTEM
7 2 Impact Irrigation ca Existing Orchid water Mitanil DmiHtfxe tyufm
Illi
iii -ti■ -■iiuaiif-i
If mrvi If BIII ■■■■■111
Ill ..IlfcUilifcU ■ iUI fcB-.li
ENuftn# Ground Water LrvrJ 
...74 74
74
74
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7 2. J
Ground Rfarcv 
rAar-ftryratft .‘iT^ffJraii
75
7 2.4   Grvuiwf  HSofrr  /tec-tair^/ram  .Srrg'ygir  /rawi
C  un  jf  jyiftMv 
75
72 5 .Vur/dw IFrrffj-
25
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nl i u FOR Surface Drainage System
’•-III'
76
74
N-TJMEhCLATl kt A Nl MBERJNGOF {MA
NAGESVSITM
ii imiiBAiiiuitaiaMkuiiB-.iiifci i<
76
75
UMW-teAfriAGt SYSTEM
-H-
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?7
7.6
LAY-OUT OF MK3Cu-p*AlNAUL SYSTEM
|N SAMPLE A RE A
77
77
PC sigs Crip ria for SURFaCI Draws
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7. < / Fir/d ItawiJ
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Water Works Design i Supervision Enterprise
In Assocladc-a wlLh taCercoocInBOCal Consultants and Technocrats PvL Ltd.
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Irrigation & Drainage
7.9 CMCSS-SECTION OF DRAINS
8 FARM DEVELOPMENT WORKS AND WATER MANAGEMENT
E.i General.
H 2 Farm Development Work
Mai* 2007
I — I --w ■-l I ■ — I ■ w nil ii iinrniiiiiuiuiiil.il .i.-uii .. -I.JI ><
f
(OFDj WorJtr 8 2 i i Planning lor On-Farm Development
3 2.1.2 Provision ul Fnasibbty Sludy Laval
<E 2 2 Off-Fam De*.
8 J water management
■5.J. J Jrngaria* SrhrViJr
-.Y 3 J flpcnanfiW Wsr^Wrt’rtflfY Ifarua/
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57 AS AS
List of Table
Tablf    I Table   ‘ Table Table Table table Table Tab-ie table
Table Table Table Table table
Ta&lE Table
TAEkE
Table Table Table table Table Table Table Table Tabi e
lI
1.2 13
1.4
15 16 1.7
2.1 22 23
LANDSuiiAUii.irr fu* Dittfrfnt Crops . noea aiui>Dldlss.a Command Area
List df Secondary Canals Under Rsght Primary Canal
List of Secondary Canals Und^r Left Primary Canal.
DETacS (List) of Tertiary Canals unoerSedonqary canal RS-16
Details  (Lkst)  of  Tertiary  canal5  Under  Secondary  canal  rs-17
Details (UST) of Quaternary Canals Under Sample area
S6 uECTf D Physio-CheMCM. AND BiSCtr NiQUKiCM Water AjmAlvS-S RESia. ri            □? M 55A . Summary of Meteorological Characteristics of the project area
Estimated Monthly ETq of Arjo-Diddessa Project Area |rj mmjmonth) Values of ETofor ahx>-Oidoessa irrigahon project
2.4(a)  Chopping  pattern  -  distribution  of  a*(Ea  under  Phase-I  (Crop  Rotation  1) 2.4(b]  Cropping  pattern  ■  distribution  of  area  under  Phase-I  (Crop  Rotation  2( 2.5(a)  Cropping  pattern  ’  distribut-on  o  area  unoer  Phase-ii  (Crop  Rotation  1) 2 5(B) Cropping pattern - distribution or area under Phase-ii (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% 4 BD% DEPENDABLE EFFECTIVE RAJNFAll (in mm J 2 3(a) CROP WATER REQUIREMENT Phase I Rotation I
2.6(B) CROP WATER REQUIREMENT Phase I Rotation II 2 9(A) CROP WATER REQUIREMENT Phase II ROTAUON I 2.9(B) CROP WATER REQUIREMENT Phase ll Rotation II
22
21
21
24
24
. 3ft
31
32
2.10
2.11
2 12
2.13
Gross mvate r requirement at primary canal head (month wist) Efficienc y fqr Deferent Components of Canal System
Peak duties FOR different crop dotations unde r Phase • 14II FLEAifliuiTY Factor foroiffeheni Components of Canal system
___ 33 14
35
jt>
40
4u
2 1 4(a| Dept h of Wat eh for various Scenarios (mm)
2.14(B) Volume OF Water FDR Various Scenarios (Mmj)fqr 13665.27 ha Command Arfa
41
42
Table
Table
Table
Table
Table
Table
31
HYDRAULIC PARTICULARS FOR RlfjHT PRIMARY CANAL
32
Hydraulic Particulars for left Primary Canal
33
34
Hydraulic Particulars for Secondary Canal-RE-i 6
46
47
4.j
Hydraulic Part culamsh>r Secondary Canal-RS-1 7
Ji
35
hydraulic  Particulars  for  Tertiary  Canals  Under  Secondary  canal  -  RS-16
3.6
Hydraulic Particiaars for Tertiary Canals Under Secondary canal RS-17
Table
Table
£ 1(A) List of AqufduCT On Right Primary Canal
4.1(b) LIST cf Aqueduct Strucburls on Left Primary Cam*
4?
49
Table 4 2(a) LIST Of SyfUOh aqiueijti?i on Right Primary Canal
Table 4 2(B) List OF Syphon Aqueduci on Left Primary Canal
Table 4 3(a) list of Cross Drainage Works . with canai in earthsn sec i*cn on Table a Sir i list of Cross Drainage Works . wi i hi canal in earthfn section lff i Ta(jl.e 4.4<a) List Qf Canal Syphon Structures On Right Primary Canal
Table 4.4<a) List of canal Syphqn Structures on Left Primahy Canal Table 4.5(a) List or proposed head and dhoss Regulators ^Escape on Righi Table 4 5(b) List of Proposed «ead and cross Reoui ators /Escape on ll f t I ABLE 4 6(a] k-Li F OF H EAt> RlGVLA W» ON RIGHT PRIMARY CANAL
55
55
56
56
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57
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Waterworks Design LSupervision Enterprise
[□ Association with lalerenntlneata] CodsuIUau And Teehnflcrftts Pvt LidArf& DeiEss* irrlrsdaq Project
Irrigation & Drainage
TABLE 4.6(bJLiet of Head Regulator on LEFT Primary Canal .
May W
M
■table 4.7(ajlist of   Road Bridges on Right primary canal ................................................................... ....&$
Table 4.7(h]List of      Read Bridges dn Left Primary Canal
Table 4 8(a) List of Foot Crimes (Cattle Crossings) on Right Primary Canal
Tam B[b) List of Foot Bridges Provided n left Primary canal
Tab^f 7 1 ftTAiis of Secondary QraiMS-Natijrally existing dr propogFd por cmSTMCtiM table 7.2 Hydraulic pAArieuLARS for Secondary braimRSO-is
Table 7.3 Hydraulic particulars, for r^ffiiARr drains in Sample a4<la
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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 to water resources  development in general and irrigation System in particulars, which have assumed importance during recent limes  and which are influencing the planning and design of irrigation System m 3 significant way Some of them are discussed here under in very brief.
1.1.2     Cha ngo in Concept
Though irrigation is  being practiced since time immemorial, it has  undergone significant conceptual changes  during recent times. One of lhe most important conceptual changes  is the change from previous  subsistence level to the optimization of agricultural production from limited resources  of land and water, which are becoming scarce day  by  day  in view of ever increasing demand for explosive growth of population However, Lhe need io provide rngation m more and more new areas, which were hilherto 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 other sectors, its  availability  is  decreasing for irrigation sector, which is at present Consuming a tkxi share of water resources. This is making the task of planning & design of irrigation projects  more challenging. This  shows  that irrigation planning has  to lake into consideration to facililate irrigation m more area with less  water, which suggests that the water use efficiency  for irrigation has  to increase considerably  from the low level of efficiency prevailing at present.
1.1.3     Sub-Systems al Irrigation System
The irrigation system consists  of iwo major Sub - systems. These are canal sub-system & agricultural sub-System The canal sub-system comprises  the head works, fwhich may  be a dam with storage system or diversion structure - a barrage or weir} and the canal system consisting mam (primary) canal, distnbutary  (secondary  canal), minor (tertiary) and quaternary  canals  [waler course). The canal System has  to be planned and designed m such a way  that ri fils  appropriately  into the topographic  features  Agricultural sub-system comprises  the farming and its  related activities. This  sub-system has  to be planned and designed in such a way that ft fits mlo the prevailing land a soil Characteristics, and clrmathc factors besides other socio-economic and agrn-economic conditions
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In Association wlili IntertGIHlntnlAl Consultants and Technocrats Pvt. LtdArfa Dedessa Irrigation Project
Irrigation & Drainage
Map 2007
1.1.4      Optimization of subsystems
The irrigation system for Arjp-Dede ssa nas  been planned with consideration of above aspects. Efforts has been made Io plan Lhe agricultural sub-system such 1ha1 d fas Into the prevailing agro-chma1rc factors and the imgalion sub-system has been planned to fit bast into topographic features. The irrigation syslem has been planned for the optimum waler use elficrency and to achieve optimum agricultural production Fc.m awaitable land and waiter resources. In order to achieve these objective innovative measures like structured fretwork, rotational waler Supply a1 secondary feveE and lurmby-tufn water distnbulign al field level, have been proposed 10 be introduced It is  expected that the introduction of these measures, along with other innovative measures wilt help m achieving reliability, timeliness adequacy, equitable distribution and flembifay In the system
1.1.5    Participating Irrigation Management
It Is also intended 1o introduce Participatory trngalion Management (PIM)L  which wilt help rn improving waler use efficiency and quality ot irrigation services.
1.1.6   Planning and Design Criterra
Accordingly the hardware and software in the plonmng and design <jf the irrigation are being provided. The overall planning & design of the irrigation system has  been undertaken in accordance with the design criteria already prepared ard submillen under phase-1| interim Report of lhe Feasibility Study and which has been accepted by the client.
1-2 Location of the Project
Geographically lhe project area rs situated between ff’-ao'-aS” to a*-3&'.32" North latitude (941399 4 957395 Northing) and between 36’-22*-53" to 36°-3b--15h East longitude (211667 & 240240 Easting). The Command area is located in Bedele 4 Getchi woreoas of lllubabor zone and dime Arjo woreda of Eastern Wetega zone under Orimiya Regional State The command i$ situated at a distance pf aboul 550 km from Addts Ababa and 220
on lire left bank erf the nver Tire Irt bank of 1he dam 3l1e i3 also about 60 km from Bedete
ib lhe town ftear&si Co lhe command a«ia nn ik*
.
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Command area lies on both the can* - left and right of rver Dedessa. and covers the
fallowing Rebelcs failing under ifre woredas as given below:
Right Bank
Left Bank
Zone Werfflda
Eastern Wataga
Kabales
Zone
Woreda
lllubabor
Kobelas
Jima Arjo
1 - Lucama
Bedele
1 Ulokaine
2 - Me la
2. Chafiejeieia
3 - Bedhasadedes&a
3   ftekeiich-bittu
4   Bildsmaderu
Getdii
5  Ch:laiObildima 6   Ambele’a
7. KolDSifift
S Hacacatessa
1 ChituDOsara
2.  Maris
3.  Yebeio
4.  Wakel
The location c/ ttw project area including the conwnand anti lha reservoir with respect lo zones have been show in Fig 1.1 and Fig 1.2 shows lhe locauon of the command m with respecl to wtmedas.
1.3      Gross Command Area (GCA)
The command area bes on both banks cl the river below the dam There are two primary canals - Right Primary canal and Lett Primary canal offlaking drectly from the dam The oullels for 1he two primary canals are located on e<iher bank of the dam
The grass command area is 1D.99B ha on the left bank extending over about 0 kebels of Bedele Woreda and 4 Rebels ot Gelch> wcreda under lllubabor zone The gross command area on the right bank  is  aboul 6B27 ha extending over three kehels  under Jtma Arp Woreda Thus I he total gross command drea is about 17,825 ha
1.3,1   Culturable Command Area (CCA}
The culturable command area, which represents the culturable area has been assessed as 13.665 ha, which works  out to 76.67% of the gross  command area The cutturable command area excludes the area which is nol suitable and/ot available tor cultivation such area occupied by rivers, drainage channels, fares!, hulls, settlements or rocky land elr. The culturable command on left hank is 7450 ha and lhal on right bank is 6215 ha
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1.3.2    Topography
The clevaiion in (ha command ares  varies  between 1340 to 133D a.m.s  I, The detailed soil survey has been earned for a gross area of 36,765 ha agamst the identified gross command area of 17025 ha. The results of detailed sdiI survey show trial about 45% of the command area is level [0-1% slope). 7%area nearly level [1-2% slope), 2S% 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 river there are some isolated hills rising above the average level of the plain.
1.3.3    Soil characteristics
The results of the detailed soil survey ol the proposed command area indicate that the most extensive soils of the protect are venisofs largely occurring m the bottom of trie valley. They are subjected to seasonal flooding and cover 17692 ha which is  4B 09% of th* lalal Surveyed area. The well drained reefdish brown sails, which include Luvisols. Cambtsols and Milisols, are mosiiy  located on upland of isolated hills  and gentle undulating to rolling land that cover 9026 ha which accounts  for 24 54% of the total surveyed area. The remaining area is  occupied by  misceraneous  lands, which cover 10,066 ha and constitute 27.37% ol the total area. The soil map of the command area is available al Frg 1.3.
The  soil  in  the  command  area  >s  very  deep..  The  fertility  status  of  the  soils  ol  (he  project
area  is  medium  to  very  high.  The  ma or
(
constraints  of  the  area  are  steepness,  poor
drainage of lhe bottom land ol the valley, uneven surface, compaction and vegelalton cover.
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1,3.4 Land sui Eability
The detailed land Suitability assessmant of Iha Study arsa has been carried aui tar Irrigated agricultural develCDm-ent by using sofl and land resource data The dalaisad tand suriabilrty assessment of lhe Study  ana has  been den# far inigaletf agriculture development which intrudes  ailtlvatfan of rice, wheai. meta, sugarcane, vegetables  and forage etc  The laftd Suitability  assessmCrtl has  been done cnmparihfj the major lard duality  (actual conditions] Of |he study  area wth land use environmental recrement far differenl tend USS types Accordingly land stAabilify maps ftx major irrigated crops nava been prepared
Trie results  of land suitability  assessment h«B been giver in Tabte 1.1 This  table showa the extant ol area Suitable tar different types  ai craps  proposed in the prated area. The figures avaJable in ihe labia shqw that sufficient suitable land is ava-tabla tar different crops proposed m lhe command area according 1o the proposed cropping pattern. Fig 14 shows iha layout of the canal system supenmposed on Lhe land suitability map.
1,5    Components of the Project
The Arjo-Dedessa Irrigation Project consists tri the taltawing major tomponenls.
1.5.1   Dam & Appu rlena nl Worts
A 40 & m high earth & rock  [ill dam has  been proposed al 3fil'.40'-i04“ E longitude and M-31'42* N Isttudfl (LITM-2431B0 Easting and 942445 Northing) with gross  and live storage capacities  of 1341 2 a 465.5 Mma nspftdMply  The FRL and MDOL (with respect to i mg a I on] have been fixed as EL l35fi 4 1250 m respectively
1.5.2  Out tats
Two outlets (intake 8t»udures for canal) - One an either side - have btran provided 1o cater tat the needs of the primary (main] canal proposed on eUher bank of the Over The details 
□f the outlets are 38 Ibltaws:
Particulars                                 Right outlet
Left oulleEs
i: j LocaCiOn '*)  JfE?
T
.
At saddle No. 2                         Near ma left abutment
:abftJ1 15 m from the Mid
RCC ctaci                                 R£C duel
iir'i Siza
17 x 1.7 rij
2 Ci x i,im
iwl Discharge
1 52 mV»c
9.015 mV$sc
vi Canal FSL
EL 1143 amsl
EL 134B.CI amsi
5
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■
1.3.4  Land suitability
The delailerl land suitability assessment Df the study area has been earned ou1 for irrigated agricultural development by  using soil and land resource data. The detailed land suitability assessment of the study  area has  been dona for rrrgated agriculture development which includes  cultivation of rice wheat, maize, Sugarcane, vegetabses  and fprage etc  The land suability  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 extern ql area suitable for different types  of crops  proposed in the project area The Figures available in the table show that sufficient suitable land is available tor different crops proposed m the command area according to ihe proposed cropping pattern Fig 1.4 shows the Layout of the canat system superimposed on lhe land suitability map.
1.5    Components of the Project
The AfyO-Dedessa Irrigation Project consists at the following major Components.
1.5.1    Dam A Appurtenant Works
AJOfim high earth & rock Fill dam has been proposed at 36 -4D’-D4' E longitude and
80-31-12- N talilude (UlM-243186 Easting and 942445 Nodhing) w1h gross  and live Storage capacities  at 1341.2 & 465.5 MmJ respectively  The FRL and MDDL jwiih 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 piovidod Io cater Idc the needs of me primary (main) canal proposed on either bank of Lhe river The details of the outlets are as follows
J
Particulars
i) Location
Right outlet
At saddle No, 2
Left outlets
Near left abutment
(atoul 15 m from lhe erxj)
J?j Type
RCC duct
RCC duel
«) Sure
1.7 x i 7 m
2.0 x 1.5m
Dtscharu*
7.52 mVsec
9.015 mVsec
v|> Canal FSL
EL 1348 amsl
EL 1348.0 amsi
5
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Table 1.1 Land Suitability for Different Crops. under ArjO’Dedessa Command Area
May 3007
Suitability Class.             Rice         Wheat         Maiie        Sugarcane       Vegetable     Pasture
Si
S2
467 06
S3
4428 05             im.94
Sub-Total Suitable                +428.05             1639,6
?34 40                3295 ?3 13355           2751 95
1939.6 2986 33 12755 44
N1
1346 73
N2
22-X) *2 3732 54
2290.82 5070.27
’■**#7.3.
3732 54 3732 54 507^.27 373254 8718.87 6.ri<j ax
230 09
3732 54
2114 55 2114 56 ' 14-■ 7 5 3732 54
Sub-Tola? unsufclabte
Grand Total
8718.87            6718W_
3863 4 3 5079 27
18715.87 ? 193.33
Besides,   the   dam   &   appurtenant   works   lhe   major   component   of   projecl   consists   >f   the irrigation and drainage system These are disci^ssed m detailed
1.6       Canal System
1.6.1    Nomenclature
The   Mowing   nomenclature   as   prevakmi   n   Ethiopia,   has   been   adopted   However   the inttrnal»onahy prevalent nomenciature has also been indicted tor better understanding
Prevalent In Ethiopia            Prevalent  Inter  national  Ty and In other counlrtes
i) Primary canal                    Miim canal ii| Secondary Canal              DiSlnpulary
___ ___________________ mi) Tertiary canal
___________________________
wf Ouatemnry canal v i Field canal
Minor
Water course Fmkd channel
Adopted in the Report
Primary (Mami ean<il equivalent io distributary
Secondary canal-
• ltj- jurvalunt to nunor* Tertiary canal-i equivalent to water Course] Quaternary canal-
tequivalr?nt to         1
chanoHl
J
P
IE may  be noted the nomenclature as  prevalent in Ethiopia has  been adopted m this  Report There are two Primary  Cartels  Right Primary  & Lt»ti Primary  canal - one on either side The discharge of nghl Primary  canal is  / 52 mVsec  and that ut Left Primary  canal is  9 01S rnl/sec  Though me standard1 nomenclature pre/atenl in Ethiopia nas  been adopted the Junctions  ol the different components  of lite canal system have down graded one step oeluw As  the discharges  ol Right Primary  & L t±H Primary  canals  are very  low and they  are almost equivaleril to distributary, they  are functioning as  dislnhucaries  Therefore- ihe secondary  and tertiary  canals  are fuflcltnntng as  minors  4 walercourses  respectively  ind the quaternary canals are functioning as field channels.
f.
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1,6 2 Numbering of components of canal
Since there are two Primary Canals - one on e«h bank, lhey have neen named as Right Primary  Canal (RPC] and Left Primary  Canal (LPC). The secondary  canals  on each bank i,e under RPC A LPC have been serially  numbered by  assigning a number as  subscript after the letter 'S' and capital letter R & L have been pre-fixed to distinguish the secondary Canals  under Right pr Left Primary  Canal viz. RS-1. 2, 3. .. .40 and LS-1,2,...45. The tertiary canals have been numbered according to their location on the 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.1
Under Secondary Canal Nft.2
RT-1-1
RT-1-1
RT-13
RT-2-1
RT-2-2
RT-2-3
Left Primary Canal
LT-1-1
LT-1-2
LT-1-3
LT-2-1
LT-2-2
LT-2-3
The sequences I or o ther t crliary canal beyond number t hree a nd o ther secondary canal beyond number two will continue in similar way. In similar fashion quaternary canals will be numbered seriafty according to their location under lhe Tertiary canal For example, the first quaternary  canal under Tertiary  canal no 2 d 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 al saddle dam No. 2 with a head discharge of 7 52 m/sec. the total length of the canal is 44 km and it is a contour canal in its enliro length In upper reach the command area lies  on both banks  of River Wama. which is  a major inbutary of Dedessa River, joining it downstream of the proposed dam After taking off from lhe right out tell (intake structure) provided in the saddle no. 2. the alignment of Right primary  Canal runs  parallel to the course of River Wama m 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 lhe course of River Wama m downstream direction 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, ils entire command lies on one side, left side of the alignment and extends  upto the bank  of River Oededssn. The Right Primary  Canal being a contour canal, ii crosses a large number of naiural dramage channels on which cross-drainage ( CO) works  have been proposed. One secondary  canal has  been provided mostly  on the ndge between two natural drainage channels.
16.3-2 Left Primary Canal
The Lett Primary Canal lakes off from Lhe left outlet located near lhe left abutment of the dam. The head discharge is 9 Di5 m’/sec and the total length is 60 km. In its initial reach, (t is aligned on sleep slope covering only a ver/ narrow command between the hifls and the river Dedessa. Gradually the command area widens and again in the end i| narrows down Similar to the Right Primary Canal, 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 the primary  canal and runs on the ridge, has been proposed
1.6.3.3 Fixation of Full Supply Level (FSL)
The FSL of the Primary Canals at their head i e . neaMhe-oFf 1 ake has been fixed very judiciously. Care has  been taken to see chat mere is  no ideal length of lhe canal due to deep cutting and m case d is  not avoidable, ft is  kept lo the minimum Efforts  have been made to delineate she command areas  on Lhe 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  entire command Sufficient workmg head had been provided between the proposed FSLoi the Primary  Canals  and operative MDDL in lhe reservoir
The full supply level (FSL) of both Primary Canals - Right and Left - has been fixed at EL
134-5 amsl This has been fixed with the consideration of oroviding gravity irrigation m the proposed command ores This FSL has been fixed such that no area, which is sunable far cuMivabon. is left out o1 command and at the same t*mefc the canal does not have
unnecessary idle length and wither excessive cutting or filling.
While planning and designing lor the lay out or the canal system the fixalkm of full supply levels  (FSL) in different components  of the canal system has  been finalized with working head as follows
8
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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
16.4   Macro -Irri g a tion System
The lay oul Of macro-irrigation system, wmpns.ng I he primary and I he secondary canals, has been planned on the basis of the contour msp available ai a scale 1 K\ODO As slated earlier trie Primary  canals  are contour canals, where SS the secondary  canals  have been signed on ridges  between iwo natural drainage channel^ The alignments  of the secondary mils  have been marked Oh the map along wiih lhe Pomary  canals. However. the layoul lor secondary  canals  (except m the sample area) is  only  lerttallva co Indicate the broad planning at the irrigation system. Normally  ihe Primary  canal? (equivalent to main canal) and Secondary  canals  (equivalent 10 distrihutaryj form the pad of macro-irrigation Samern. Hut In this 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 s&CCmifary CMBlS are funchrming as 'minors’ and as such they Bffl forming 1he part of micro-imgaiior system Accord ngly  lhe planning design ol secondary  canals have been considered under micro-nrrigaHon system
The layOUl of macro-irrigation for the command area of both Right and Left Primary canals has  been shown on contCur maps  Stale 1 10,000 in seven sheets. wh*ch have been provided in a separate volume along with 1his  Reonrt as Pari-11-0 rawing s  However, the layout on a Condensed Kale has been made available in th s Report a1 F>g 15 lor ready reference
1.6.5  Micro-Irrigation System for Sample Area
While lhe planning for 1 he layoul ol 1he ID tiCK-Irrigation system, ccnsHSling of Primary & Secondary  Canals  has  been done for Lhe entire command, the plahn-rg for micfo-nngal^n system Dampneing secondary^ ternary, and quaternary  cans  IS has  been done for the sampm area only  Far the purpose of mucfo-irrigaBm planning a sample arsa measuring about 756 ha has bean selected The Sample area is located under Lhe command area of secondary canai no RS’t6 (340 haj and RS-17 (416 ha|. The main cntena fdr Lhe select ion of me sample ana is  lhai it should be true rapfttanlativw - m respect of a'I aspects  . e, topography, soil and land characteristics - d the command ar*3. In the selected sample
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area,   comple.e   planning   for   tertiary   and   qualern^   canate   in   lhe   entire   ^.ple   area   has httf n done on a topographic map at scale 1 5000.
15.5.1 Sample Area
The   detailed   p'anning   and   design   far   micro-irrigations   system   has   been   done   under   lhe sample area, which corers the following secondary canal under Right Primary canal
i)   secondary   canal   Mo.   RS-I6.   It   takas   off   at   Stm   21.327   of   Right   Primary   Canal and   has   a   driturable   command   area   of   *08   38   ha   However   due   to   some constraint only 340 ha has Deen included in the sample area at this slage
iiSecondary  canal No. RS-17- H takes  ofl al km 21 70S of Right Primary  canal and has  a CUlturaMe command arsa of 495.79 ha. However, 1he sample area ewers, only 415.75 ha at this stager of Feasibility study
11  may  be  noled  that  lhe  bro  secondary  canals  are  adjoining  and  their  command area are oont^uous As such the errbee sample ataa is located m one block
1.6.5.2 Layout of Microdrrlgation System
The   micro-irrigation   system   consists   of   micro-irngalion   and   micro-drain   age   sub-systems The rnucro-rifigation system consists of Ire following:-
’   Secondary   canals   -   (equivalent   to   minors 
Ternary Canals - (equivalent to waler course)
-     Quaternary canals - (equivalent to held channels )
Similarly the micro-drainage sub-system consists of the following.
-     Quaternary drains
Tertiary drains
’ Secondary dram
1.6.5.3 Secondary Canals
As  discussed  earlier  secondary  canal  which  is  normally  equivalent
io distributary forms tr»e
"" ».
.
, ystem  011l an
« ,h.
Mj o( ,he
oscha a
„
, Ma, m|s pmjM ,s equjuaiBni b
™
•~x~:z:r ~~ -
lealures. „e S8row,
10Ajjo Dedessa talgaticD Project
Irrigation & Drainage
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streams. Th* secondary  canals  offtake from the Primary  canafs  on only  one side. A head regulator has  been provided In the Primary  canal at its  offtake. The secondary  canals  have been atigned on !he ndges and tertiary canals are offtaking on either side.
The delails  of secondary  canals  under Right Primary  canal and Left Primary  canal are available al Tabfe 1.2 and 1.3 respectively. The tables  show the number, lenglh, command area, and the discharging capacity  of lhe secondary  canals. There are 45 secondary canals  having a total length of d7 19 km under Left Pnmary  Canals  and 40 secondary canals having a total tenglh of 49.37 km, under Right Primary Canals.
1.6.5 4 Tertiary and Quaternary canals
The layout of the sample area is  availabte at F*g. 1.6 The figure shows  the layoul of tertiary and quaternary  canals  along with the irrigation blocks. While tertiary  canals  are taking off on both sides  ol secondary  canal, which is  aligned on the ridge, the quaternary  caoats  are taking oft from the tertiary  canals  only  on one side because of constraint of topography  as the land is stopping only on one side of tertiary.
Tbs    average    sue    of    (he    irrigation    blocks    is    about    20    ha,    though    there    are    some exceptionally big block having an area of 37 ha arid exceptionally small block of 6 la 10 ha
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1.7; -Use ol Secondary Csnill Under RigM Primary CanJt.
M© ol
Secondary
Canal?
Off lake point
(kmj
C.C.A
(ha)
Discharge
Length of lhe
each secondary 
canal
RS-1
0.555
49
0.057
04
RS-2
1 692                           91
0.106
0 37
RS-3
2.951                           51
0.06
0.4
RS-4
4 142                           60
0.07
0.4
RS-5
4 667                           86
O.TOI
0.35
RS-6
5.750                           36
0.04
03
I RS-7
6 123                           49
0.057
M3
RS-8
10 14                            66
0.077
0.02
RS-9
T0.97                           24
0.028
0.1
RS-10
12 382                         104                   0.122
05
RS-Ua                                  15.010                           l3fi                    0.159
0.93
RS-1 lb                                  15010
7359                     0.066
0.03
RS-1!?
RS-13
RS-14
16.393 115.W
17 186 11247
17756 lftZ.32
0.135
0 60
0.132                           1.00
0.12
1.20
RS-15
IB.884
202,86
0.237
1.60
RS-1&                                  21 327
406.30
0.4 7&                          2 40
RS-17
21 >88                    495.79
0,5#
365
RS 18                                   22 762
166 98                    0.198
1.55
AS-19
23 797                    227.75                     0266
RS-20
1 55
24 g-12                    246 03
0.283
1 54)
RS-21
26.347
184.31
0.216
1.20
1
-■
RS-22                                   26 063
1M.84                    0 187
RS-23
i 25
RS-21
28 666                      83.68                    0.098                          0 95
29 751
77.34
oos
----------- ~“—
RS-25
0 90
30 265                         344                      0 04
RS-26
31.332
0 60
H0.98
RS-27
RS-28
0 13
0 90
31 836
32.960
256
41 27
0.3
048
1 2D
RS-29
RS-30
f RS-31
33.816
0 90
176 66                   0 207
34 819                   590 Q1
0 69
35 219
2 10
4 10
RS-32                                   35 922
255.1                    0 298
2 75
216.33
RS-33
RS-34
36.4 75
0.253
138.40
2 20
0.16
RS-35
37 418 123 57 0 145
38 537 _______ _65 26 1 1U4
.
1.60
1 50
Rs-a'a
RS-37
p—-■ — "-±---------
49 556
40207
188.31
163 29
0.22
9.21 fl
.
1.90 l 50
0 70
z
RS-38
RS-39
42 DBA
43,109
232 f8
98.63
RS-eo
0 272
0 116
44.166
1
0.95
11
Total
-                        -—•----- ________ 0.65
46 37
53 96
0 63
la A sntL*[|on
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Table 1 .3: -List Of SocorKfery Canal's Under LeH Primary Canal
May 2007
NO Of
SeconOaiy
Canals
ON ta*w point
(tan)
C.CA (haj
Discharge
(m^s)
L eng-th of (he
each
wcondtry 
canal
LS-1
0.157
40 97
0.048
0.2
| LS-2
3.126
33 Dfi
0.039
0,32
1-
L5-3
3.749
40 J
0 047
0 60
LS-4
4.em
24 48
0.029
0 30
LS-S
5.411
36.3
0 045
1.30
ls-s
8.084
64 26
0 075
o.ss
LS-7
6.553
40.14
0.047
0.35
LS-8
9 69
51.52
0.098
0.90
f LS-9
10.4B5
uar?
0 162
0 95
LUMO
13.994
120.31
0.141
0.32
L5-11
15 9M
40 ri
0047
0 62
LS -12
20.1$
69 17
0 081
d.ufi
LS-13
20.716
69 42
0 ..:h-
0.90
LS-14
21.693
52.04
0.061
0 30
LS-15
23 115
356.79
0.41 7
2.40
LS-16
23.617
65.06
0.08
0J0
LS-17
26 66
156.01
0.161
1 40
L$-ia
2 7 653
70.58
0.003
0,30
LS-19
28 669
37 79
0 04
0.35
LS’20
29.526
22 59
0 027
0.50
LS-21
30 333
42.74
005
0 35
LS-2 2
--------
31.096
1441.1
0.169
0 96
LS-2 3
32 4*
507.79
0.711
4.65
L5-24_________
33.955
103 16
0.121
0 10
LS*25
35.266
57.65
0 103
0.90
LS-2®
35.673
752.57
0.881 ’
LS27
5.50
36.716
32.09
0.038
0 30
LS-2®
30.076
199
0.022
0.30
LS-29
36.912
30.57
OOM
LS-30
39 737
0.02
02-31
0.073
0.30
LS-31
40.137
32.31
0 038
LS-32
030
100.55
0.118
0.65
LS-33
41.913
102.60
0 I2
LS-34
O.EJD
44 312
69.29
0.08
LS-35
45 00®
0 20
25.22                   0 033
46 216
0.20
LS-3®
154 19
0 16
LS-37
47-553
0 60
176 66
0.207j
2 10 '
LS-39
102-91
0 12
LS»39a
50 943
0 90
1 25
LS-39b
Jii64»
1030 ?
1 206
LS-40
54 124
4 20
331 56
0 355
I 90
LS-41
$4 403
M
0 041
LS42
0 20
54.688
58.9$
0 81
LS-43
55 M2
0.60
188.72:
0 194
L5-44
57 644
0.30
443 14
0 519
LS-45
60 159
1.90
911.93
1 067 '
Total
3 60
-------------- -- ]
.
■ ■             — — 
------- _------
L------- 47.95
15
Waterworks Design & Supervision Enterprise
Io AiSltLacUllI kMblb lnIcrcootliieQuJ CaHauttOtl nod Teebjiucrata Pm LLd.Arjo Pedessi Irrigation Project
Irrigation & Drainage
May soot
The details  ol lire irrigation blocks  and tertiary  canals  for secondary  canal hfo 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 la 1115 m and total length of all the fifteen tertiary  canals  under the command of RS-16 is  10 64S 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  t here a re 2 2 tertiary  canals under RS-17 Their length ■/ancs  between 142 m tol2B7 m and lhe total 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 tolal number of quaternary  canals  under RS-17 Is  205 The details  of quaternary  canal under sample area are available al Tabte 1.6.
Title *1.4: - Details- (Lili) cf Ternary Canals under Secondary canal RS-16
slaved Bock 
isecxxidary 
final]
Tertiary CCA
canal n ha
Design             Desfln cawdiy         capacity w4h
m . 'i             Rfedbitty iacioi [2O%J
LenQlhsH lerita^y canaii
L*nj .
R5-16-1
21 33
0 020                gOJ4
674
RS 16-2
14 28
01)13                 0.010              JM .
RS-16-3
25 13
RS-16-4
14.P1
RS-1ti-5
R5-16-6
29 63
0.024 0 026 ftl$ 0.014 0017 345 0.000 1)033
IS 42
0.017
0.021               S43
RS-16
RS-16-7 32.65
Ft5-1<fJ 13.96
0 031
ftajJ
0.01B
RS-1M
3571               0 054
0021 576
p jji) 111$
F?5-llir1D             1951              O.OIfl
RS-16.11 34.35
RS-I6-&Z UN
0.033
578
1114
onto
603
RS-lft.13 2B
RS-16-U 16 24
0 026
0022
0 039
0 022
0032
9C6
OGiS
Q Clift
5JH
Rs-ie-'i
10.4
0.010
0 012
Total                                    MO
543
10.845
L4
Water Works Design & Supervision Enterprise
In Assipclailoo with lutertoDtiuBnlaJ CdusuLiadLs a ad TethaocrBis Pvt LtdArjo Dtdessa Jrtlp^doa ffdj tcc
Irrigation £ Drainage
May 2007
Table 1.5: ■ Detail* of Tertiary Canals Linda* 5»tond»ry Cirtfli FT 5-11
Hama of
Btock
ISiKOrvdary
ca*i*IJ
Tertiary
gifiaf
CC A in
ha
Daipgn
capacity
□ealgn
GipiCB-ty #IH>
flexibility
FiieBor i'20%1
Length of
tcirtlary
canala FmF
RS-17-1
as
I&cfi
0007
522
RS.17’2
0.73 ”
0.009
O.OH
142
7S7
0.007
00ft
658
RS 17-4
19.77
0.019
0.022
150
RS-17 5
8-3
0.CC8
fl. 009
Md;
RS-17-6
21 64
OOfii
0 025
200
RS 17J
11 24
0.011
0.013
574
RS-17-0
20 54
0 013
■3.023
295J
RS-17-9
IE-S2
0015
0.016
594
RS-17-10
20
Ml9
0 023
513
ns-;-)
RS-17-1 *
2594
0 024
3.029
MJ .
RS-17-12
If. E-:l
0.019
0.022
766
RS 17 13
RS-17-14
27 45
0 326
0.031
666
196*
0.010
o.ca?
‘044
RS 17-15
37 44
0fll5
0.0*2
M?
RS-17-16
20.77
0020
0.023
1267
RS-17-17
25 4H
0.024
0 029
674
RS.1718
21 54
0 020
0.024
S66
RS-17-19
.21 15
0.020
0.0M
064-
RS-17-20
21.63
0 020
0.024
730
RS-V21
14
0 013
O.Q1«
RS-17-22
10 It
0017
0 020
?«.
574
Total
415
13.363
Water Works Design & Supervision Enterprise
la AsudatfoD I n tercontliienial tens U Ita cLa .mi Technocrats P-t. L(d.Arjn Dfldessfl irrUfatlfln Project
Irrigation & Drainage
May 2007
-
Titre 1.6: ■ Details (Lisi) of Quaternary CanJlS Under Sample area
Secondary
anil
Tertiary          Aims       Owl c
(ha)             mVa.
Quaternary canal
canal
Tertiary
drain
Art*
drained
I 1"?
RT-16-1
71 33           0.024        1 RO-16-T-E to ROkltH-13
fiT 16-2
14 26            flOifi           RO-16-2-f to RO-18 2 7
AT-1^3
25T3             ucaa         RQ -16-3-1 to R01+3-16              RTD-16-1
2i ii
AT-ifi4                   14 91
0017
flQ-16-4-1 lo                                 RTDT6-2
AT-lfr5                 29 63
□ 033
RQ-16-5-! IO RQ-W-S-liS            R TO-16-3
14 2*
25 U
RT-li6.fi
18 42
0021
RO l6-B-t io RQ1&-S-11            ATD-1fr4
14.91
RT-lfr7
32.85
0.037
RQ-1+7-1 ro Rt> 15.7.31             RTD-165
29 63
RS-16
am fra
18 96             soil          RCMfrfrl to ROM 5-6-13
RTD 16-6
18 42
RT-16-9               3571             diHO         RQ-15-9-1 to RQ-15-5-73            RTD 1fr7
32 85
RTdfrW
1951            Q0S2         RfliS-lCM Ifl RQ-15-10-13            RTD-16-8
RT-lfr11
34.65            0.039         fiQ-lfi-H-! Id RQ-16-11-23             RTD-16-9
18 96
34.71
RT-lfi-1?
1988            0.022         RjCMfrT2-Hd RQ ifr 12 14            RTD-16-10
19 51
AT-lfl-13                  28              0.032         SiQ-lfr ;i I to RQ ifr 13-19             RTOtfrlt
RT-1&14               16 24           QV1&        RQ-lfrT4 I toRQ.iST4.l3
RTD-16-12
34.85
19 88
RT-lfl-15                1Q 4
0 012
HOdfr lfr ; to RQ lb. tS-H
RTD’16 t3            28
T<*ii                          340 1
RT-17-1                  65
RT-17-2                 9 73
RT-17-3                 7 57
RT17-4                 19 77
R7 17 5                   82
RT-17-6 21 64 RT-17-7 11.24 RT-17-fi 20 54 RT-17 9 16 32 RT-I7.10 20
RT-17-11              25 94
RT 17-1?              19 89
RT-17-13              2? 4$
_________
RT 17.14              19.54
RT-17-15              37 44
ftT-l7-1fi 20 77 RT-17-1 7 25 48
RTT7-10               21 54
RT.17 19 21 15 RT 17-itl 21 63
RT. 17-21              14 00
ffM?-22                 10.11
0 011
RD-17-1-1 to RQ- «7 ■ 4
0007
□ W2
RO-17-12 1 to RD 17 12T1
RD-17-2-1 Id AQ. T7-2-4
________
AID-17-1
55
0009
0.025
9 73
7 57
O0OT
19.77
0.023
0013
RQ.ttlJ.1 MjRfr-lF 13-14 RTCH7-2
RQ-'7-3-l BoRQ-IF-JJ^l                RTO-17-3
RQ- 17-14-1 Lt RO-17-14-12       RTQ-17-4
HQ-17-4- 1 to RQ-17-4-0             RTD-17 5
Bl?
RO-17-15-1 toftO-17-15-12
RTD-17 6
21 -34
RS-17
0.023
0016
RG-V-5-1 to RO-17-5-13
RO 17-10-1 I&RO-17.16-12
RTD 17*7
RIO-17-8
11 24
20 54
0022
RO 12-6-1 :u RO-17+18            RTD-17-9
16.32
0029
RO-lM ? 1 tQ RO-17-1 7-11         RTD-17-10
C022
Rtj-l? 7-L |Q RC?-7-17-?J           RTD-17 11
ij.031
don
RO-17-is-i ■»ABkir-iB-K               RTD-17-12 ,,     _ _                 i-    _____ _
RQ-17-8-110 RQ-17-6-2B RTD 17 13
0 04-2
RO-17-1&-1     RD-17.19-14       RTD-17-14-
3.024
RQ. 17-9-1 iu RO 17 9-17           RID 1715
0029
0 024
RO-17-20-1 to RO-17-20 14        RTD 17 10
RQ-17-1Q-1 toRQ-l7-lD-14          RTD ’7-17
[
0.024
RO-17 21 1 toROn-21-14            HTD-V-16
20
J!. 04
19 89 I
27 40
19
37 44
20 77
25 48
.■■'21 M
0020
0.016
R& 17-11-1 to RC-17-11-10 RTD-17.19 2! 35
HC-U-32-1 to RO->7-2! 1* RTD 17-20 21 €3
Total
414 75
_____  1
Water Works Desert £ Supervision Enterprise
Ju Association Wittl [plercomiuEiiLaJ lciisuHants aflt! TecbUdCrats Pvt. LtdArjo-Dedessa Irrigation 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 Bedole road) were collected and were analyzed al the WEDSE laboratory  Addis- Ababa for their physical and chemical characteristics
These tests  were conducted to find out the turbidity, total solids, dissolved solids, Electrical conductivity, PH ammonia, sodium, potassium, magnesium, manganese, fluoride, chloride, bicarbonate, sulphate and phosphates  The resufls  of these lasts  aro available al Table 1_7. This  shows  that PH of water is  about 6.7. which is  within the Eimits similarly  Eotal 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  ol calcium, magnesium, and sodium are 12, 3 6. 5.6 mgfi respectively  Which are within permissible limit of 40 to 60 parts, 20 Irt 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 Phylifl-Ch errik il and Hatter in log iti I Water Anilyila Results lor Dvctewa
River
River at dam
sde
River bridge an Sedle-Nakemte Road
Rrver at bridge near
Dembi [Jurana
0ediei Road
□ate
14 5 06
15.5 05
Turbidity (NTH)
26.0
43.U
25 0
Total solid W5
1220
16DD
IH 0
T Dissolved sohd 105-CIMij^Ij
78.0
90 0
60 O ’
Electrical conductivity {UsTcmj
"pP
102.0
120.0
64,0
6 68
6 83
6 76
Ammonia ( mgri NHj,i
0.59
0 888
0 56
Sodum             Nil
5.e
71
40
POlWSum [mg 1 K J
3.4
3.8
2!4"
Total Hfifdness .mg, ! Ca CO -j
1
■id on
50.6
44 0
Calcium {mij/l caj
13 4
i-t 2
10.7
Magnesium [mg I Mn
2?
36
43
Total Iran (mg/1 Fej
0.34
0.51
0.36
Magnesium Imgl Mn
01
0 209
61
FlUOfide (mg/1FJ
1.43
034
Trace
Chlonde (mgJl Ct}
2.9
26
19
Nitriel img/l NOiJ
Nitriel img BslOjI
0.65
0.86
0.3
' AJksiinrly fmg/1 C A CD,
47 3
54.6
39.7’
Carbonate i mg 1 COjj
Trace
Trace
Trace
Bicarbonale .mgi  i HCO-i
1
57 6
£6.9
48 4
Sulphate inig/l SOj i
88
14 3
82
Pbosohatc i mg/l PO J
fl
0062
0.M2
5AR
0 38
0.43
------------------ ---------- 0 26
0062
17
Water Works Design & Supervision Enterprise
[n Association with [DtercnntlneDLaL Consultants and Technocrats; pvt Ltd.Arjo Dtdessa Irrigation Project
Irrigation & Drainage
2 CROP WATER REQUIRMENT & CANAL CA P AC I T¥
2.1 INTRODUCTION
May 2007
The calculation of crop water requirement rs  a very  important aspect for planning of any irrigation protect. Several methods  and procedures  are available for this. The Food and Agnculture Organization (FAO) ot the United Nations  has  also made available several publications on this subject and otlw issues related to this.
2.2 Procedure for Calculation
As   recommended   in   FAO   PuMications   three   slaps   are   involved   in   the   calculation   pF   the   crop water requirement
(1) Calculation of Reference Evapotranspiration (ET )
e
The crop water requiremeni is  dependent on lhe meteorological factors, and Reference Evapotranspiration (ETn) presents  the effect of meteorological factors. The following Meteorological! factors  are taken inlo consideralion 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
(11} Selection of values for crop coefficient
The effect of crop on 4s  waler requirement is  represented by  crop oo-etficient (KJ. This  is presented by  the relationship between Reference Evapotranspiration (ETJ  and crop evapotranspiration ETPW <x  ETt as  ETfJnp = K^ET^ The values  tor crop coefficient vary  with the crop, its  stage ol growth growing season and prevailing waler condition The second stop is required to setoct suitable values lor crop coefficient.
Ill} Effect of agriculture! practice and local conditions
This   jsquares   evatualsng   Itie   effect   of   climate   and   its   variability   over   time   &   apace.   This   Also requires to evaluate the effect ol soil water avaltooiSity and agricultural & irrigation prachces
The three steps  as  enumerated above will be able to give the crop waler requirement during its  crop period at monthly  I niervai. This  requimmant willbe in toe field. Therefore, the losses  m the irngstsoci system have to be incorporated to arrive al the water requirement at the head of the irrigation system
___________________
18
Water Works Design & Supervision Enterprise
tn AssMtaUdO vrttb Jflterc.<iBttoe0iUI fdcsulunts and TBdmncnia Pvt Ltd.ArJa Dedes» Irrigation Frojcci
Irrigation &. Drain age
2.3 Sources of Climatic Data
May 2007
There are three obaervjijian stations  tar recording' climatic  data near by  lhe project area These meteorological slalmnfi are bated Ht Bedels. Jimma and Diddessa While Bedele observanon station does  not have wind speed DlddesM e&servHtion station does  not have rfrMfds  of sunshine, Thus, Jimma Dhsa^ation statori Is  the only  station, where recorded data for al climatic  factors  are mailable far sufficiently  long potatfs  The climatic  data measured al lhra Station are ramiali, temperature, IretatfVB humidity, sunshine hours  and wind speed The climatic  observation slglfan al Jimma has  very  long and reliable records  al dlmato data By! the observation stalled located at Bodefo is  Closer to the command area However, there ■& elevation difference between observation slalmn at Gedele and command area Therefore, the climatic  data of Jimma and Bedala have been used for calculation ol Reference Evapotranspiration fETg) after adjusting the same far elevation difference. The summary  Df the Meteorological dwect eristic* competed for the prefect area rs  given m Table 2 1.
Tjbl* J-1 ■ Summary cl Meleorolog-liL.il Characterlllit J cl th* project area
Jan
Feb           March
Month  Jy Mea/i 7efl
iperatu/e
April
iff *C
May         June      July         Aug       Sep!        Qcl               Nqv                    Oec
Average 21 9 23 15 254 25 05 24.03 2209 21 32 ai 19 21 83 22 35 22.144 re 99
Mtn             19.5           2CH<        23 S3          16 26    15.69      2D.96     19 99       19 68     21 06       20 !9          T9 Oil          16 92
Maw 24-6 24.9 27 37 27 72 26 19 23 41 22.72 22 34 23 2 24 25 25.051 32 86
RtitorJvfl
Average
64 77
5897
56 63
67.97
75 72
81.07
67 46
88 52
BB 63
64 5&
79.366
72 44
Min
51 5
43 2
45 09
57 43
66 23
55.6
61 77
72 23
82 49
F4 24
67 667
55 37
Ma*
77.3
71.66
64 08
82 17
66 16
90 3
93.1
97 53
95 67
94 73
93 187
85 13
Av&fBQe
0.02
O.S
1.0
1 08
1 04
0 56
0 62
0.51
05
0,51
0.48
0 51
Mn
D62
QB
1.0
1 OB
1 04
o as
0 62
051
D5
0.51
0 46
0 SI
Ma*
0.62
o.a
1,0
i Oft
1 04
0 86
0 62
0.51
05
0.51
0 40
0 51
Sunsihin it Ho-urS iJJari/rfayJ
Average
8 155
7 639
7 452
7 287
7 624
6061
3.703
4 059
6 164
7 655
fl 3245
8 306
Mln
6.05
4 90S
4 592
3 304
5.428
3.364
2277
t6
2 622
5 ?7B
0 1121
8 634
Max
10
B BIB
LI 744
9 44
10.15
B.12
5.445
82
9 12
IIJ Q0
10 201
n 02
2,4 Estimation of ETo
ETn has  been calculated by  me Modified Penman-Monteith rnelhcd on ■ monthly  basis using a sltmoted c  Itmotetagical data for I he project area for each month of the/oar from 1EM51 fa 2004. These have been calculated by  Penman-MOntfiilh Approach with computer programme available in FAO I 4 D paper No 46 These value? far I he mean monthly  are available in Table 2 2 From These values the average Efe 85 well as 75%, 90% and 90%
______________________ _______ ___________ ___________________________ __ 19
Waterworks Design & Supervision Enterprise in Associmua l(iiefCflrnln*ntal C&nMiJlanLs and TtchtincraLi Pvt. Lid.4rj0 D*dMsi Irrigation Project
Irrigation &. Drainage
May 2007
dependable ETfl have been catcurated based on non-excsedance probability  as  shown in Table 2.3 ETn has  also been calculated an the basis  of average monthly  climatic  data for lhe period of 1961-2004 The average monthly  values  of ET,: derived from the monthly values  of ET0 calculated for each month for every  year of record and 1hose calculated on the basis  of average monthly  climatic  data laity  very  closely. 75% dependable valves  of ETa based on non - exceedence probability have been selected tor planning
20
Waler Works Design & Supervision Enterprise
In Assoc iaUap with IntertoatlncntiJ Coasuliacti and Techoorntis Ptl Ltd.Arjo DtdfssH trrlgaUc a Project
irrigation. 4 Drainage
Tahta 2.2 : EilifflJtatf Monltily ETO 0* ArJo'C'ddtS** Project Ax«a fin m m.'m*rHP)
Sffiar Jan March Acm M»y Jww Aty Aug Sept ]_Oct£_Noy_
WAY iWJ
.
Annual
i!969         US      114     140      ■33      133     107    90.1    94 8    112    122    1 11     39          1389
1. 1901 1952 1953 1964 1965 1966 1967 1965
116      110     139      12B      116     109    94.2    110     133    132    116     IOS         1403
1OO 105 144 130 137 105 816 77.4 112 112 104 99 ISM
IM      104     145      103      104     932      84     92 9    109    124    127     no           1303
122      117     144       HQ      140     104    84.3   86 5    1=6    132    116     119         1420
119        tie     ISO      123      137      59     96.2    106     124    520    116     107         1410 114      116     13B      142      135     102    95.1   93 1       HI     *34     123     104          1*M 107      124     143      133      143      H8     97 7    103    127    125    111     107         1444
109      T14     140      139      127       ill      81.4   89.9     IdS    111     122     IDS         1350
: I97G 1071
p72 1973 1974 1975 1976 1977 1976 1979 1960 19a i
psa?
124      124     157       137      143      tip      99.4   99 7    172     I2S    107     102          I486
113       109     139      135      132     iOS    90.8   93.2    111     124    113     102         1386
120      122     140      151      135     IDS     105    102     125    131     526     104         1466
110      120     101      140      152      US    87 2   95 9     119    ■34     120     104         1404
111 11? 140 127 143 105 103 102 109 126 58 6 104 IMd
110      120     144      130      127      99     84 7    757      96      120     iw       108          1332
115 123 144 143 125 111 90 8 94 8 105 IIS 104 105 1375
105      109     135      135      132     104      90      96      113    120    110     IQS          1362
119 101 144 141 135 107 BO 94 2 108 118 114 100 135?
104                  130      131      125     101    31.9    953     98 9    109    1Q9    104         1299
102      102      130      132      134     107    90 9    94 5    111     123    no       107         1343
117       110     124      124      137     106    90 1    99 2    0E.fi    113    120     102          1330
112      105     144      ■29      128     113    92 3    92 5    116    120    iOS     ?02          1368
B9S3       110        H6     141       143      129     122     106     94      100     115     115     103          UDI
[i9&4        111      121     146      151      127     107    97 4    966     116    133     120     107         1432
fc9&5       116      113     142       I3i       122     104    84 1    07 1     109     120     118     103         1349
19W
1987
1993
106        nd     134      121      131     91 3    88 2    95.6    38 5    118    120     TJ?         1320
114      116     134      142      119     105     10T     98      122    124     115     123          1412
117      113     150       145      142     113    04 2    103     100    129     121     108          1443
:1909        115       117     137       132      144     115     92      105     113    128     112     100          1400
1996        116    54 41     133       107       104    f?4      90.6     95        HI     136    117     114          1311
159-1       117      113     137       129      118     112    M 8     111     135    131     115    954           1411
1992        106       110     146       139      144      109    04 5   HO 3    113      iiS    1CB     IDS          1300
1M3         TIG       105     145       129      132     95 4    844    94 J      tlO    127     117     105          1365
1994        122       120     149       130      141      105    95 2    67 0    117     132    122     116          1437
1995        1.22      121      104       130       nd      B94    96 4    109     128    122    116     111           1439
i»e           114       120     142       147      135     101    95 8     $4      113     134     123     107           1425
1997         117      1?4      153      134       lid       122     100     107     132    134    >17     119          1585
1998
195&
2000
«1 121 149 140 132 115 82 6 91 9 112 119 124 104 1419
114 114 145 137 135 109 ft? 4 96 3 115 127 111 106 140?
123 124 162 144 151 1.25 103 104 126 129 110 109 1510
2001
117
113     144
139
137
110
92.4
96
115
130
118
111
1429
200?
124
123     147
154
142
111
107
106
129
1M
127
110
1515
2003
ns
126     153
145
157
117
88.2
08
122
139
126
112
14M
2004
119
120     1-12
135
ISO
ioa
100
104
112
130
61 7
112
1393
Waterworks Design iSupervision Enterprise
In AssUdatlrm with lnLErconLLiiRDu] Cnisultants an d TtchtJUCralj hi. Ltd.Arjo Dedessa Irrigation Project
Irrigation & Drainage
Table 2.3: Values of ETo for ArjoDiddessa Irrigation project
May 2007
Jan
Fete
Mar
Apr
May
Jun
Jul
Aug
Sept
' Od
N*0v
Dec
Total
Average far 1961- 2004
ETt
MorMNy
115
115
143
135
134
107
91.3
96 5
114
1?5
- -—
114
107
1397
Daily
37
4 11
462
4.51
4 33
3 5B
2 96
3 11
381
4.03
3.79
3.44
7S%,
MonlNy
119
120
14J*
142
142
113
97
102
121
130
123
110
1435
DjJiily
3 83
4 29
4 79
4.74
4 57
3.77
3.12
3-23
4.04
4 1$
4.09
3.56
Monflhty
120
121
150
144
144
114
9*8
103
123
131
125
111
144ft
Daily
3.B6
4.33
4 03
4.ao
4.63
3.01
3 16
3 32
4.09
4 23
4.18
3.59
MpnlMy
122
iff |
153
148
149
113
1Q1
107
127
135
131
114
1471
Daily
3 95
4 45
4 94
4.95
4 79
3.93
3.27
344
4 24
4 34
1
4 35
3 67
ET,
baaed
on
monthly tlinvalic
data
Monthly
t14
114
142
134
133
107
92
96
J
124
114
107
139D
Daily
3.69
JOB
4.50
4.4fl
4 26 —)
3.5?
2.95
1
3.10
3.75
4 00
3.79
344
I
2.5 Crapping Pattern
The Project is  being planned for cuKivatfon oi cereals, pulses, oil seeds  and other hOrtfCUrtUfdl crops. Therefore the crop water requirement has  been calculated based -an the proposed percentage of land allocated for the different crops  In order to get I he bes  I results, 11 is  intended to Increase the cropping intensity  m phases. Phase - I and Phase-ll. In order la maintain the fertility  of soil two crop rotations  have been proposed, fn phase-l 1he cropping intensity  of 126 to 136% has  been proposed, which are available m Table 2 4 (a) and 2 4 (bi and illustrated in Fig 2 1 (a) and 2.1 [bj for Rotation 1 & ? respectively  in Phase - II- the cropping mtengny  will increase in the range of 156 fo 173%, which are available at Table 2.5 (a) and 2 5(b) and illustrated in Fig 2.2 (a) and 2 2 (0j respectively
22
Water Works Design &. Supervision Enterprise
fu Association with Intercontinental CuO«ultanLs and Technocrats Pvt. I,idArjo Dedessa Irrigation Project
Irrigation & Drainage
May 20C7
Table 2.4 |al: Cropping patlorn . di*tribulibfl Of if03 un-dflT Phase' I /Crop Rotation - 1]
Se
No
Crop
Percent a re a under crop
Wet
Dry
Total for a
year
i
Maize
20
15
35
2
Rice
30
-
30
3
Wheat
-
15
T5
4
Oilseeds
05
05
10
5
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
fable 2 d-lb>: CiQppifif paEttfO - diilrlbiptitat Of area under Phi*frl (Crop Rotation 2)
S-
No
Crop
Percent area
under crop
Wet
Dry
Total for a
year
1
Maize
20
25
«
2
Rfco
30
-
30
3
Wheat
i3
is
4
Oilseeds
06
OS
11
5
Pulses
06
05
ii
fi
Vegetables
05
05
ID
7
Perennial           forage and grasses
03
03
-
06
a
Perennial              fruits trees and coffee
05
05
10
Total
75
63
136
’3
Water Works Design t Supervision Enterprise
In AssoelaUQD with Intercontinental CimltUiU an d Tecbflflcra ts Pvt. UMArjo-Dedfiss* Irrl Eatlo-o Project
Irrigation & Drainage
r < ______ _ _
Table 2.5(a) : Cropping pattern - distribuEron clarea und«r Phase- ill (Crop Rotation 1}
May 20D7
So
1
Crop
Percent 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
Pulses
OS
□5
10
6
Vegetables
OS
05
10
7
Peren nrai      fqrege         a nd grasses
03
03
06
a
Perennial    fruits    trees    and Coffee
05
05
10
Totm
0B
I
M
1
156
________________
Tibi* 2 S (fe) ; Cropping p-a.ttv.rn - di-slfibutlora of araa under Pha&&- II (Crop Ro-tliion
S.
No
Crop
Percent area under crop
Wet
Dry
Totat for a
year
1
M^tze
25
25
----------- -—
55
2
Rice
45
45
3
Whrfral
30
30
4
Oilseeds
06
06
12
5
Pulses
05
05
10
6
Vegetable
05
05
id
7
Perennial forage and
■grasses
03
03
06
a
J
Perennial  1  ruils  trees  ar*Cl coffee
□5
05
TO
Prtal
M
79
24
Waterworks Design & Supervision Enterprise
[□ Asswlatluii with tolercuiiLlJieiiLHl Censuitama nod TccbJiacraLs Pvt LidAiftt ttediMsa in ijjabon pojKi
Planning ana Agiowny R^pgri
frO.
Flg< *(■): CropplBf pj|it»mFh>** IJ Crop r*titl*n-l}
75
E
t £
kJ
4b
■:.: .'. v^'LD ■■ OhAGLE AN0 GftASSES'3 / peremmal FRUIT TREES ANPCCFFEEJ
VEGETABLES^ PULSES-5
QtL S4EP&5
K
VEGETABLES-5
PULSES-5
MAIZE -2D
OIL SEEDS-5
>-
jl>
/
fI
MAIZE-15
■
25
1
)
;*
BftEAD WHEAT-ID
PADDY'
DURUM WHEAT-10
Water Worts Design & Supervision Enterprise in ameum weh ICT inaaLTD
25PfRCCMT
btydtem pnMd
Agr-CMturai PlirvinQ *n* Ag<crwxr., Repon
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2€Mo St
IxMKl
*jncu*Lz« Pt*nrw»0 »*Ml
Flf. 2(b|: Cropping
II, iCrop r»l«tfc>n-4)
FpfcAj£ C*iC-t As:
-•i.. ’ CRC^5 **C : XF£B-5
^GeTAw-ES-f
Pu.5fcS :
l- t !>£*££■ t
2.U&UM /i*m£at 10
PACv>
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'.7iM' Aorks ueugfi a S^jpB^rSk n tniBTiK in jifc^*«i»or wifi’ inM l C
t*rRGBNT AREA
Arjc Cfrdeiw ii Ration p‘oject
Agricurturai Panning and Aflronomj' Report
100#
Fig. 1(b); Cropping P*tt*rn Ph**o |h (Crop rot«tion-2)
FODDER CROPS AND GRASSES 3
FRUH TREES ANO COFFEE-5
VEGETASLES-5
PULSES-^
OIL SEEDS-6
VEGETABLES-5
PULSES-5
OIL SEEOS 5
MAJZE-20
MAJZE-25
BREAD WHEAT-5
DURUM WHEAT-10
MONTHS
UVarei Woiks Design i Supervision Enterprise m association with iCT India LTDA/JO-Dtdwwa ]TTifaUDn Project
IrrigaUoni Drainage
yay
2.5.1 Planting Dates and Crop Calendar
The planting dates  at (he various  crops  have bMn proposed by  .Agnuu Hui jJ  Ptannina GWP Cased on the local practices  and experiences  These are avaHabte n Table 7.6. Ths calculation of water raqi^reon&nt hM been est'rfiated based on lhese proposed typefl pl crops and (heir cropping calendars.
2-5,2 Crop Coefficient (kt J
Kt is  the MpflrinHntflVy  derived crop coefficient trial is  presented relate ET„ to crop evapotranspiration (ET:iDp or ETt ■ >QETa}. For the given crop types  and cropping prttenK the corresponding k,-; values  are selected from FAO'a publications  and other literatures available on I he SUbjed end rhe mnnthty ETr lor the respeCHVe crops has been cbmpuled
Ta hie 2.6 CROP CALENDAR FOR
51
<ic
Wet sesson crops
Dry season traps
Crop calendar
Crop
period
Name g( crap           Crop Carendiar
Crop
Period
1
Narrw of
crop
RiCfl: paddy
(plfriEjftgdatell
Rkc paddy
1
--------------------------
2
Maize
Wheal
GmndnUI
31* may to 12* Oct
20TJuna Io iSROcl
------- -
135 day
i l&days Maize 7"Doc :g 3 ‘ Apr HSdays
3
4
■>nn                                              Wheat
25* Nov 10 29* Mar
125 day i
10” Juno to 7”Od
■20 days
jGrourdnut
1b'Dec to 24* Apr           130 days
5
Sufi Bowe*
Sunflower
6
7
Sesame
15 June to 27*Oct
20° June la 25* Sep
H 35 days Mda,s
Sesame
f Cec !d 15’Apr
i Dec 3o 9 Mar
r’ Uec to 15 Mar
n
e
9
Soya bean___ _ HflLTtCDl OfiSfl
Ftotalo
135 dByt
12S days
12D days
Soya bean Haricot bean
Potato
1 Dec to 14* Apr
2D' .^tovlD J-t'Mai
u
10
11
Onign
«ST June to 27*Oct 10* Jurve to 15* Oct
i 20* Jone io 17*Oct l’ July to 20”Ocl
Onion
V
» .AM£to30’Sflpt 1 1 Nov to 31* Oa
112 days 92 days 3S5 days
Cabbage
P-
15  Jan Lo S " Apr 15'Ow IQ Ta” Mar
12
ia
14
Cabbage
Alfa-AIM Hybrid Napier
C<nw            i Olhgri
1* June io 31* may 3B5 days
T' Oct to J0's«r.i 385 days
A J a-Aj fa Hybrid Napier
Citrus 5 otners
365 days
Wi'daySSIda,
365 days
136 days 99 days 135 days ' U5 days 125 days BO da
9lda.
365 days 365 days 365 days
15
1
Banana 1' June lo 31 may
Banana
36$ days                        3fls da-.s
16
Cotfoo
l‘ Nov to J1v Oct
3B5 days
355 days
CoS*
365 da^s
365 days
Nliic; - The proposed peroentage uf crapped Jft-ii v n ics Jrom stison Lu sea joi .. dun ng toLdiioii under both Jphisei-1 Si !J.
Water Works Design St Supervision Enterprise
29
3g Association. With falerttDlldfiEUl CoQsuatants urf .Tecba^rais Ptl lid.Ar J q Dedessa irrigation Project
Irrigation & Drainage
2.6 Effective Rainfall
_ _______May_20jr?—_
The average annual rainfall in Lhe ccmmanj is around 14 53 mm. Hie monthly rainfall date at ihe project area «s  available (for detail see hydrological report). The result of monthly average, 75% and 80% dependable effective reinfasl is tabulated in Tabte 2 t
nt>l* 2 7: monthly av«rao»E and 75% 4 50% dtpondabla cFfccErve rainfall (in mm]
Jan
Feb
-P*
Mil,
JlZl
Jul
■Scpfl
Ctl
1*nv
Det
Tfflfil
Adrttsgrf rainfail
15 3
te4
53 6
69 5
IflDfl
M3O
245 9
239 3
223 6
115.5
31 4
12.7
*453
ran.
3
2.6
20
29 9
32 6
116 1
1J2.2
127.3
1256
47 4
10.2
22
699.1
eo%
10
0.2
151
229
72.9
__—---
107..5
1
I2J9.4
121 2
121 3
3B 4
87
1.D
640
2.7   Calculation of Crop Water Requirement
Seventy  five percent dependable monlhly  values  of Reference Evapotranspira1>on (ET0) based on non- exceedance probability  have been selected for calculation of crop water requirement Appropriate values  for crop coefficient have been used. Accordingly calculation for Crop water requirement has been made for all types of craps The details of these calculations  are given in Annex-V||| of Final interim Report The abstracts  of the monlhly  crop water requirement based on the oraposed cropping intensities  for differenl Crops have been prepared for each crop rotation under both phases In these calculations, besides  cropping intensities  for different craps, the losses  m the canal System have also been appropriately  accounted: for Therefore, these calculations  give Ihe gross  mpnlhly water requirement at Ihe head of canal bolh in terms of depth or waler in mm and m terms of litre per second per hectare The abstracts of thes-e calculafexis are available in Tables
2.8  (a) & 2 Bxb) for the two rotations pf Phase-I & in Tables 2.9 |aj ft 2.9 (b) for the Iwo relations under Phase - II. The duly m terms of titres per second per  ha is based On 24 hours  running  ol  the  canals.  The  abstract  al  the  gross  monthly  waler  requirement  at  head pt primary canal for two rotations under Phasa - 1 i II A ire available in Table 2 10. The labte  shows  Ihe  gross  monthly  water  requirement  both  jn  ierms  of  depth  of  waler  mm  as welt as duty m terms of lilrtfsacond/ha
Water Works Design & Supervision Enterprise in Association wLth [mtrciiutlstntal Consultants and Technocrats 1m. LtdArjo ttedctta lrrlgactoa Project
Irrigation & Drainage
Table 2.6 (aj CROP WATER REQUIREMENT Phase I Rotation I
Nay 24)07
IJfeli in mm
□op T,f«
‘L'UCOC’J jmL* %
JAN
U||
Afl*
l,-arik;4* riairi-.
ri^wi
U-—.—---- --------
“tt
...
Ck<
***>
twc
|M4>tatai
Wgl
1
1
3
■
10
11
12
14
50
1
1
Ru
ire'll
rt* Ax*
13bi
:«
137 74
Utt
■
»40
M»
44 PI
»‘4J
J
..
.JBi
.l«l
_
<1*1
*0%
>4 02
50 PB
__________ ,«2J
2 01
DM
a
UH
t™ 1
uuv
0 00
OEM
1033
•ft va
1MW
V-hMi
«rti
44 40
201
14 W
1M94
□ II vHiaa.
*
3
iLltihffKli-HJI
w
i-Ji-
J ?■
3 13
a 40
cm
0 00
OM
□ 34
Is
KM
a
ItKfcwr
|C 5.
rf *7
► 11
•42
ik
DM
000
OKI
OW
□ 53
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ttt
B
Liirum*
!**
£w
r iv
□n
"W
COO
0«
4 0«
Ki 13
Fulaae
1
I
-mW
7
M*-
iJV
IJJ
B l<
14 IB
ddi
2B3
0«4
QW
____
000
'-------------
”•
2 34
•«
1
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rti
rt>
BlJ
B47
L 10
1 B2
OK
C————^
________
000
0 IB
Q4-'
7H
23 3P
V«g»1a>te
♦
1
Sr-
PJV
IM
1*1
* 10
toco
□ 00
fl U
• 43
-U
423
r
10
Oakji
|J 3.
fj*.'
• 42
? 11
B44
□«
DOO
000
400
■JI'
J*3t
11
msj
|fl 5?
■ 2*
iM
__________ 4H
»«
Uuu
*«•
□ 00
0 Ji
3 4J
□refund
>
»
40%
>2
■a a
+oaj
1 30
► 14
112
1 14
044
140
0 00
aw
□ •»
fl?v
• 14
t 17
V*
Fl’!
Imjm
i?"
L'J St
BM
aw
111
JOI
&M
OK
0K
ow
□ 00
J Mi
i* 41
«P.
• 4         _L>rwr
rJ ?
r»
*40
B4*
rm
B32
3 !w
□ 41
'□□Cl
040
a j*
4 7*
B24
591
4P 71
fflfiai Ajgitaii
L  r s-4
L
A rjb AjI* A (rtMife
r
r
40%
V 15
IM
•Ml
IH
0 ID
OK
fl 00
0 31
<U
2 01
^4 io
r wt?
T1
33
1
,...„_.- -
»B%
>Q W CW* |mftd
l»M
IM It
IM w
1441
14H
‘54 34
43.M
30 44
41 13
7*11
IMI
40 Ji
MJ W
JI Qih*
L J____________________ 1
________________
euo
----------- 1                   i—
0701
e mis
t,144
□ Q«
0*11
0 L4S
■. U S
0 »?
;■ rti
nW
C JO2
Water Works Design & Supervision Enterprise
tn Association with lotertooUnoiital Consultants aodlecimocrats Fvt Ltd.Arj& D«dttl& Serif slUgo PraJttE
Irrigation & DrahiagB
Table a.4 (b) CHOP WATER REQUIREMENT Phase | RoutlCm II
GLAUbLS
I           HL<|F i
>       "mjj*
I
1           WfMOI
lOMWl fiww
[Cjlriji I, ai»ri
HjrU.u
|c«n»
E±iBI ft gjhiqi
Water Works Design & Supervision Enterprise
32
IQ AssgcIiiUgiii wktb iDiercOnLljaeiitai CmMLlAuLa and. TetlJUKraDs PvL Lid.Arjo Dedeisa Irrigation Project
Irrigation & Drainage
Table 2.9 (a> CROP WATER REQUIREMENT Phase II Rowtlon I
May 21307
C»tip
L
II.EC
Pullen
TD-j*
•’iAj*.
LA’C"
|Urt»-u
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Water Works Design & Supervision EnLerpn.se
u uJLln WUk kMKUlkx.Ul CM-rt-U M«“!
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,
„
tmp T,„
□M in mm ok
» pili
_
5-7T H
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d G'M-jnaK-*
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»_ ’
iSvjwtaa i
■ p*ncpi &hi
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■i
i _i -      _
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f
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-*■        \ -□ *' i i ..in#, a it ;giup rat-d-r. 1.
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____" ■j=’^
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^ater Works Desigu ASupendstoo Enterprise
In AumIiLloa Wtrn littrcoiiCbuaHGDHiUJuBii aid reclinnrr ty Ki lid
14
ftArjo Dedessjt IrzigBCtoiJ PToJaci
Irrigation & Drainage
Ttb*t *.10 Grosi waler requirement at primary canal head [month wi»|i
Mar 2007
Fnase
Rqtalxxi           Particulars
’ Feo
“Mar
6
135.30 0 505 162-12 0.50® 16-9.26
0 623 193.29
0 722
Apr
36-41r -- O.KO
May
8
14.7*
0 055
Ju-n          Jul
. Aufl
11
4040 0 183
Sept
12
61.33
0.237 I'- ■?■
Oct
13
76.15
0.28*
Nov
14
21.16 0.062
Oec
Total
1
Z3
4$
GCWR mm                  139.00        170.11
1
l/s-JFia
p5Z0            0.703
156,34 0611
10
*3.68 0.163
15
80.76
16
987 40
GCWR   In   mm       ’ 142.37        203-96
21-2
0.302
91.4
1066.14
1
2
l/SJha
0.606        ; 0.540
14.74        158 34 0.06          0611
GCWR in mm             130-26        21935
1
It^Jh-a
0.673        ] 0-90?
14.74 23721
0 055 0.918
0 082      0.341 23.13       102.58 0.085      0.383
GCWR In mm
2*1
W3aj
1311.*7
142X234
II
2
lii/h >
, ______
209 35     J255.S4 O7BZ        ' 1.056
36 14
014
37.26
0.144 35.79
1
0 150
14.74 237 21
0.55         0.915
43.68
0 183
65.52
0 245
65.52
0 245
30.4        61.65       78.21 0 188        0 2M       0 202 75.51      9054        96.54 f         ■-!
ozas        0 351      0 36
75.61      91.07        100.39
0Z82      0.3S1       0.375
- -—■
0093       0 43!*
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2,8   Method of Irrigation
Ma* 2007
The manner in which water is  applied to crops  in the field1 is  known as  method of irrigation." There are three broad categories  for method of irr.galion - surface irrigation, sub-surface irrigation and spnnkter irrigation While in surface irrigation water is  applied on level either by flooding 1he surface or In furrows, wethng 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 ppes  In sprinkler ^rngation water is  applied through artificial spray as in rainfall.
In this  project surface irrigation mathod has  been proposed However, there are several methods  under surface irrigation also, which incfude Border stnp (Graded Border) Method. Check  Basin [Level Border) method; Basrn for orchard (Ring) Method, contou' Cktch Method. Level Farrow Method etc. The selections  of surtabfe 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 soil charaderiglics  and topographical features  of 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 far irrigation system is  very  much dependent on the overall efficiency  of the irrigation system, ‘which in turn is  dependent on several factors as given below.
*    Method of irrigation
*    Type ol canal
- lined and/or
• Unlined
*    Method of operations
Simultaneously & continuous, or Rotational water supply
*    Ava lability of structures for Controlling and distribution Measuring & monitoring
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2.9.1    Efficiency for Unlined Canal System
In a view of available water, overall water requirement, economrcs  of lining and 3Q*I characteristics  i.e. texture and structure. Hie canal system has  been planned and designed hs unlined (enrlhen) channels. Al rhe components  of canal system - Tom primary  to quaternary  and field and farm channels  are unhned In view of this, based on (he experiences  in this  country  and also in other countries  of the world, it is  assumed 1ha1 the canal losses  will vary  between 35 1O 40% of the discharge Accordingly, it is proposed to adopt total canal loss  from primary  to fteld/farm channel of 37.5%. In other wards 1he 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 water is actually  applied to Hie crops  This  is  very  much dependent on lhe method of irrigation and (his  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 tp 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 0.65 Therefore, it is  proposed 1o adopt a field application efficiency of 0.5 for paddy. In case at other crops, like wheat, maize, pulses  oil seeds  etc  lhe applicalran efficiency  will be less  compared Io iffal of paddy  It is  proposed to adopt a IteU application efficiency  al 0.65 iar other non-ponded crops.
3 9-3 Overall Irrigation Efficiency
With I he conveyance efficiency  di 62 5% and field application efficiency  of 0 SO for paddy  and 0 55 for other non-ponded craps  lhe overall irrigation efficiency  will work  out 10 0 50 for paddy  (ponded) crap and 0.40 for other non-ponded crops. These assumptions  are considered very  appropriate for lhe Situation prevailing in Arjo Dedassa Irngalion Project.
2,9 4 Measures far Improving Irrigation Efficiency
Though lhe proposed irrigation efficiency  of 0.50 for paddy  and 0.40 for other non ponded crops  is  considered very  apprnpnate and justified, n view of lhe very  low irrigation efficiency  m existing irrigation schemes  of Elniopia and other countries  of the world, i1 is  considered necessary  tc  incorporate measures  tooth under hardware and software categories In order to achieve even Ihis moderate value of irrigation efficiency
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The measures under category of hardware include lh& layout and structures inherent *n planning and design and these are as tallows*
-    Structures for regulation of discharge without gate (proporiiwiate
distributor of flow i
-    DucfcbilF weir for maintaining foil supply level
Modular outlet for delivering equitable waler fo fie'ds,.
The  measures  under  the  category  of  software  include  measures  under  operation  and water management and are as given befow
*    Rdal icrnai water supply at macro-tevel
♦    Regulating supply as per irrigation schedule
*    Introduction of irrigation schedule
•    Rotational water supply at micro-level
-    turn - by - turn
-    for lixed duration
2.9-5 Participatory Irrigation management (PIM)
Participation of farmers m the management of irrigation system particularly at towftr level i e., at tevel of quaternary and tertiary canals is considered as an important measure for improving Che efficiency and quality of irrigation system, In oriler fo involve the farmers in operation and the management of Hie irrigation in an effective manner, it is essential that they  should be involved right from the beginning i e,, planning stage particularly planning at micro level. However, for this  farmers  may  have to be organized and an appropriate institutional organization will have fo be developed. This  will require good deal or endevuur fo organize and train the farmers  for adopting PIM li is  proposed fo introduce PIM in Arp-Dedesa Irrigation Project n view of role It is  expected fo play  n improving the efficiency and equality of irrigation system
2-9-6 Losses in Different components of Canal system
Lasses in the different components ol unlined canal system will vary ffcm lhe pomary to quaternary  /field canals  appending on its  capacity, length and type of soii encountered through its  alignment. In lhe planning process  the toss  in the different reaches  of the primary canal will be calculated and accounted for according to the standard procedure of assessing seepage loss on Che basis of wetted perimeter. The unit toss per rnilhon- wetled perimeter will he adopted m lhe light of experience in other projects n Ethiopia _____________________________________________ ________ __________________ 3S
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Hu
and other countries. The losses  in Dthar components  Jike secondary. tertiary  and quaternary will be assumed in Larms erf percentage erf discharge II is proposed Io adopt the efficiancy of different componems canal system as given below in Table 2 11 for the prefiminary planning and design
Table 2.11 Efflctefl c y for Differ™ t Com pciite nts of Can al System
Efficiency
----------------------------------------- -
I
Component
"
i
Individual
Cumulative
Primary
0.925
0.925
Secondary
0.925
0 856
Tertiary
aw
0 77
Quaternary
0.90
0.69
Field/Farm canal
0.90
0625
Oar all
I
j
0625
The losses in different components have been distributed tentatively in the light of past experiences to facilitate the des*gn of different components keeping in view the- ov&r ail conveyance eflidancy pi 0 625.
2,10   Peak Design duty al the head of primary canal
The peek  requirement in terms  of duty  lilresfaec/ha for proposed crops  and (heir intensities for aH the two rotations under both the phases are given in Table 2.12. The figures in ih<s table show that lhe peek duly for Phase-! varies between 0.703 to 0 JMO litre per second per hectare and for Phase-ll, m vanes between 0.015 Eoi.056 litre per second per hectares. Thus  (he Primary  Canals  will be designed with a peak  duty  at head of 1.056 liter per second per hectares
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»            ■        -J. J . ^„ - _
i
—L.
Table 2.12: Peak duliftl for different crop rotations under Phase-1 & II
Pimp
R<Malidn
Annual CWR in
mm
Mobility mk
CWR in rm
Max
L/S/ha
Month
amp
mlensrty %
1
967 40
170. lit
0 703
Fe&
125
1
2
W«J4
203.96
0 840
Fab
135
1
1311 47
237 £1
O.firS
Jun
15B
14
2
1423 23
255.54
1.056
Fes
173
However the secondary  canals  will tje designed with a peak  design duly  of 0.976G litre/ second/ ha faking Into consideration lh? lasses  in the Primary  cqnal Similarly me tertiary  canals  will be designed with a peak  duly  al D.91)35 litre,'second/ ha taking
<nlo  consider  lion  lhe  losses  in  secondary  &  primary  canals.  This  is  based  or>  24
hours running of the canals This is based on 24 no jrs running of (he canals
2.11    F texi b 11 fly Factor for the Main Canal
In order Io meet any change in future as well aS for providing ftfl^ibihiy m Operation I ike adopting rotalinngi waler supply, il is  proposed to increase the design discharge of all the components  of the irrigation system. Based on the convention used in cLher presets. iL is proposed to adapt lhe flexibility factors as given below in Table 2.13
Table 2.1J: Ftezibllily Fujlqr far drff,r»n| componenH of Canal Syatrm
Component
Flexibility Factor
Primary Canal Secondary Canal Tertiary Canal Quaternary Canal
10%
20%
aw
Since  the  channels  wilh  higher  discharges  naw  more  capability  to  adjust  with  lhe changes. smaller flexibility factors have peen adopted for them and vice versa
2.12 Monthly Water Roquireinenl from Dam Site
For the purpose c-1 planning and simulation Study, the water requirements fur two sets ai crop ntadqAS for bdOi Phare I 4 II have been assessed m Lerms of rrm i Mm3 These are available in Table 2.14 :a) i 2 14 Lb) respectively
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2.13 I rrig atiDfi 5 c heduli ng & Wate r rnana ga m urtt
May 2D07
Thig may be noted lhai the actual irr^atipn wfJl be carried nut accordrng to th? irrigation schedu’e 10 be worked duI on the bass of stage of crap development, ptavailmg climatic data and water management practices  proposed cd be adopted during aclua1 operation
□t  the  canat  system  Fcx  this  there  s  enough  scope  and  suffiteni  flexibility  hn  been provided in the system,
Table 2.14 (a) Depth pf Water for various Seed arid! (mm>
Flhise I
Phase II
R&11                                Rg|2
ROtl
Rott
mm
t/s/ha            Mffl          Vs/ha
mm                               mm              l/sjha
Jan
13900
0 52            162 32         0.606
Feb
170.11          D.703
180 28 0 673 200.35 0 782
219 38 0 907 255.54 1.056
Mar
168.26
Ajx
135.30 0 505
36.4 1 0 140
May
14 74           0 055
203.66 0640
162.12 0 605 38.14 o.-nn 14 74 0.060
0.628 193.29
1___ _
0 722
37 28
14 74
0 144 36.79 0 ISO
0.055 14 74 0.55
Jun
Jul
156.34 0.611
43.00 0 W
237.21 0.915 237.21
65 52 0 245 65.52
Aug
50.40            0 IM
Sep
61.33           0237
*58.34 0 511
43M 0 !«3
5Q4 0.188
61.65 D.23B
75.61           0 282
-------- __.
50 94 0 351 91 07
Oc;
76.15          O2®4
76 21
0 292
96 54          0 350           100 39
Ni:/ 21.16
—
Q.082           21.2            0C82
,
0.302 61.4
23.13           0.089~1      24.1
0.341
_____________
Total
Dec 
80.75
102 58        0.383
it? 62
0915
0.245
0.2B2
0 351
0.375
0093
0 438
■m.4
1086 16
1311.47
1423.23
Crop
Ln tensity %
126                       136
155
173
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Irrigation & Drainage
May 2007
Tabla S.
14 (b> Volume Ol WPjhtearsfeor1Various 5cerun« (
Mti’l fo< 13665.27 h* CoPmhmasireidIAI rea
--------
Roll
Roll
Ftatl
Rotz
Jan
ie.OT5
22. tai
24.636
za.60.3
Ftb
23246
27,372
29-979
3J.9Z0
Mai
10.489
22 154
22 993
MJ M
AW
4.970
5.212
5.094
5.303
M*y
2 014
2.014
2.014
2.014
puri
21.636
21 638
32.415
32 415
Jul
5.969
5.969
0 953
6.953
Aug
eaaz
fi.BB?
io 332
10.332
8.361
8.425
12427
12 J45
Cel
10.406
10.686
13 192
33.719
NOV
2.894
2897
3 161
3 293
b«
11036
12.450
14018
16 073
‘TdUI
134.931
140.427
i79.?ie
194.488
X HYDRAULIC DESIGN OF CANALS
3.1 Introduction
The prime objective of the network of the canal system. comprising various components from Primary Io Quaternary canals, is to supply irngalron waler For growlh and
development of different types of crops so that optimum production is achieved. It is Iherefofa, very essential lhal lhe different components of Ute canal system should be
able 1Q carry adequate discharge which may be able to meel lhe needs of propost-d
crops undec 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 Ibese issues have already teen discussed m previous sections ol lhe report. The canal capacities, for which hydraulic  designs  have been made, are based on 24 hour running of canats.
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3.2 Design Criteria
Wap 2DJ7
The delated criteria for the hydraulic design of unlined canals have Seen prepared and furnished in the "Criteria for Planning 4 Design of Irrigation system vrde Amftx  - V al Final tnterim Report- Vol VI. The hydraukc design of irrigation channels has been done accordingly
3.3 D&sign of unfined irrigation channels
In view of lhe fact that water is available in adequate quantity and there 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 irrigating system have been done accordingly. In this  context the prime consideration is  that the channel should be non. silting and nomscounng i.e. the 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 *n an open channel has seen calculated by the continuity
formula
Q-AxV
Where O = discharge m m’teac
A - area ol the cross sedion at th# canal in m"'
V = mean velocity al flow m mJ.(sec
The velocity has been calculated by Mannings formula
JB
Where. V = Mean velocity of flow in tth'shc
n = Rugosity coefficient
s - Sieve of water surface
R= Hydraulic mean radius (R = A/Pf
P= Wetted perimeter in meter
A- Cross-section of th* canad in m?
n) Rugosity Co-efficient
The value of rugosily  co-efiiciant (which is  denoted by  'n') varies  according to physical roughness  of lhe side and bottom of the channel and it also depends  on discharging capacity  of lhe channel Based on experience and general practice lhe fallowing values of n' have been adopted
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For Primary Canal (equivalent to distributary)
n = 0.0225
For secondary Canal (equivalent lo minor)
n- 0.025
For Tertiary {equivalent to watercourse)
n = 0.025
For Quaternary (equivalent to field channel)
n = 0.025
iir) Permissible Velocity
Wdh a view to achieve a non-securing * non-silting velocity  and taking into consideration the prevailing black  cotton soil and similar soil as  bed material, a permissible velocity of 0.6 m/sec to 0.9 m/sec has been selected as
rv) Longitudinal slope
The longitudinal slope plays  very  import ra&e tn generating velocity  The longitudinal slope of any  irrigation channel wll depend on the topographic  fealures  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 to generals higher velocity  where as  in case ol lower discharge slightly  steeper longitudinal slope will be required to get the desired velocity. A longitudinal slope ol 0.02 per % has  been adopted for the primary  canals, in the head reaches, which has  been increased subsequently  in the end lo 0 03 per %. It may  be naled that primary  canals  are contour canals, hence the alignment has  been adjusted to get lhe 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  more  steep,  drcps  have been   provided   suitably   to   adjust   lhe   natural   slope   Tertiary   canals   also   have   been aligned  along  the  contour.  Accordingly  a  Slupe  of  0.033  to  0.04%  has  been  adopted. The  capacity  of  quaternary  canals  has  been  kept  the  same  as  the  parent  tertiary  canal. But  the  quaternary  canals  are  alrgned  along  the  slope  Therefore  d  suitable  slope  has been  adopted  to  keep  the  velocity  within  required  limit  and  tails,  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 non-sitting over years-have shown the existence of certain ratio between bed width and depth A graph sharing the relation between lhe bed width, depth ratio and discharge of Lhe channel has been provided far guidance vide Fig 1.0 of
____________________________________________________ 44 Water Works Design & Supervision Enterprise
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Annex  - VI - * Criteria lor Planning a Design of Irrigation & Drainage System" under Final Interim Report. While finalization of the hydraulic  design of the canal system, informalion in this figure has been utilized for guidance.
vt) Critical Velocity Ratio
The entieal velocity, which has  been defined by  Kennedy  as  velocity  pcevaiting 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 appropriateness.
3.4   Hydraulic Particulars of Canal System
Based  on  the  above  discussion  the  hydraulic  design  of  different  components  of  canal system has been finalized. These are available in tite report as indicated below:
i) Right Primary Canal
h) Left Primary Canal
iii) Second ary 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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Table 3,1: - Hydraulic Particulars for Right Primary Canal
Rogosity coefficient (Manning's n = 0 0225) Canal side slope (1.5 1 for cut S 2:1 for fill)
Maj W
SI.
Cumulate? Main canal Distance in progressive
km discharge of
lhe
Bed Brt widin level
(m|i (m>
Modty
(mW
__ , ■< W J_____ 0.643"      0.0002;            0-6772] u 63?        :) 0002
0 637’ 0 0002 0 574.
Canal ted Cri&eal veiocrty V*
mfo a m
VAfn
Fees 
UQiMd
(ml
0 0_
ps-l
«S-2
R5-3
ftS-4
RS-5
RS-6
RS-7
iRS-9
RS-10
RS-i1a RS. 11b RS-12 RS-43 RS-14 RS-'5 RS-lfl
RS-17
„JSfi
0  555
1.692
2 951
4 14?
4.607
7 52\ 7 46a’ 7 35£
6 25
6 25
7 206        6.2$:
0.635’       0:0002l 0.633 _0.0002_
0.632        DKW
0.630        0 0002
0 529        DCC02
0 627        0 0002
0671
0.9.50      0 i >
0'-67?f 0.946, G-7q 0.949 n?r>
0.5*6        0 7ij
5 750
7.226
7 127
7 OB?
6 25.
6.251 fl.25
- - —" I
0.671
■3.666 0.665^
0.662' 0 662
— f 0.658; p.65fli
0 64 90 0 6456’ 0 6295
0 j4‘;
o.rii
0.951
070
__0.952
0.70
6 123
7 030’       fl-25
0 951
0 ?Q
10.14
10 97
12.382,
6.973 6 925
6 603^
fl.25
6 25
6 25
0 624;
0 625
o'-bOO2;
J3D002;
15 010"
$•556'
1,33]        0.621      0-0002?
'  0  6553'
15-Oltf
6 576
1.33      oukmI gooca
a  6551
17.1661            6-315
17.750) 5 2^ 10.6M
21.327* 21786 22.762
1.31      0 61T         0.0002
1_.30_ 0.610          3 00024
1 26? 0 61<f           0.00024
0.950
0 952
0 945
0.954
5*&- 5 523 4 969
4.76-
0604' 0.596
I b.wi
0.0002]
OOM2I
O-MKz'
0.6330
06238
0.6286'
•= -,
0 57fl'      0.00022             0 6168
as-iS                2 3 797              4 524              sT
RS-20
RS-21
24 8*2 4 249 4 5
26 347 4 M3 4.5
23 053 3.963 4.0
i.isj    0 569      O.DO022            0 6070             0 937!       0 60
1 16 0.5652, D.UD022 0 6004 0 975 '3 6D
RS-22
RS 23
RS-24
ZB B58
57?          40;
1.13       0 578       0.00022
1.13         0.M3     0.QC025
1 11'       0.565      0 3GO25
0.5904' 0 076 0.60
3 5904 1 021 0.00
0 5037 0.980 3.60
RS-25
RS- 26
RS-27
RS-28
RS-29
RS-30
RS H
RS-32
29 761               3 663         4.0-
3D 2B5 3.643 4 >:.1
1.10?       0.595       0 00026           0 5803             1 0251      0
1 09. D593 0 00025 0 5770 1 026 0 60
31.332
31.636               3234          3 5
3 &z         3_«!_____.         1 09        l 594        0.00025            0-5770              I 030        0 60
3 186          m n  1 06        0.576       0.00025            0 5736             l.DDB      O.BD
1 08       0 581    O.OOD254                0.5735              1 013       a 60
32 960
33.810
34819’
2 99 3.5:
? 33 2.0
1.04        0.558      6.00025           0.5599,             1.015       0 60
1.03      D S43       0.00025
35 ?13              2 044         15                      Q.«     0.525        0.00025           0.5390'            D 974       oso
■■ 1    0.5564             D 976       0.60
35 922!              1 802          2.2]
097        0.500.       a 00025           0.5355,             0 949        0.50
RS-33
RS-34
RS 35
RS-36
R5-37
36.475
37 4 lfl
36.537
1.649-            2]
0 96
1.51 :          2_____
0 91
0 501        0 00025            0 5319               a w
'J 4'J. O.O0025 0 5140 a 553 0 W
1.41            21                  0.6H        0481        0 00025           0 5031             0 955        a 50
39 556              1 199          1.5                       007           . 49       0 00025            0*994
_
■■; sb 1’   o.sd
40 207              0.994          1 5                       079
;? 466     0 000285
0 4695;             0 997       0.5D
RS-38
RS-39
RS-40
42 '333              0 735
1.3
0 72        0 433     O.OW285           0 4425'             0.979        O50
43 109              0 624
1
072         0418      0 000265           a 442S             0.945'      OSD
------ ---------------
44 166              0 563
1
068        0 407
0 000285           0 4 266             0.954'       0 5
r
■
- ll-LH
. 1-
__
1 — — 1-
4fi
Water Works Design & Supervision Enterprise
In Association with Inltrconilneata) Coosulliuts and Technocrats Pvt. Lid.Arje Dtdess* Irrigate o Project
Irrigation &l Drainage
le    3,2;    Hydraulic    Particulars    far    Left    Primary    Canal R&tpsrty eaeRicier i (Manning's n - 0 02251
Cifiat jitfD slope (1.5:1 rar CuL & 2:1 lor fiHt
May 3DG7
■———
SJ r^i C jnbUb«v  Wjiin
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37 05                  £266       5                    bS5        0 61*. 0 00027/                      OBlu 0 97ft
fl M               9 K* 3            ID3i
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0 Eli              9 K*9            ! 353
Mi         0 614] 0 0002221                   0 627       0 960               060               ■7 I,-:-            (KK
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40 10                 5 101        3
a 23        0 51? OOOOZZ2                   0 623        0 962              0 5U              9 4.J4.1           643
31
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3-3
4O4jJ                                  5
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42 24                                   3 *«
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—
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--------- -q
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0 554 OOOC22/
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0M9 0 000222                       0 5*4        094*
r
o sd 9 0?4i FLM
9 CMOS            rw
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40
4-
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41
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41 52                        3 ’«5. 3 !■ 53 96                            JA
M 33                 2 741       35 M 73                  3 6*4          a 5
. . ..
0 576 QGC025                       0 570 I 0K>
Q
c&
1 0         0 556         0 00025               0 MB 1 Olfi
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0 Oil 7 '■■ - 2«-a
339-:
0-39 3 554 0 0002s 0M2 1021 C 6.1 7 13695 4?(l
0 99 0M9 0 00025 0 5id 1 Old DM 7 03J-i’ 3M
2.4F*      J 5
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55 36
57 a?
Q94         0 335         0 00025,               0 525        1 025               DM              6 4KZ             G33
i y-w        3
0S9         0 31?        0CO025               0 507        1 OiQ               DM              ajcM        2463
H------------
—---------
-------——1 -------
j■----------- —.— ------ L —J — - --------------
45?
63.15
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0 70         0 425         0«Q25                  0 43’.       0 976                GM
*S7
Water Works Des Ign & Supetvlsion Ente rprts e
In AssoutKduc wiita IcicrctiwUceoial CoasoUaDts aadi TtcDnocrats Pvt. Ltd.*rj o DetJess* trrlfation Project
Irrigation & Drainage
Table 3.3: Hydraulic Particulars for Secondary Canal-RS^IB Rogosity coefficient [Manning's n = o 0225)
Canal side slope (151 far Cut & 2 1 for fill)
May 2007
HQ
Cmui
*»
O5t»nrt
ri m
C-rfful
pnqrMW
*
aicwge
Rvalh
|ml
FSD
[m]
Cw*
(VMMJ
CrTX*
,-Hwry Vji
■ g MO*
’HVl
-------- —1 V-VB
wtned
MnirwiB
r
*tw=n
>ngifi
1
OKI
1
0&1
0*1?
D DD03-3
1 WT
3.20
OM
D 42
2
M0
11 '
1
^054
GJ 03
0 MB33
Cl Mi
1 045
3W
300
QM
3
<500
1
4] S5
dw
0 00033
CV
C3Q5
i Ci ----- TT—
2 9ft
30C
D 37
i a?
xo
*
w
os
Oii
000033
03*1
5
I2OO
05
a ss
3 00033
03?
3 3B
2M
M
0 223
"l5Ki
5
0 312
nnMJj
0 335
234
300
0 221
7
1»0
'ow
0 44
OJiS
a 00033
a 323
0 975
2.09
ji'fl
Q.1E-
?1W
OS
0»
0 307
00004
1.1
ir4
K*
0 11
“fl
20 53
L
lO
------------ J
Table 3.4; ■ H ydraulic Pa HiCUlar* tor geecmdary Canal-RS-17. Ragosity coefficient (Manning's n = 0.0225)
Canal side slope (1.5:1 for cut & 2:1 for fill)
SI ’
ng,
CijHiuMh
■I
fl tan
StCtXKM'i- LJh’tJl
t
0>icn*^e
IWd
m4IM
IrtlJ
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4ffl&
FSD
C-M
vwwih
[M-mJi]
C»nji
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we
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ponme-ier
ier-yr.
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13
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0 342       ’«
i 025
3 JM
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IS BOO
1ft_ ■£.:
cyi       1 00
fl ft?
0&»
0 64
0 433 0 00033 0*23
0 429 J 0 XG33 _ 0419
0*29 0 DM 13 0 *10
1 045
3 300
300
0 497   11«
i AC1
0&2 SO
0 419               0 M»33
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D<07
0 394
i 04 2
3 23S
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300        I
IB      i-iifcj IB      IBM
20
2t         >400
“22         2700
23 X<M
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0*2       I DO
0 369      frN
0315 L' id
0234      CM
• VW a1 l&J
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3 Id?               3 03033           3 LSI
1 Ulft               2 BBS
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0 S3            6 371               D DOO33        a >31
DSJ             3 JU                sj 0DDJ3         0 359
U 075 2 713
09K 2 47$
3Xi
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0 49             0.33                 a co? j i         0 346                    ,_&9£4                  2 257
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3 IS :< w
n i u T 0 93
0 4.1
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m
2G5O
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300
-- ■‘“i__________
■ -,’i iM
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- r—
33.713
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~27                              L          L
t-         r
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______________________________________ ______________ _______ ____________ 4$
Waterworks Design & Supervision Enterprise
In tssoclation irtta Intereonunemal Ceos vitae w md TeeljuDcrau Pit Ltd.A rjo Ced-csss rjTljTj±Llon PtdJecI
Irrigation & Drainage
Tabla 3.5: Hydraulic PartJculan for Tarllary Cabala Urnisr Secondary tnul -R5-16
Rugosity co&lficienr (Manning's n = C.0225) Canal side slop* (1.5:1 forcLit jS 2 1 for fill)
May 2007
___
Name o*
Bloc*
(secondary
c»nalj
Tertiary
canal
0*5>yn
capacity
■nVa
Ocsign
rapacity
ytilll
r^xZwhly
(■do*
120*)
Bed
wdEh iA
m
length
or
tertiary
cabals
Jffl)
FSD
in <m)
0?rt
Stops
v#xiy           Va        V V*
RT 16-1           21 33
0 024            »»             &M         0 20        0 3003     Q-M           0 195      1 M
0016
390
p I 70      ■'• WJ      0 IT?          0 176      3 00
: 22        D0CO3    0 20?         0207      0 935
Q 190       4 MJ      n '.s            &i&9      0 954
022          00003     0 212         3 207      1033
RS-16
Hl ■'»-?               ?4 20       0G13 25 13        gfl?4
Rl Mi .1 T4 gs 0.OM RT-1S-5 2953 0J73 BT-iM iai2 0017 RT 1^7 <2 a$ 0031 RT-16-B 1B 96 0 010 RT- ! E-3 36 7l 0 034
rtrib-id 19 SI ootfl RT l£-H 34 85 0.033 RT 16-12 19 68 D>019
Rf ’B B          2B            0 026 RT-1&-14        15 24       OOli ’ RT-16-LS        10-4          0010
340
0 020          0 30            016
O20            345
0 033          030            960
0021           0 20            543          0210      0.0003     D 'M!;            A ■      0-37
0.03? 030 1066
O02> j :'d STS
1 2’C
0*1X03     0218          D 2?5     0 97
00W3      0 195         Jl&l         0 37
0 040           °M            1113       0 Tfi        0 0003     0 223         0 23        0967
u 022             JU           578         0 210
0.0003     Q 197        5 201
0039“’     0 30           1114
>4«’
6 rAffii      0 221
i> 23 '
0 30 0 032           030
0018            J 20 0012 I 020
-. . I.
>333         0210     &.G003    0 IS?
BBS
0 5£i
0 98
90S        ■JM        0 0003     9 21*         0713       0 ^. i
5d5        0.1W       0.0003     0 t8?          DtSfl       0 99
54J        0 16         00003      D ■&*        0 168      D 97 1M4J
________
ToilIc- 3.6. - Hydraulic FirtUmlar* 1or Tartiary C*imIs Undar Secondary canal -RS-17 Rogoiily coefficient {Manning's n - 0 0225)
Canal side slope 11.5 1 for cut & 2:1 for firn
Name cH
Stock
(MKonaa
ry canal]
Teniy
cm
CO A
n hj
0es*9n
capetf
y Jn/i't
D(W>Urt
Bed
capacity with
-vdlh
♦*ut»lily lector
nV m
(20%>
■Lertfllrt   FSO
al [<nl
Indi ary
canal*
,.I™J____
Bed
Ska if 1y
V/ V.,
IfTV^j
hi >; i              65          ■fl 034       O.CflT 9 73        V 039        0 di i
0 70       522           II 17        QflCto      0 167
5 lie
bk
RT-17-3           7 57        6 KJ7        0.009                    0 20
0 20        U2            □ 17        0 303]      0167       ' 176
Rl Q 1              1977       0.019        J 027
0 30
RT-i’7-5
RT.,7 G
RT-17-7
Rl 17 9
RT-J7JS___
82          OOGB       GOOD                  0 20
2i 84        002i
M-B 0 17 UQOT3 DI6T 0: ?6
IM             Q?i         09D03      n n?        0201
—— .... 1 176
200           0 22        oixm 1        ■0D 1?6G74    d 207 574           fl 17        0 0003     0 16/       r. 176
0 17        n rtOfll
'1 24 OOM
20 54 0019
3 025 0 30
0013 0 20
0« aM u 9*i 0
i j 05
0 30
’5 32       0 015
i>0i3
0016
.:u!
j 30
0 30
293           G22        ■'.■■in j   0 20        l i 207
0 966
RF 1/ HJ         20           0 019
MM           9 18        0KHJ3      Q Irit       D-lftA
n
fill
] 22        O 00M
. ..
0 2a D2O7
RS-17
JT-IMl
25 [14          24
0029                     0 30
RT.1T.1J         19 H9     0 019
RT 17-13 27 45 0 326
'KMfrW 10 IX QOifl
0 022 0 30
0 031 039
523            r.            U MOJ     D21i 766           <J2t         J 0003     U 157
J*
2 -9
0201
n 056
u OS
r “i£i
6022                     0 30        IG44         82f          0 000 3
666            >12?       ■; . Ln     0 21h      * 236      0 «ai
._....
-M 17 16 37 44 <« ■ -r. 0 042
RT-17-K to ?7 0020 0 023
RT-17 17 25 18 0.024 0.029
RT-17-"8 71 S4 ■ -70 0.024
"flt-17-13 2i 15 0 b2{l u 024 RT-17-29 21 63 0 C 30 0.004
0.30       ■383         0 25        ■i i/ny
«M         1287         0 2?        J0303      0 20
4—= 0 T9?      '. .-DI      0 58
0 233      9 24 7    n ii ‘
■ —       0 207
i i r^jr.
*
(J 30       874            0 24       0 0003
r Gift        BM            022        O' 0(303   0 202      0 207     n rd?
0 215      c 219     n Gfl
RT4T-2I           14          0013         0.G16                    0 30
&.JG wt 022 rj ODO 3 I * ZlJ? 207
0 30 739 0 22 fl 0003 ■ 5 J*T7 r 20?
RT-1>-22        18 11     0 317        0 020
6 30       574           0 27           fl 0003 n ‘Q?        ft 7GT
'u21          ooooi     0 los.      0 20i“*
uFiaO/ t
fi 1?
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4*7
Water Works Design & Supervision Enterprise
Id Associativa wltk InteTCQDCllMtiEAJ C-nxiauJunis aad Technocrat! Prt. Ltd
-
- ■< n J
•T' KArjo DEdessa IrrigatloQ Project
Irrigation & Drainage
4 CANAL STRUCTURES
4.1     General
Different types of canal1 structures have been provided on the different components of the canal system. They include the following categories of structures
i | Intake structures for Primary canals m the dam
11) Control slructures:-
a.   Head regulators on Pomary Canals
b.   Cross regulators on Primary Canal?
c.   Escape regulators on primary /Secondary Canals [nJ Cross Drainage works;
a.   Aqueduct
b.   Syphon Aqueduct
c.   Aqueduct with earthen carnal section d- Can^l siphon
e. Super passage
May ZW?
iv)
Bodges
a.   Road Bridges
b.   Foot Bridges for cattle crossing
4,2
Structures on Primary Canals
The structures under diHerenl categories proposed on the primary canals are discussed below in brief
4.2.1    Intake structures
The Right Primary  canal takes  oh tron ths  intake Structure provided in saddle no.2 and the Left Primary  npnal lakes  oft from me intake structure provided near I he left abutment of dam. The details  of these ntdfcc  structures  are given under section 1.4.2 this Report The detailed design of these structures  have been provided in the report on Dam & Appurlenanl works.
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Mar 200?
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4.2.2    Crow-Drainage Works
Both the Primary  Canals  - Right Primary  Canal and Left Primary  Canal - are contour canal and as  such, they  are crossing a large number af streams. ^here suitable cross drainage iworfcs of appropriate type have been prodded The number Of such cross -
Drainage works is aS given below
No. of Cross - Drainage Works
S. No
Type of CD works
Right Primary
Canal
Lett Primary
Canal
Total
j
Aqueduct
2
4
6
Syphon Aqueduct
17
16
33
Ul ih
Canal Syphon
4
2
6
iv
Aqueduct with earthan canal
section
5
15
20
Total
28
37
£5
The  locations  o  f  t  hese  cross-drainage  works  a  long  with  other  details  are  a  vail  ah  e  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 tor regulattogtoDrurolling the discharge in the canal system Head regulators have been provided in the Pm nary Canals at the offtake of every secondary canal Cross-regulators have been provided m the Primary canals to regulate the discharge and levels. Some of the head regulators have been combined with cross-regulators 
The numbers ol Ltiese structures are as give below.
No. of structures
S. No
Type of CD works
Right Primary
Cana)
Left Primary
Canal
Total
i              Cross    -    Regulator    combined    wilh Head Reguldtot
li              Head Regulator
3
37
7
39
10
76
■1          Escape Regulator
1
1
2
Total
41                                  47
88
The locations  ol cross-regu«aiars  along with after details  are available al Tables  4 5 (a) & 4 6 (b) tor Right Primary  canal and Lett Primary  Canal respectively  The details  of Head Regulators  for secondary  canals  along with their lacabons  are available at Tables 4 6 fa) & 4.6 |b) (or Right Primary  Canal & Lafl Primary  Canal respectively, The escape Regulator is  located al km 1.8 of Right Primary  canal and af km 3.25 ol Lett Primary Canal.
_______________________________ __ _________________           ___________________________ 51
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n & Drainage
May -   L
W7
4.2,4     R
oad Bridge I Foot Br
idge
Road   Br
idges   have   been
provi
ded
to
facilitate
ihe
rrvov&m
enl   of
vehicles,
pedes
trian
and
livestock,
Road    bridges 
have
been
provided
at
suitable
location.
Where
ever
po
ssible
the road bridge has  been combined w*lh other structures  like cross-.r&c|ulatorsr head
■regulators,    escape    regulators    etc.    Altogether    five    road    bndges    on    Right    primary    canal and    six    road    bridges    on    Left    primary    canal    have    been    provided    Their    locations    and other   details   are   available   at   Tabla   4.7   (a)   8   4   7   (b)   for   Rrghl   and   Left   primary   canals respectively
4.2.5      Foot Bridges
Apart from the road bodges  as  discussed above, foot bridges  have been provided on Primary  Canal to facilitate pestrain and cattle crossing Altogether eight foot bridges  on Right Primary  canal and nine loot bridges  on Left Primary  canal have been provided. Of these three loot bridges  on Rtghi Primary  cana! are independent, two tool bridges  are combined with cross  regulators  and the rest three Tool bridges  are combined with head regulators  for secondary  canals. In case of Left Primary  canal no independent foot bridge, has  been provided and seven foot bridges  have been combined with cross regulators  and remaining three fool bridges  have been combined with head regulators for secondary  canals. The deiaiis  of foal bridges  tor Right and Left primary  canals  are avaitable al Table 4 fl (a) and 4.8 (b) respectively.
4.2.6      Total number of structures
Thus 15& numbers of structures have been provided on both primary canals of these there are 60 structures on Right Primary canals and 90 structures nn Left Pnmary canal B road break up of these structures are as given betow:
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B ------------- ----------------- =——                           ——"-----------------
S.No                       Type of CO works
Nn._ol Grass
Right Primary
Canal
- urairiagHjfT'
Left Primary
Canal
Total
j
CD works
28
95
ii
Control siructures
41
47
fiS
iti
Road / Foot Bridges
76
13
Total
75
90_____         1 66
4.3 Structures in Sample Area
Planning and design of mleroimgation sysiem has  been done in the sample area, which composed (he command areas  of secondary  canals  RS-t6 and RS-17 under the Right Primary  canal As  discussed in the previous  seciion lhe miero-irrigallcw sysiam i.e. canal system m sample area consists of the fallowing'
i)           Secondary canals - Rs - 16 & Rs-17
ii)          Tertiary canals         - offtakmg from the secondary canals RS-16 4 RS-17
ill)        Quaternary canal - ufltakmg from Tertiary canals
Besides  the head regulators  for the secondary  canals  which have teen provided on Primary  canals, and included m Hitr list of structure on Primary  canals  vide Table 4 6(a) A 4.6 (b). the following structures  have been provided for micro-irrigation m the sample area
r)     Adjustable     Proportionate     Modular     (APM)     type     outlet     for     Tertiary     canals     on secondary canal
ii)          Drops m Secondary & Tertiary canals
iii)         Parshal Flume m secondary canals tor measuring discharge
iv)         Duckbill weir in secondary canal far maintaining FSL and functioning as 
escape.
v)          Road/Foot bridges on secondary canals
vi)         Tum-Oul on tertiary canal to facilitate diversion of flow in the quaternary 
canals.
4.3.1        Outlet
An oulfet is  a masonry  structure located on the government owned last canal system It is  vary  important as  rf ads  as  an interface between the state owned canal system and the users  of the system, farmers  who utilize lhe irrigation water lr ads  as  the head regulator for ternary canal (which is equivalent io watercourse). Since the secondary
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canal is  aligned on rWge. the leriiary  canals  taknotf on both sides. There are 15 tertiary canals  under secondary  canal RS-16 and 22 tertiary  canals  under secondary  canal RS-17. Outlets  have been provided, at the head o' all 3? tertiary  canals. There are several lypes  of outlels. However in order to improv* the performance of We irrigation system and w1h a vew to achieve equitable distribution of Irrigation water. Adjustable Proportional Modular (APM)oullel has been provided.
4.3.2     Drops on Secondary Canals
The secondary  canals  (which are equivalent to minors) are aligned on ridges. However Lhe natural sieve is  steeper than that required lor secondary  canal. Therefore, drops have been provided to negotiate lhe difference of slope As  per actual piannsng 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 io 1.5 m. As regards lheir 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 th* end of its  course the tertiary  canal are aligned along stope where drops  are required io negotiate the slope. Longitudinal profile ol lollowing tertiary  canals  have been prepared and according to requirement the number
and location of drops have been finadized The details are as fellows
S. No
Tertiary Canal
Length
No, of drops
Remarks
1
RT-17-5
1.3 km
16
II
RT-17-4
0.55 km
a
—
Hi
RT-G
□.55 km
7
JV
RT-5
0,65 km
7
Total
3.35 km
38
4.3.4     Parshall Flume
Acc*jra1e maa^femect Ol discharge .5 vary  important f<x  achieving e
qy
it
ab H
|      distribution
of  i  motion  w  aier  W  rth  lhi9   er*d  m  v  iew   *  P  arshaH  F  lume   h  as  b  een   p  ravided  i  h  1  he head of every secondary canal
4.3.5     Duckbill weir
A duokbo! ™r kra ««„
„ lrte o,
This MB he|jj
maintaining Lhe F SL al die sometime work as escape also
Water Works DeslS11 a Supervision 
”
wra,tataul Co olaiUi
„
„ a rXocrAB rvi iwArjfl DBdBssjL [rrlfatlon Project
irrtpadoi] & Drainage
May 2007
4.3-6 Road Bridg^Faol Bridge
There is  no existing road in (he sample area Therefore no bridge has  been provided. However, in order to facilitate lhe movement of human being, cattle and/or food grains, suitable road bridges  or foot bridges  Irgve been provided by  combtnmg the same wrUi drop structures.
4,1.1 Turn-Out
Whh a view to facilitate I he diversion of discharge from lerliary  canal So quaternary canals. turn-ouLs  [djversxm bo^es) have been provrded at appropriate locations  in the tertiary c-inals.
Table 4.1(a}: List of Aqueduct an Right Primary Cans l
5.
NO
Details           of Slruclure
Distance           of structure from
□rig-in in km
Catchment area In sq.
km
Maximum flocKf
discharge m mi fs*c
3
Discharge
ol          canal m’/sec
1
Across    Wama R«er COR-6
9.4
3542
iQO year = 584
500 year = 776
7 028
2
CDft-19
32. t
40.25
50 Year ■ 55. JO
TOO year = 62 40
3 12B
Table 4.1 {b} List of Aqueduct Structures on Left Primary Canal
S. No     Details of     Distance           of     Catchment
Structure        structure from
area in sq.
Maximum flood
discharge in m’/sec
-Origin in km             km
Discharge
of canal
m^sec
i CDL-3 4.7 296
...
SOVear = 430
100 jear= 4S.5
8.931
2        CDL-25
40 28
300
50 ¥w ■ 147 5
100 jaar= 156 5
5.161
3        CDL-28
<H.8i
61 0
50 Year = 40 6
100 years 45 q
4 621
4
CDL-33
54.48
70 90
50 Yfrar = 43 0
100 year = 4&.5
'2 664 ---------- -- ---------- I
55
Waterworks Design & SuperrisipEi Enterprise
Id lH«lalloa WlLh [n[eTcooUiiBtJlal rabsullants ufl TectinacnLLs Pvi LLd.J
J
Arjfl Dcdessa rfrtjalion Project
Irrifadon ft nraljtage
Talde 4.2 (ft): Lift of Syphon Aquednct on Ft»Eh< Primary ( an;i1
May 2007
s.
No
Details of
CO woric
Distance
from origin
in km
Catchment
Area in sq
km
CDS- 2
2.90              0.075
2 CDR- 3 3.95 2 55
3 GDK- 4 6.00 1 625
4            CDR- 5                   7.60
5.84
4------------- i±" 1
pQjk flood discharge
m m’fsec 
4 73 5 62T
_5”.r 10.75
5 CDR- 7 9.15 1.2 3-6 T
h CDR- 9 10.40 1.4 1 3 26
Canal
discharge in m:i!sec
7.028
7.028
7 028
7.028
7026
6.658
7
8
g 10
ii
CDR- 9                  11 50
CDR-W                  13.38              4.825                 aw.           n.658
9.6 {            11.21 _           6.650
CDR-11
CDR-12
17.20              3.275
5.61              6.315
19.55
3 75
:4db
CDR-13                 22 45                 57 5
74.00
12           CDR-15                 26 00
10 67                 9 04
13
14
CDR-Id                 £9.70
13.87                10.90
CDR-21
33.45
1.38                 2.32-
5.981
4.78
4043
3 644
1 2.99
15
CfJR-24
37.00
2.4
5.24
1.51
15
CDR-25
30 21
15.4
16.90
*45
17
GDR-26
39.90
60
10 76
J 9*1
Table:    4.2 (t>}! Lisi of Syphon Aqueduct an Left Primary Canal
S.
No
Details   of CD work
Distance from origin
In km
Catchment
Area m sq.
km
Peak flood
discharge
in m’/sec
i COR- 1 0 60 1 95 5.50
2 CDR- 2 3 95 5.6 12.05
3      CDR- *
5.26                     1 2                   4.92
4
5
6
M
8
9      CDR-13
TO | CDR-17
11     CDR-18
COR- 5                           6 53
CDR- 6                            7.99
1 15 4 54
0,55 1.B5
CDR’ 8 8.5P
CDR- 9 923
1 85
4.26
164
CDR-10
1236
0 45
9 65
16.56
Canal
discharge
in m Vsec
8 968 ,
8.931 6.863 fl 746 '
8.701
8 701
6 701
a 455
20.65
4.3                    6.19                 8 198
27 93                   0 94                    1 98                  7 334
28.84
0.90                     149
12     CDR-21                         38 25                      05                    1.85
13     COR-22
14     CDR-26
15     CDR-32
16     CDR-35
38.55
3.48
1 78
7.292
5 286 '
5265'
40 84                   1 23
54 13                   7.05
56.70                   2.65
2 76                 5161
10.20 2 741
5 33                  1 M2 i
56
Water Works Design & Supervision Enterprise
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Table 4.3 [a). IJsl orCrOJS Drainage Works, with canal bn earth&n seclian on
Right Primary Canal
May 2007
No
S Detail of CD        Distance of Structure from
Caichmant
area in sq.
Peak flood
discharge in
w"k
origin in km
km                         m’/s*c
Discharge
of canal in
m3/sec
1      ' COR 14                     24.65
2       COR -16
26 5
4.249
4.043
3 T CDR -17
I
27.65
ID 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
cl
25 year = 1 45
2.39
5    JCDR • 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. No Detail of CD
Work
i          COL-7
Distance of
Structure
from origin
in km
8.14
Catchment
im In tq,
km
Peak flood
discharge in
m3/sac
Discharge
of canal in
m’/sec
1.65               25 year = 4.26                 8 701
2          CDL-11
15.35
3.75               25 year = 6.12
3          CDL-12
20.09
17                  25 year- 3.37
8.32
8 275
4          CDL-14
24 .40
5 J  CDL-15
25.54
6          CDL-16                       25.88
11.5 25 year = 15 22
i.B 25 year = 3.58
t.45 25 year * 3.18
7 587
7 507
7 587
7          COL 19                       34.10
7.0                 25 year= 8.16
fl          CDL-20
6261
36.66
0.53                25 year = i .46
9 COL-23
10 CDL-24
38.73
0.6                25 year = 0.99
39.46
11         CDL-27
41.84
5322
5.265
5 231
12        COL-29
46.53
13        COL-30
50.01
2.54                 25years 355
1.48               25 year = 3 02 3-M                25 .ear = 6.42 1 43               25 year = 2 30
.
5 151 4 3Q3-
14         COL-35
58 46
15        COL-37
59 00
8.7 25 year = 13 40
2.3 25 year = 4.07
4.303
1 961
l 961
'^aier Works Deslgti A Supervision Emerpi-hZ” “ " io imotatiu wi m utam'ttaum tOllsumDU aild T«aB(ieT1[3
Lt1Arj© Dedtssa Irrigailw Project
Irrigation & Drainage
Table 4.4Ja): List of Canal Syphon Struclures on Right Primacy Canal
Way 2007
■i
s  Location
N$
Distance
From origin
tom
Catchment
area is SCy.
km
Peak flood discharge
in m’/sec
Canal
discharge
in n?/sec
... .
CDR-1
2.00 km             250                    25 Years 10 D
7.028
2
COR-23
36.50 km           1 05                   25 Year = 2.20                           1.51
3
CDR-27
41.4                   3 3
25 Year = 5.39                         0 735
4
1,
COR-28            42 4                   33
50 year = 39 10
100 year- 44,10
0 32+
Table 4.4 1b) List of Canal Siphon Structures on Left Primary Canal
1
CDL-31     "—
52 52              J 2.1                       25 year ■ 3.17
2.778
2
CDL-34
55.04
2 45                     25 year» 5.10
2+78
)
TsNo 4.5 (a): List of Proposed head antf cross Relators fE»cape on fiiqht
Distance
ji^:r-E>rqe cl primary 
s.
NO
1
£
Name of structure
from head             canal in nr fsec 
Discharge of
of canal in             t  |Pib fjr<*dj7ri n i'\s         secondary canal
?
tdn
/r tfLMU d, y
in mJ.'$oc
2Q.&5
ufc = 5 523
dVS= 4
0-38
Remark
Designed
30.0 u/s « 3.52
dfs = 3 234
0.30
3
4
H    Regulator    for    secondary cangi      RS-17      and      cross regulator and foot Bridge No. 5 H    Regulator    for    secondary canal   RS-17,   cross   regulator with   Road   Bridge   No   4   fc< Access Road
H Regulator ftx secondary canal RS-23, cross regulator and foot Qtxtoje No. 0 Escape with cross regulator and Foot Bnoje
40.65
■iLfin
i du
n 2??
ufe~" 7 DM, -
(Vs ■ 7.Q2B
Escape discharge 7,qq
Wier Works DEstgni sup BrvlstTn Rnr^n -
-
- ------
ik- u. hJ.LAr]o Dtd«SF .a Irrigation Project
,
TrrijratieD & Oralna£fl
May
Tabla 4.5(b): Lisi dl Proposed head and cross Regulators /EsCJpt on Left
1
H. Regulator I&t secondary  canal DI 9. cross  regulate and Foot Bndge (Cattte Crossing)
10.51
w/j 8 61
dfs 8.455
0.162
2
iH Regulslcx  for secondary  canal DL-15, grossing Regulator Foo* Bridge Nd. 3 I Cattle crossing)
33.15
»/.« 8 062
dfs 7.663
0.417
3
H.    Regulator    for    secondery    canal    DL-23. cross Regulator a^d Fool Bridge No 4
4
5
H.    Regulator    for    secondary    canal    DL-28r cross regulator, FdqL Bridge &
H   Regulator   tor   Secondary   canal   DL   -   33 cressing Regulate* wilh Foot Bridge Nd. 6
32.16
36.05
it/s 7.058
dfs 6 378
u.'$ 6164
dfs 5 332
42.24 ufs 5.013
d f j 4.897
6
H  Regulator  for  secondary  canal  DL  -  394
50.94
■cross Regulator. Foot Brtoge No 7
0.711
0 061
0.12
1 206
7
0
H    Regulator    tor    secondary    canal    DL-44 cross regulator Foot Bndge No. S
____________
55 36
ic' J 4.303 dfs 3.149
,
u/j 2.478 0.519
d!s\ 982
Escape with cross ■ emulator and fool Bridge 3 25
IJiMl
6 <10
...       «u ,.« .
Water Works Design & Supervision RntarT7
.
n nua m, tM1[anu a,XL"“tt k, lu
-
59
i ■?«ArJ d Jkdessa irri Ration Project
Irrigation & Drainage
Table 4.6 fa): Lisi Of Head Regulator on Hight Primary Canal Distance             Discharge of
May 2007
s.
No.
Name of structure from origin in
KM
Primary  canal in
m’.'aec In mfae
Discharge of
Secondary canal In Remarks 
mVsec
1
Head flflgulijiDr kx
0 555
uJs*7 521
0.0.057
Secondary canal RS-i
*s ■ 7 4*4
Z
Head Regulator for
1 69Z
tXi-7 484
0.106
Secondary ca^ai RS-3
*S=7.3SB
3
Head Regulator tor
2.9S1
ufc= 7.358
0 06
Secondary canal RS-3
dfi*7.2*)8
4
Head Regulator for
4 142
urt=7.298
0 07
Secondary canal flS4
di‘t±7 226
5
Head Regulator lor
4 637
w‘s*7 228
0.101
Secondary cans! RS-5
(U5=7 127
6
Head Regulator kr
5.750
ui'l-7.127
0.04
Secondary canal R&-6
dfc=7.087
7
HbkI Regulator tor
6.123
u^=7.O87
0.057
Secondary canal RS-7
dis-7 D3O
e
Head Regulator fex 
10.14
ufS 7.030
a
0.077
Secondary canal RS6
dfS’6.973
9
Head Regulator Tor
10.97
uJs*6 973
0 026
Secondary canal RS-9
dii=6 925
10
Heed Regulator lor
12.382
uft-6.925
0.122
Secondary canal RS-10
d.'5=6 803
ii
i lead Regcator tor
15 010
uis=6 803
0.066
Secondary canal RS-11
tfs=6 576
12
Head Regulator Tor
18 393
u/fi=6 576
0.135
Secondary canal RS-iZ
d.'5-e 447
13
Head Regulator kx
17.186
UfS=5 447
0-132
Secondary canal RS-13
d.J5=6 31$
14
Head RegLiat&r for
17.756
U)S=6.315
0.120
Secondary canal RS-14
dto=8 207
15
Hfl.id Regulator tor
18 884
jf&-6.207
0 237
Secondary canjl R$-l5
IB
Heao Regulator lor
21.327
ufS*$.98l
dis=S.523
0.476
Secondary canal RS-id
17
Head Regulator tor
22 762
iPb-4 969
0 198
Secondary canal RS-18
drs-4.78
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Irrigation & Drainage
_______ _______
]
]
]
1
]
]
]
]
)
I
I
I
I
16
Head Rirgulatof lor
23.797
ui's«4.7B
0.264
Settmdary canal RS-19
dH=4 524
19-
Head Regu*ator 'c*
24.642
01=4 524
O.2BB
Secondary canal RS-20
dlJP4 249
20
Head Regulator
26.34/
Ulfr*4.249
01=4.043
0.216
Secondary canai-OR^I
21
Head Regu'ator ■«
26 063
05*4 Q43
0.187
Secondary canal- RS -22
05=3.863
and fqpi bridge no 6
22
Head Regulator 1m
28.668
i*iS=3863
0 098
Secondary canal- RS -23
<fiM 77
23
Head Regulator 1o*
29.761
77
dft=3-«33
0.090
Secondary canal- RS -24
24
Head Regulate* tor
30.286
ufs=3 683
0 040
Secondary canji- RS -25
d?s=3 664
25
Head Regulili&r for
3i 332
Ui'5=3.6&4
0.130
Secondary cant* RS -26
05-3.52
26
Head Regulator for
32 96
u.,s-3.234
0 040
Secondary canal- RS -28
<1*5*3 I0B
27
Head Regulator to*
33 018
u'a*3 186
0207
Secondary canal- RS '29
di4»2.99
2fl
Head Regulator 1or
34 819
05=2 99
0.690
Secondary canal- RS -30
01=2.33
29
Head Hegulalor tor
34 21-8
05=2-33
0 296
Secondary cana* RS -31
01=2 044
Etmd Soot bridge no 7
30
Head Regulator tar
35 922
uil=2.044
0.253
Secondary canal RS-32
dj'i-1 BD2
31
Head Regulator tor
364*5
01*1.802
0.160
Secondary canal RS-33
01=1 fr*9
32
Head Regulalor tor
37 4 IB
U4=1 649
0 145
Secondary canal R S-34
05*1.51
33
Head Regulator 'or
38 537
05*1 M
0.1CM
Secondary canal RS-35
0s=t 41
34
Head Regulator tor
3SS56
UJ5Bli 41
0 220
Secondary canal RS'36
05=1 199
35
Head Rcguiawx tor
40.207
uto=t 199
0.214
Secondary car^i RS-37
d.‘s=0 994
36
Head Regulator for
43.109
u?s=0 735
0.H6
Sfeconoary canal RS-39
<j.$=Q 624
37
Head Regulator fai
44 166
05=0.934
*3C«
Secondary canal RS-40
05*0 563
61
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irrigation & Drainage
Tabla 4.6(b): Lisi fff Head ftcgulalor bn Left Pomary Cliwl
May 2007
S.Nn Name of structure Distance
from grigi-i
OepcMfga of
Primary canal
Discharge of
Secondary canal
Retnarts
1
Head Regulator for
0.157
u's-9 015
0 048
Se«)M»ry canal-LS-1
968
2
Head Regulate^ for
3 156
d/s»B 963
0.039
Secondary wna»- LS -2
^5=8.931
3
Head Righter for
3.749
uls-8.931
0047
Secondary canal- LS -3
dis=9 0-36
4
Head Regular for
4 636
w*s=8 866
0.029
Secondary t-anai-DL-*
d/$-8 863
5
Head Regulator for
5.411
u/s«B863
0.043
Secondary canal-DL-5
<V5=8.8l8
6-
Head Regulator for
6 064
ufs=8 818
0.Q75
Secondary canal- LS -6
d/s-8.746
and fool br-dge no i
7
Head Regulator 1or
6.553
lu $=3 746
0<M7
Seccndary canal- LS -7
drt‘B.7DI
8
Head Regulator io
9.89
lus«8 701
0 095
Secondary canal- IS -8
d*a=8.61
t
Head Regulator tor
139*4
u»B=8 455
0.141
Secondary canal- LS -’-0
^■=6.32
10
Head Regulator for
15M6
urs=8 32
0.047
Secondary canal* LS *11
discs 275
and (out brxige no 2
11
Head Regulator for
20 16
ms=8 275
0061
Secondary canal- LS ■ 12
d/s=8 19B
12
Head Regulator for
20.718
ujs-8.198
Secondary canal* LS 13
0.081
0/5=6 12
13
Head Reguiawx lor
21093
u/s=8.12
0.061
Secondary cans*- LS -14
d/$=8.D62
14
Head Regulator lor
23.517
lMs=Z 663
Seccnda/y canal- ^.S tb
008
d<*5=? 587
15      Head Regulator tor Secondary canal- LS -17
28.6b                  u/Sx7 587 disc7 413
0.181
Watir Works D&sigj] tSupervision Enterprise----------------
Id UHdHfao wltt iBierMniLntucidCcDSuLrancs aoj Ttdinoftats Hl UflMd-DoIceeii rrrtfAHon Vrnj*d
Feri gallon & Drainage
May 2007
ta
Head RtjgL-'-3for for
27.653
UJ**a7 413
0.083
Secondary canal- LS ■ 53
d.s^ 334
ur
Head RegiJainr for
2ft 869
ulW.334
0 044
Sncordary canal- LS -19
d/s=7 292
ia
Head Regrfalor for
29.526
uTs«7 292
0 027
SvosndarY canal- LS -20
#$*7,267
i®
Head Register lor
30 333
Uft=7 267
0,05
Secondary anfr L$ -21
-
#$■ 7 219
20
Head RegiZafor for
31 096
u/4*7.219
0 169
SEcdndary canal- IS -22
l'S*7.05ft
21
Head Regulator for
33 955
iW«±6.37B
^8=6.262
0.121
Secondary caniK l_S -24
2?
Head Regulator for
35.266
ufo*6.262
0.103
Serantiary canal- LS -25
#8=6 164
23
Head Regulaicffifoff
36 716
ute-5.322
0 038
Setc^eary canal- LS -27
*'1=5 2B6
24
Head Ragulafor for
3B076
U/S=5 266
0.022
Secondary canafi- US -28
#8=5 265
35
Head Regulator for
36.912
uM<5 265
0.036
Secondary canal* LS -29
#$*5,231
26
Head Regulator 1w
30 73?
SKflnrfary caral- LS -30
ort-5.231
#3=5.161
0-073
£7
Hflatf Rdgufolor lor
40 137
#$■5 161
Secccidary canal- LS -31
0 D3B
#*’5 125
28
Head Regulator fof
40816
W*=5.125
Secondary canal- LS-32
0 na
#4=5.013
2&
Head R&S'dlaUx (a
44.312
UlS 4 607
c
Secondary canal- LS 34
o.oa
#$■4,621
30
Heid Regulator for
45.00ft
Secondary canal LS-35
#&-4 821
#SU 792
0.033
31      Hpad Regulator fo* Secuiida<y canal- LS -36
32      Hund Regulator for Secondary canal- lS -37
46 236                  #5=4 702 d'4=4 617
47563
#1=4.617
#S»4 419
33      Head Reguiafor for                   48 203                   #S«4 419
0.10
0 207
0.12
Water Works Design & Supervision Enterprise
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Pvt. ltd.Arj>Q-Oert-fiR$a [rrlgaiioo Project Irrlfiadon & DraEn age
Secondary canal t-S -35
di’S’4 303
34
Head ft&gjjlaiprfcx
$4,124
u/s=3 149
0m
StCWAry tarcal- LS -40
d/v=2.773
35
Head Reg jl31&r 1&r
54 453
u/s=2.778
dfc*2.741
0 037
Secondary canal- IS -41
3$
Mead RepulBflV fix
54 655
ufs*2  741
Secondary rjnal- LS -4,2
dta=? 6M
37
Head Acpulalor tar
$5362
u/s    2.664
=
Secondary canM* LS 43
d/s=2.473
35
Head Rogiiiatar tar
60 18
0/5=1.962
OOB1
0.194
1.067
Secondary tonal- LS -45
<V$-0.915
and «id slruciura
Water
Works Design &
Supervise i^S,~'
" Aeneiooea
rtu i„i„      i™i c.ej
(0111
utaeaArjo Cedessa Irrigation Project
IrrigaCloo & Drainage
Tabla 4.7 faj: List of Road Bridges an R ight Primary Canal
May 2007
S. No
Details dt Bridge
Distance from ongm in Lm
Discharge , of canal in m^i'sec
Bed width ■nm
Depth of water in m
Width of canal at FSL
1
Rcwd Bridge Ho 1 for Access Road
550
7 026              6.25
1.35
10.30
2
Road   Bndqe   for   KaDcelo   Hol
15 00 sf/K*g to Warn a-Ad are
6.576              6.00
1 33
10.00
3
Road Bridge No. 3 fex Access
Road
24.50             4.249              4.5
4            Road  Bndge  No.  4  for  access road      combined      win      head Regulator  for  DR-1?  and  crow
regu a1or
30.8
3.234
35
1.16
1 os
7 88
6 74
r
5
Road Bridge No, 5 for Access 
Road
35.7S
1
1 649
2
0.96
4.86
Table 4 7 <b) - List of Road Bridges on Left Primary Canal
1
Road Bridge Mu 1 for
Access Road
1J
11.00             8455
75
1 36
11 58
2
Road  Bridge  No  2  for    15.50
8.275
7.5
1 35
H                     . —i
Access Road
11 55
,
3 Read Bridge No 3 lor 41 50
...         I
5.013
1.21
Access Road
8.65
4 Rosd Bridge No 4 1(X 46 50
Access Road
r . —             |
4.617
5
5
1.16
8.50
5 Road Bridge No 5 lor
Access Road
53 00             2776
35
6            Road   Bridge   No.6   for Access Road
59.50              1.961
30
1 0 6.50
0.89
j
Table 4.fH.a): Utt of Foot Bridges (Callie Crossings> on Righl Primary Canal
fi) Independent - loot Bridges (CatUe crossings!
S. No
—
.. an DtUdl
T i-h'-Lb______ i~ ...— —                      ■ ■— __
Distance            Canal
Bed
width m
--- ■ ...■-_________=_——-
1
from origin
in Km
discharge
in mlfcec
1        Foot Badge N&.1
25                  7.028              “625^
__ ____
Oipthof
waler in
mrn
2
Foot bntjge No. 3
12.00               6.65B
3
Foci Bridge No. 4
19.00               5.981
6.00
6 00
1 35
1 33
Width of
canal FSL
10.30
10 00
1 26              “§>8
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in Fnol Rndcfi combined with other structures
May 2007
_
---------- ——-—j
Detail
3.
Na
_________________
Distance from
origin in km
__ _________
Canal
discharge in
m'jsec
Bed wicnn in
1
Mead regulator  Far  DR 0-2 and cross regulator fool badge No 2
a.3o
Ofc5 SUB
6.00
2
Head  regulator  far  DR-7  crass regulator ft font bridge No 5
2b 9b
D.'s 4 MS
5.00
3
Head regu lator For DR-12 and Foot Bridge No 6
27 65
D/s 3.B63
4.00
4
Head  regulator  for  DR-21  and Fort Bodge No. 7
W.1
D.'s 2.044
2.5
6
Head  Regulator  For  DR-20,  cross Regulate* and Foot Bridge No. S
40 AS
□/s 0.735
13
Table 4 8 (bi; L*sl of Foot Bridges Provided in Left Primary Canal
1
Head regulator far DL-fi
and Fort Bridge No 1              B.M
D/S 8.818
7.5
1.40
2
Head regrtatar For DL-9
Cross regulator and
Foot Bridge
11 70
|0 51
D.'s 8.455
7.5
1.36
.
Il 60
3        Head regulalof for DL-t 1 a nd Foot Bridge No, 2
15.76          0/1 8.275
4         Head    regulaitx    lor    DL-15, cross regulator & Fool
Bndqe No J
5        Head   regulator   For   DL-23, cross regulalor
Foot Bndge No. 4
7.5
1.35
11 5S
.
23.15          D/S 7.663
70
32.1 B          D/16.376
5
D/s 5.322
7
Head    regulator    for    OL-26. cross regulator
Fort Bridge No. $ Head    Regulator    for    &I-33, cross Regulator.
I___ ___ Foot bridge Nd q Head   Regulalor   for   DL-39 cross regulator ana
Fort Bridge Ho. 7 Head  Regulator  for  OL  ■  44 cross ueguiatur and
Foot bridge No 8
36.05
42.24
50 04
H—---- 5
6.00
5
1 34
1 27
1 75
Djs 4 897
8
9
D/s 3.149
3.6
I <U
1 07
.55-36
D.'s 1.982
3
- -a——
• -U F
ft Qfh
u.oy
111I.DUAU
a Aft
_ H-75
8-60
6^70
5.70
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Pvt LmAjJd Dadessa Irrlgatio n Project
Irrigation & Drainage
5 LONGITUDINAL PROFILES AND CROSS- SECTIONS
5,1 Longitudinal profiles
The longitudinal profiles of 1 he following components of the canal system have been prepared
>J Primary Canate
-  RigM Primary Canal
-  left Primary Canal
it) Secondary Canal
Secondary- canal Nd RS - Ifi Secondary Canal No. RS - 17
iii)  Tertiary Canals
Tertiary  Canal  No  RT  -  15-1
Tertiary  Canal  No  RT  -  16-3
Tertiary  Canal  No  RT  -  17-8
TertLary Canal No RT - 17-15
iv)  Quaternary Canals
Quaternary    Canal    No    RQ-16-1-1
Quaternary   Canal   No   RQ-17-8-1
Quaternary Canal No RQ-17-15-1
5.1.1    Longitudinal Profiles of Primary Canals
May 2007
The longprofiles  of Pnmary  Canais  * Right & Lull- show the natural ground level, canal bed level, full supply  bevel and ihe top of bank  level. U also snows  the offtake of secondary canals and the location of Cross Drainage works
These   are   available   at   drawuig   Ho   AD-F-C-RP-1   to   7   and   AD-F-C-LP-1   10   g   T>ies longitudinal profiles have formed the bas.s lor calculation of earthwork
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5.1.2 Longiludinal Profiles of Secondary Canals.
May 2007
The longitudinal profiles  of two secondary  canal vide iRS-1 6 & RS-17 located in sample area have been prepared They  show the location al slruduns  and offtake points  of tertiary  canals  These longitudinal prafites  are available al drawing no. AO-C-RS-16-1 A AD-C-RS-17-T The quantihes  earth work  have been calculated on Ihe basis  pF lhese longitudinal profiles
5.1-3 Longitudinal Profile of Tertiary Canals
The longLiudii"iai profiles  of four tertiary  canals  fRTtB-1, 16-3, 17-B & 17-15) have been prepared: They  ore available at drawing no AD-FC-RT-16- V L RT-15--VV RT-17-8^ RT-17-1571 The quantity  of earth work  m lhese tertiary  canats  have been estimated on the basu ol these longitudinal profiles
5 2 Cross - Section of Canal
The cross-sections of following componenis of canal have been prepared-
i) Typical cross section for Primary canal in
-  Completely filling
-  Partially cutting and partially lilting
-  Completely cutting (deep cutting)
n) Typical section for secondary’ canals
iii) Typical section for Tertiary canal
5.2.1 Typical cross-section for Primary Canal
The impertont ftttim'te'S for Htex wclwn erf |fe Pomary Canal have bean adcp1cd „ foiows:
ij Side Slope
CMBfosringthalyp.^ sri which kpfedonilfq^ the side dopt Qr canals..-
filing WdHH t»S been adopted »
as 11/21 (11.'2 harizorilal to 1 vsrttcaij
{2 horizontal and 1 wjFlrtBi) aofl m cu1,
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irrlgiUJun ADritaage
5.1.2     Long i tutf I rta I Profiles ol SfrCon dary Can a 15.
The bongludfoal profiles Cf iwO secondary CHMl Vide RS-16 4 RS-17 localed m sample area have been prepared They show lha location of SlrvGtureq and rftafca paints of tertiary canals TIMM Ipngituc nai proles Bn available at d/gwing to. AD-ORS-16-1
AD-G-RS'17'1 The quantifies earth wQrtc have &MFI talcutared or thfl basis of IhH* lonQilLpdinal profiles
Miy 2007
5.1.3   Longitudinal Profile of Tortiary Canals
The iongdudinad profiles  of four tertiary  cunate (RT16-1. 16-3. 17-0 i 17-15! have freon prepared; They  are available at drawing no AO-FC-RT-lti-lr'l1. RT-U5-1H, RT-17-0/ RM 7-15a 1 The quantity  of earth work  In lfe$e tertiary  canals  have been estimated on the basts erf i^Bse longiCudmal profiles
5.2    Cross - Section of Canal
The   QfWMfldiQns   of   falling   components   of   canal   have   been   prepared:
■i) Typical1 cross section for Primary canal in
* Completely filling
- Partially cutting and partially Haling
■ 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 n lor P ri mary C an a I
Thu   imports^   parameters   tor   cro&t-Mcfon   o(   ih«   Primary   Canal   have   bnn   0fcpi0d fallows
ij Side Slope
CdrtSKlEFing the type or soil Which 15 p redomindnlfy  clayp ii1B*,da 5,Ope cana|5 m filling mdirt hR5 been Copied kM (2 horizontal and 1 vwtfcBlJ^d ,n aritjng feach as 11^2:1 (Hi ? homBonlal lu 1 vertical)
1
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'
ii)  Freeboard
Taking into considerahor the discharging capacity  of canal which varies  from 7 52’ to 0 546 for RigMl Primer/ Canal 4 from 9.015 Io 0.719 m’/sec  for Left Primary  Canal. Iho free board ol 0.7 m has bean provided iri lh» heect reach, which has reduced to 0.5G m in the tail end.
iii)  Top widlh of to Bank
The lop width of the banks  has  been kept in accordance with Ihs  design criteria already rurni&hBd under Fwiat Interm Report According the Lop of service road side of Primary canals  has  been kept as  5.0 m and that for the non-service road, as  2 5 m. Similar arrangement has  been made for secondary  canals  In case of tertiary  canals  the lop WFdlh of bolh the banks has been kepi as 2.5 m.
iv)  Be rm widlh
Hie following cmeria have oesn adopted
■     In  partially  culling  and  filling  roach  berm  has  been  kept  al  full  supply  eve  I  equal  to 2D, where D is full supply depth
■     In  complete  f  illmg  reach  the  berm  has  been  kept  31  full  supply  level  gqual  1o  3D, where 0 is lha full supply depth
- In complete culling reach, berm has been provided al full supply level equal to 2D
where D i? fall supply depth.
5 2.2 Typical CrosS’Seclion for Secondary Canal
A  typical  cross  section  for  Secondary  Canal  has  been  prepared  and  ■&  avnlahle  at drawing No AD-F-C-RS«1O
5.2.3  Typical Cross - Section for Tertiary Canal
A   typical   crass^ecfcn   fw   tsnory   canal   u   available   al   ritevan'   dra«.n<j   fOr    longitudinal profit It s to be noted ihat white Primary and Secondary canals have bean provided
wrfh a telescopic  section (seciion getting .educed from head to tan withl dlschar . getting reduced) the section or lertiwy  canal (which is  equivalent to vraier course) has 
been kept constant from head io lail This has been done to faciltate diversion of
en1 r
,^
discharge   in   o-w   quaternary   canal   aL   one   time   This   -/nil   help   i0    achieve   equitable
dfllnbuuon of irrigations water and improve lh  quality o1 service ql
a
i.rigatir>n
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5 2 4 Typical Cross-Section for Quaternary Canals
May 2W
The typical sadionS of quarternary canal is available rn relevant Drawing for longi udi 11' profit This la up be noLed Shat the section of quaternary canal® has been kept me same as Ite parent tertiary canal Thig has boon provided to facilitate l he drversion of entire discharge of 1 eriiary canal to an ndivitfual tertiary canal, as t -s i niended 10 Operate quaternary canals turn-by-tem wrth full discharge of lerbary canal m one quaternary
cartel at a lime only Tor short durals&n.
5.3 Service Road
The mspwhcn palh (also called service road] has tsea-i provided on one of the canal banks m Panary Canals Since Polh live Pnmary cenats - R?ghl & Left - 3 re contour canal, the inspection path has been provided on tell bank in case of Right P'lmary Canal and on righl bank m case of Lett Primary Canal so that i! is facing the command area and facilitates  the entry  mlo command area through the service road 4 along the secondary cartels The width of service road has been kept as 5.0 meters. The service road has been peowded on the top of the bank in case of Primary Canai and Secondary canals. Service road ha? also been provided a king t ertiary canal on natural surface
level and it is  located between the lertiary  dram and lerttety  canal. However service road h» not been MM along quaternary  canat Service road provided atong Primary  Secondary  and tertiary  canate win facilitate inspection of the work  and operation maintenance of lhc system as  well as  access  to the fields  for taking in the inputs ard taking oul the produce from the fieldsArjoledeasa irrigitlM Project
lrfl£atl(m & Drainage
6, HYDRAULIC DESIGN OF CANAL STRUCUTERS
6J General
Detailed hydrsiic  design of 1he canal strudures  has  been dong for different types  of stnKtwres  on Primary  canals  and on distribution ayslem in s-ample area. Attempt hag. been made to prepare at 'ea&l one sample design of each type of canal $1ruClures under diflerent categories. These included the Following categories Q< structures.
v> Tnlake structures for Primary canals in trie dam
vi] Conlrd sirudures :■
a Head regulators an Primary Canals 
b Cross regulators on Primary Canals
0. Escape regulators on primary ,’Secondan/ Canals 
vii} Cross Drainage'works:
a.  Aqueduct
b.  Syphon Aqueduct
c Aqueduct with earthen canal section
d.   Canal siphon
e.   Super passage
vruj B^icfges
a Road Bridges
b Fixrt Bndges for catlie crossing
6.2   Structures on Primary Canals
6.2.1 Intake structures
Th«  detailed  hydraulic  design  of  intake  structures  (W    both  the  Prim3lV   MnB)s   has d0 ™ and these have included in the Report on Dam Appurtenant works.
6.3   Control Structures
Under  this  categories  of  canal  structure*.  tne   delailed structures have been done
I]        Head Regulator for Secondary Canal RS-16 ii)       Head Regulator for Secondary Canal RS-17 i) Escape Regulator at 1 6 km or Right Pfimaxy
hydraulic design at the follriwmg
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Irrigation & Drainage
6.4 Cross Drainage Works
The detailed hydraulic of the followng cross-drainage works have been Hone. i)          Acjueducl on river Warns at km B.O of Right Prrmary Canaf
ii)         Syphon aqueduct at km 22.0 of Right Primary Canal
im} Canal Syphon at km 2.0 of Right Primary Canal
iv) Agueduci (with normal canal section) at km 25.54 of Left Primary Canal
May
6.5  Road / Foot Bridge
The detailed hydraulic  design of two road bridge one on Right Primary  canal anri another on Left Primary  Canal has  been done Detailed design of one foot bridge on Right Primary  Canal has  also been dore. The locations  of these road Toot bridges  are as given below
i)        Road bridge al km. 15.0 of Righl Pomary Canal
b)       Road bridge al km. 41.15 cl Loft Primary Canal
ni) Foot bridge at km 19.0 of Right Primary Canal
6.6  Structures on Distribution Network
Besides   the   structures   on   Primary   Canals,   the   hydraulic   design   of   folkJwng   canal structures has also been dore for distribution net-work ol canal system
■}       Adjustable Proportionate Modular (APM) Outlet
II)       Duck bill weir
In]      Turn-out
iv)        1 S Vertical Fall on Secondary Canal
v)         1.0 Vertical Fall on Tertiary Canal
vi)        Parshall Flume on Secondary Canal
6.7  Design Calculations
The  design  calculations  tor  Itie  hydraulic  design  or  these  canal  structures  are  available in a separate annexe as, Anraxura - 11. Rafi i Design Repon
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6.8   Detailed Drawings
Based on the calculation of hydraulic  design of this  structure, detailed drawings  have bean prepared for a II these slrudures. Thus  the detailed drawings  *or sixteen canal structures, ten number □( structures  on Primary  Canals  and six  number of structures  on distribution network  in sample area, have Seen prepared. These drawings  are available in separate volume as Annexurft -11 Part II Drawings.
6.9   Estimate
The detailed drawings  have Iteen used for the estimation at quantities  lor different dems ol work  The detailed estimates  for the canal structures  for the Project is  based on these sample estimateArjo Bcdtssa Irrt^atlfln Project
irrigation & Drainage
7 PLANNING AND DESIGN OF DRAINAGE SYSTEM 7.1  Introduction
Msr 20U7
Drainage is con&*dered an integral pari of I he irngalron system Lack -of proper drainage system or inadequate arid cfelrcient drainage system may  result into vary  serious adverse consequences  in Ih# backgrejund. IN? drainage system in the command ol project has  been studied The preliminary  study  indicates  that there is  no apprehension of rr$e Of ground waler and hence sub-surface drainage has  not bean consrdered. However due care lw been taken to plan and design the surface drainage system both al micro and macro levels.
7.2  Impact Irrigation on Existing Ground Water
In order to examine the need or cflher^ise the provision of sub-surface tf ramage system.
Ihe impact of irrigation on the nse of ground water has been studied and this rs 
d^tvssed hereunder m brief.
7,2.1  Existing Natural Drainage System
River Oedessa drv.des  (he command area into two parts  as  it Hows  through command aAd it acts  as  the main drainage system for ihe command area. Besides, there are a large number of natural drainage channels  flowing across  the command area on both banks  of River Dedessa. These channels  are very  useful lex  the drainage of the command area and they will continue to play important role in draining the surface run off due to rain and excess irrigation waler during post project period. The bed and waler levels  in River Dedessa are also very  low ano ihe water level will remain considerably lower during the operation of Ihe project due to construction of dam, which will facilitate drainage of command area.
7.2.2  Existing Ground Water Level
The ground water m the proposed command area <s very deep During rainy season the average  ground  water  latite  was  found  2  meter  below  surface  except  in  few  exceptional caw®  of  surface  water  logging  During  dry  season  Lhe  ground  water  table  was  fauna more  lhan  5  meiers  below  natural  surface  Thus  Ihe  present  situation  of  ground  water labte  prevailing  m  the  back  ground  of  good  rainfall  indicates  lhai  there  may  nof  n apprehension uf considerable rise of ground waler table during post project period
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7.2 3 Ground Water Recharge from irrigation
May 3007
Cultivation of paddy  has  been proposed along with several alher crops  Paddy  is  We only  crop, which requires  constant standing water in the field for rts  growth and development This  results  into percolation loss, and only  that quantity  of water which is lost through percoialKm has  the chance and tendency  of reaching ground water II may be noted that about 330 mm of wafer is  estimaied to be lost through percolation, and only  Ulis  quantity  of water has  the scope of reaching ground water, which may  add to the rise of ground waler The intensity  of paddy  rs  only  30% in Phaso-1, which will increase finally  1o 45% in Phase - If. Considering the entire command on an average the annual contributions  a! irrigation waler to 1he ground water would be if9 mm in the Phase 1. which wilt increase io 148 5 mm under Phasedi These additions  to ground waler is also net very Significant
As  regards  olher crops, they  are all dry  irrigated i-C no stending water is  required The irrigation water applied to the fieJd in case ot all other crops  except paddy  will de contained as  soil moisture wiLh.n the root zone Very  small amount of water winch will be lost below the root zone, will reach the ground water Other losses  will be in form of surface run-off, which will be taken care by  surface drainage system As  such the addition to ground waler due to irrigation of all other crops  except paddy  may  be considered very negligible and thereiare. may be neglected
7.2.4 Ground Water Recharge from Seepage from Canal System
There will be seepage losses  and other losses  from the major canal components  like primary  and secondary  canals  The seepage losses  from Primary  & Secondary  Canals will be more as  they  w,|l run conhnuOusly  for major part of the year The ground water recharge due to seepage toss  from Primary. Secondary  & Tertiary  canals  has  been estimated and it has  been lound the ground water recharge due Io seepage losses  from the canal system will amount to 269 7 mm. This  ground water recharge along Wlih the ground water recharge trum the irrigation water amounting to 148.5 mm, tolal he mg
418  2  mm,  may  lead  to  annual  rise  in  ground  water  of  224mm  This  is  not  significant and does not call for sub-surface drainage.
7.2.5 Surface Water Logging
Surlactr waier logging m farm uf swamps nave been observed m th. This pherwmenon is found due to topographic feature like . f|nl i
ine command area
• iai tend who d epressed
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elevation. The vertisols  in fflOSl parti Mw ^countered pounds  ar sinkhf** Wl1h diamalftr ranging from 1.0 and 1.5 meters. IT proper jyrfaca drainage ayztam is provided, this phenomenon will tte taken care oi
7.3    Need for Surface Drainage System
ltrs proposed !O provide d fits MkJ surface d tannage system as a n integral part of the irrigation system balh at macro and micro levels  in vtew gf the above d.scussiun. it kMBpfeu ii*Ht there is  no apprehension pf rise d ground water nwwsitaimg sub surface drainage. However, ir suggests  the need and nWteSSily  for providing elaborate Surface drainage syttem Therefore, I he Surface drainage System for the projad Should be planned designed conslruded and mznnfoioed properly  so (hat .1 functions  etiicienlly and effectively  In Lhis  way, 1 proper surface drainage system .s  imptemarited and its proper 1 uric  to rung h ensured. there will b* fto appreciable rise tn ground water necessitating implementation of Sub-Surface drainage system. With this  end in view detailed pianmng and design M drainage system has been dene
7.4    Nomenclature & Numbering of Drainage System
The nomenclalLrre and numbering of the dra nage system have been developed Wi the Mma pattern as  for canal system. One drainage channel has  bean prnvideU between Iwd quaternary  canals  and this  dra mage channel has  btftn named as  quaternary  dratai [00) The quaternary  drawls  finally  join the tertiary  Chain Sim (arty  one tertiary  drain has  been provided ior the command o f o n& ternary  canal Lt may  ben otad that 1 tie tertiary  canals  are aligned along the colour, therefore one tertiary  drain can not Urva two terttaty  canals. The ternary  drams  jwi the secondary  dra ns  . either natural fixisBng or proposed one. The tertiary drains are pin ng ihu secondary dram from both sides
Onltw pattern of canal system Itediaintge system has Bted been numbered Thr quaternary drains nave been numsared as R£iE>1-1-i, the prefix Jmsf R tx L stands for Right S Left Primary command The first digit Stands for foe number of secondary drain lhe second digit for the number of tertig/y drain under foe command of seconder/ c^nal and lhulhird digit For the numb&r di quaternary drain Similarly Tertiary drains have
wen numbered as RID-1 -1. tx L T D-1.1 The secondary psRSD‘1.2 &ISD-F.2.
have been number^
Wafer Works Design & Supervision Enterprise —
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“6tedem Trriiudfli* Project Irrigations Drainage
7.5 Macro-Drainage System
May 2X1
River Dedessa divides  the command into two parts  and ads  t*s  mast&r drainage channel. There are a large number natural streams  passing through command area on both banks  and joining lhe river Rodessa There are 25 number of natura slreams  OH right bank  and 42 number on the left, bank. Dictated by  the lopographicaJ  features  40 secondary  canals  have been provided oh the right bank. In general one secondary canal has  been proved for the area between two adjoining natural damage stream. However, 1here are several situations  where two secondary  canals  have teen provided between two natural drainage channel as  lhere are two dj&hntl ridges  W4h a marked valley  without any  existing natural dra nage channel In such situation a secondary 
dram   has   been   provided   between   the   two   secondary   canals   Thus   there   are   39
secondary  drains  on  lhe  right  bank  out  o<  which  25  secondary  drains are natural existing ones and remaining 14 will be constructed
SwTilarly  there are 45 secondary  canals  and 45 secondary  drains  on I he *ef1 bank  Out a1 these secondary  drams  42 number ol natural and balance 3 number of drams  are proposed for constrtrcixjn The secondary  drains  - both naturally  existing and proposed
to be constructed - have been numbered serially as RSD-1,2,
49 for right bank
command and as  LOS-1,235 for 1hg feft hank. The Layout and localipn o1 these drains  have been shown on mao available at Figi 5. The details  of the secondary drains along with the lengflh of pmposed drains are available at Table 6,1.
Adogftthfri 14 secondary drains with length varying between 637 m Io 2 569 km (with
total lengih of 20.265 km) have been proposed to be constructed or. right bank. On me
left bank only 1hnee secondary canals with length varying between 64$ m to 1 240 m
(with total length of 2 693 km) have been proposed Io be constructed
7.6   Layout of Micro-drainage System in Sample Area
The sample area which has  been selected' for Lhe planning and design of micro-irrigghpn 5 nucrocfrainage system cftnsusis  of command area of rwo secondary  canals  RS-16 A RS-17 and it is  bounded by  two naturally  exislmg drainage stream number RSD-14 Jrd R9D-16
Since there are two cfcrtnct ridges in the sample area, so two Secondary canals 
RS-16 and RS-17 have been planned and m oelween lhe two secondary c^als one
secondary drain RSD 15 rave been proved. which has been aligned along a exiting
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Irrigation 4 Drainage
Project
May 2WJ7
7.7 Design Criteria Tor Surface Drains
7.7.1  Field Drains
g The design ard planning rrf fl«M dnwnaga system h.ivu been *jil/ ■/
ordinaiod wifh iN> c4h*jf drainage systems m Ihn- ar(M Field drains sh*xJ J t* abgned as far is possible along Ihe vallwy lines fjirl the alignment shi □ d be directed iA-a? hum d*3pn?sti£jn 'WmJ pinuls Th*s m.nmu/m drainage aj-w
Ihv.-4! hi ihrt iiM.Ti.igr!- channel will be kepi r <h>w ihe general gmynj --el
nJ  Dr.i.n-. yr utfn bnji|-^ ! h.m ara normally  requited Io carry  design . ■< ha=rge rnr;r»^ irr*.|urnlly rr*r»i| M gnl -,ill»-d up fcmI :reate £flndillttfl$ rdWQrdt"-? * r w-- • growth As  %u- h ■uwjhiiy  5m.iih.1f si-zp drains  jvhw ii i-riduce ilrms  ’h— scouring ude .1* higher sLmjh lewis  i.nrrespcirMinqi io ijas^gnad ji«, haty- sP-rTruh 1 I im prtdmrfid
II.) Fha -Fi.t.MUMiii 1 .|jy j riay; ,. d l d.i>-, rainfall occurring *i|h iHereMl
n
'fffl|u»l1cy IJ to M! -,ri fMVH teen pfiwujHd liy Itna
r
, ;]hr a- ^fit)
Hv'l"jli.^n.-H tJlu|v  ^iniip l.-.ij ijGuri^ h.i^o he^n dosirjn^.1 l-jr 1 .|jy .ir'-aqft ur J I .ys iT-..imnuni ■ .unr.iii -4 -jij /t?,n c-turn p.iihHf Atiu n n -tfl
.............’ .................. u™' inn.J . nr)Sir|flrAlH,n
Water Works Design & Supervision Enterprise
AM'd.iMi with
r flOiBllaaL. „„ TmXrJoDMtsia IrrljarJaB Project Jrrigaiipn & Draioag*
Crops
Paddy and Sugarcane
Mdy 3W
period
disposal
7 days
Remarks
Parties in the case o< paOdy 
nec to get sutwrwrged
Bajta and Codon
3 day*
3 days nainlall to drained in 3
days
Sorghum and Maize
2 days
2 days rainfall Io be drained in
2 days
Vegetables
1 day
24 hour rainlallto be dra-.nad
in 24 hour*
However  for  mo$1  crop*  the  level  ol  protection  normally  planned  r*  from  a storm of 24-72 hours and with a frequency of occurrence of 2-5 year*
vi)        The cross drainage structures on field drains have been designed for a 1 Jay average of 3 days maximum rainfall of 15 year frequency assuming the same trme of disposal of run-otf as given above.
vii)        The  velocly  of  flow  in  drainage  channel  has  been  computed  by  using Manning's formula assuming n’ value of 0.022$ ?cw earth channels free from vegetation    The    sdfi    slopes    should    be    1    horizontal    to    1    vertical Of I i hdfizDfltal to 1 vertical or even greater depending upon Type of soil
viii:) FieW drams designed to convey excess run-ott due to rainfall will usually be adequate 1o convey excess rogation water Where rainfall intensities ere iow. field drams should sufficiently large to convey excess irrigation water
Shallow drams with waler depth not exceeding 0.3 lq 0 6
m are pfB erab e
(|
detp drams from the point of view of maintenance.
7.7.2  Design Details
Drainage  Discharge-  The  folicwmg  formulae  has  been  used  for  calculating  the  rate  01 runoff f<x drainage design
jm//
■ _Y~ (in metric urHS)
Where. Q = Discharge A - Area
Water Works Design & Supervision Enterprise — Id Association with luiwcouthieDtai CmmIums and Technocrats p^  m
79
tArjft Dedessa Irrlgadofl Froje-rt
Irrigation & Drain age
R = Ranfail
F = Run off co-efficieni. [Value of F-O.4 - 0 6>
( For peak runoff, value of F = 0.8 - 0 9)
T = Time d removal. seconds (ex area 500 ha = 1 day 1000 ha = 2 day*s
>1000 ha = 3 days
Side Slopes
Ia general $nJe slopes are:
May 2WJ7
Cut in firm soil
1:1
Cui in loam
115
Cui tfi sandy soils 1.2 5
PenrwssiWe Velocities
Sandy loam
Loam
Clay
O.GO mi’sec
075 rm'sec 
i no mftec
Cross-section
The dram is designed as an open channel «ith uniform fay* by using Manning’s formula
rt QsAxV
7 = --/? '
.Vi’ (in mftlnc units) and
Where, n - Rugosity co-offcient
R 1 Hydraulic Radius
S = Gradient
The value of 'n' in rhe above formula shc^ld be 0 w taking mto consul™™ the likely weed growth and (he .rregular shape it is hkety to attain <n due course
The mMum wxjtn at bottom shall not be less than 0.5 m and lhe minimum depin 0.60 m below ground level It may afeq be venfied ,f lhe dfam IH ab|e lo
water latrfe normally below root zone depth of crops urown m Lhe ~
” me are, r e about 1 5 meters below tne farm level
J
Waterworks Design & Supervision Enterprise
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8bArjoDedcssa lrrl cation Project Irrigation & Drainage
May am
Gradients:   The   gradients   should   normally   follow   the   natural   slope   of   lhe   area.   11
should  however  be  checked  that  the  designed  section  gives  1he  non-siltmg  sod  non- scouring velocities.
7.8 Longitudinal Profile
The 1 ongiludmal profiles  for secondary  d ram R.SD-15 and tertiary  drains. PIO 1 7-13 RTD-16-7 have been prepared and are available at draining number AD-F-C-RSD-15 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-tSand    Tertian/    drainshave    been prepared and the same are available at relevan! Drainings for the Ipngitudmal profiles
SI
Water Works Design & Supervistoa Enterprise
tn tssorLaUun with in [titon Lluenml CdasulUats and Twhaocnts Prt. Ltd.Arjo Dcdossa Irrtfiiloo Project
Irrigation & Drainage
Mil WT Table 7 1 -DtytaHs OF Secondary Drains-Naturally exHting *<r proposed far conitru cLion
5. Na
Right bank wuimairi area
1
Ci 3 in.igr- Channel
fl JCi-.i j.N?
Locate
between
^n-ro'c SC-'
Length  of artificial
channel (m)
Drainage
Channel
Left bank commund a;ea
Located between
Linolti of artificial
channal |mi
LSP-1 (NJ 'WeikiSo-i
4
2         RSMjCj r SO1& SCt?
3      j "BSO3 &4{M) SO23 SC-3
RSD-7 [Cl
' SC-b 3 SC 1
731
-5®!> 63?
’ LSD-2 [M) LSD-3 (HJ LSD-* CM> LSD-5 I'NJ-
' LSD-5 in;
' LSD-7 l,Cl_
SC-24 SC-1 SC-14   5G-4
sc-«s sc-s
9o)ijnd -S-C-& Aafwe SC-7
SCJA SC-9
RS0‘9 (N.i
' SC 10 A SC-1'
LSD-8 (NJ
SC-9& SC-10
RStM0(CJ
' SC-1 FA SC-12
LSD9 (N)
' SC-1Q4 SC 1J_
RSD-11 (G
SC \ A SC-13
LSDIQjN]
' Beto'e SC->2_
‘ SC-13-5 SC- ii
_ I LSb-lljWj
' SC-124 SC-n
1? 13 5* 15 15
17
FB 19 20 71 22 23
__ 24_ 25 26
RSD 13 £N} RSD14 (N RSD-15 (Cl RSD-16 | NJ 
‘ RSpjTJN
’ RSD-!9jeCj t ASD-WlNI
RSD-20 |N.i
SC-14 5 SC-15 I SC-15 5 5C-1& ' SC-16 4 SC-17
SC-5 HC 10
' SC 18 4 SCjS
’“SC'-ia.A SC-2tl SC-20 A SC-21 ' SC ?! i SC-22 ’
i?82 1S25
| LSO1ZINJ
’ LSO-13 |NI_ LSDUjN]
LSD-15 (W. ■ ----- ----------- -■ isp-i6im .sc-iao sc-10
‘ SC-13 SC‘4jiC-15 I  SC-154  S£-i5
' SC-164 SC-17 ' SC-I7A SC-13
„
f RSD-21 <N>        SC-22 ft SC_23 ___
' SC-23 A SC-24
SC-24 3 SC-25        1136 1320
’ L$&17'|NJ LSD 13 W
’ LSD-19 IN] _ LSD-20 (€} LSD-21 |NJ LSD-22 ICL
J LSD-23 I NJ ‘ LSD’24 IN) _
LSb-25jN| LSD-26 fHJ 
SC-19A 5C-2&
sc-zoi scr
SC-224 SC-23.
SC 23A SC-24
SC-244 SC M
SC-254 S^jtj______ p ?40 W-ih.n SC-2d
Will /I SC-30 SC-25& SC-2? Begors SC 28
------.._
22 _RSD-2« INJ 
28 I RS&29 £C)
LSD2?  iN)  J  SC  2&i  SC-29
29
30
31
32
33
34
35
36
37 :-.e
3<r~
' R SC-30 -N | RSD-31 (C l
RSD-32 Ci JrSO-33 ;V-
45C-:4
. RSD-75 iC RSD.?,- |tj
. rtSD-37 :w. ' RSL>3B I.k -
. RSQ-3!, in”
2539 ' 2156
_j LSD-28 j'Nj ' LS£>Z9lN' LS£>30iN
‘ LSD-31 (N. LSD-32 INi LSD-33 (Nj LSO-34 (NL LSD3S [NJ 
" LSD-30 iN.
LSD3JjNi
I
SC-J7 4 SC-38
SC 38 1 SC-39
SC-39 4 SC-iO
BoynniJ SC- 40
I
L SO-38 i N.I
LSO39 (Nj.
SC-29**1"S’*C-30
iJC-304 SC-31
SC-314 SC-32
SC-321 SC-33
•5C-34A SC-35
SC-3S4 SO#_____ SC-364 SC-37 _ geyiyid SC-33 Belum SC-351
SC-Ma4 SC-3* Within SfrMb ______ SC-3tt>4SC-4p____ .
40
-
LSO40 (NV
SC-10A SC -41
41
L.SIM1 i.N.i
SC-41 A SC-42
*2
LSD 42 (N>
SC-42ASC 43
43
44
" LSD-45 (NJ
I isd-** [NJ 
SC-434 SC-44
SC-444 SC-45
45
~~Tsi>4$(N) IBtyiXjd sC-4 5
Noifl
1
1_ -
N - Naturally exisijng
c = Pfogasotf for cofislrucrton
Water Works Design & Supervision Enterprise fn Assocfcaitoa wlIh luicrcontinental Consultants and TechnocratArjo Dedessa IrriRadon Project
Irrigation & Drainage
Table 7.2: -Hydraulic particulars for Sstondary Ortira RSD-15
RogOi-1y coelFcienl (Manning's n = 0.0225) Canal side slop** <1 5 1 cut & 2.1 for- fill)
May 2007
SI.       Cumulate distance in
m
Progressive
discharge an
can si
f.S.D
(m)
Vatoc^
Canal
(V = rrus) bed
slops
Critical
velocity (V^ « D.546D
*rrvs
------- —"1
v/v,
2
0
0025
Sed
widtti
jm)
as
0.21
0 198         O.OOQ33
0 201
n 985
Wetted
£M*nnMstnr
1 D5
3
180
0 OF
03           0 36
0.266           0 00033
o 937
I 59
4
4lt
0.109
0 93
5
544                  0.166
6
7
a
9
734
856
961
1174
0.197
0.267
0 31
0 382
9.287           0 00033
0.318           0.00033
0 332           0.00033
0.356
0.00033
10
isw
0 444
0.3          0.41
0.5          0 45
05           0 48
0.5           OW 07           0 53
0 58
08           0-63
0.378           0 00033
0.391           0 00033
0406           0 00033
11 1
1456
0 519                              068
12
13
1527
0.618             1 00
0 74
0.421
0 397
0.00033
0 00025
1734
0 723             1.00
0.8
0 84
0 414
0 424
r 0.00025
0 284
0 309
0.328
0 341
0.364
0 372
0 385
0.406
0.427
0.45
0.47
0.97
0974
0 90
1.02
1.02
0 999
o.gas
2,11
2 24
*./
2 68
2.9
3 08
3 24
0.88              3.66 rb.875 1             3 3 7
14
1755                 0.799             1 00
000025
0 488
0.888
15
1982                 0 799              i 00
ow
0424           0 00025
0.488
0 868
4.01
4 Oi
Water Works Design 4 Supervision Enterprise —
In AWclifiM with ifittrconUnfluul CnnsuluntH and tedllLOcnis pvt. L«Arjo              rrrtpsiiMj Frojecc
Irrigation A Drainage
Table 7.i: - Hydraulic particu!ars far TertrafV drains in Manning's Dpflffic.<n! n= 0 0225
S+de Skips * 1.5.1 in cut, 21 ifl IH
One-day matfw <rf Syears rre<jirfncy ramfai |R- SSmrnJ MF JxlMXtOxQ.066xQ.5Q 3jO.-t
May 2007
Jrca
" " T
24 x JfiOO               ' SMW
5’fl
Stack Isocon-dar
CtA
in ha
D*s«qn    Jood O^nra
r
Bed mol h in m
F5D in in-
Vriccrl Jr- sj
Vr
UM/*
1
RTD-16-1          21.33            0.D81            D.4D
034
oisn  0 274
Q*JF
2
RTD-16-2
03$
016
3
RTD-16-3             25 13             3 096            0 4D
036
0241 0 264 0 95-i
0270 0 264 0 9 ’9
4
5
5'
RTD-16-4          14.91
jjir
0.S&
6.30         0 244      0.253       0954
RTD 16-5          29.53            3 113            C-4J       0 39         0.297      0 299         0.97
0070            DJO’      0.3-1       0.257      0 274         Q$»
7.
fiSD-1fl
RTD-16-6 18.42
RTD-16-7 . 12.65
J 125            r J..;
0.41         0 297       0 309         a.Mi
■B
RTD-16-8
18.96
00>J
DM
A34
0 353
0 274
qWs
9
RTD-16-9
3S.7T
0.136
043
O.al
035
□ 30.3
0 318
0 952
ig
RTD<16JO
19 Ji
•3075
D3ij
0 252
0 279
0&40
ii
RTO-15-11
J4.&5
0 113
D43
045
0SM
137
CM
12
RTD-16-12
19.6B
:75
030
115
0 262
0.279
u
RTD-16’13
2B
"o'sfcT
0.107
t-4:;
osa
0 290 '
0W4
0973
—
19
20
?*
22
23
2i
■g—
s
27
28
2?
■11 32
jj
34 rite----- 1
35 IL:
M
39
______
RTD-17-1           6 5               3 325           Dili           ?2t       " 019H        6.201 ?'d Ww RTD 172            9.73             3 097            DJI.        0.25         0 218       0225        0.970
RID-17.3            7S7
floS             0 30        0 22         3 205      0 207
RTDdjM            19 77            0 076            bic          0.35           ”Bjw"  0 270        6 J4I
0 969
RTD-1 7-S 8.2 0031 O$D 023 0 208 D?‘3
RTD* 17.0 21 04 0061 Q40 034 0.267 0 274
RTD-17-7 11 24 0W3 ow 0 27 <3 22? ' 0 235
RTD-1 7-0 20-i« D.07B 0 30 O‘j£ J 264 j?.-,
L
0 &7 B
-
„4
RSD-17
RTD-ir.g RTD 17 JO
16 32             DOS            0 30        0.32          ; 249
KI
0075            0 30        0 35    " 0 252”’
0 263
0 279
RfD-17-H          25 94             0099            0 40        0.3?                       0 289
RTD-1 M2         19 89            007®            &.30        0 35
RTD-1 7-13      27 45             0105             5 40        OM        -■ 26-l     3 294
3.279
RTD-17-U         19 64            OOfS            B.M
0 2B.7
RTD 17-15        37 44              0143            (E40 ’     044          0 307
HID-L/-C6 2Q rT 0079 $13 030
RTD 17*17 25 46 0097 9.46 0 37
RTD-17-18 21.Si UU02 $40 $14
0
: 7?g
0 322
0 284
0.974 0-961
1945
0 946 O94U 0 069 0 046
0965
0 940
L~ffiKo ~J i nr;"!
0.276 "    0209
ofifr
_
0 9&?
RTD-1 7-19       2115
0 061            DJO       0.34
RTD-17 20
21 63
00B3            l>4C
034
""—
j 20T
0 274
' U?M
00.97
1 0 970 09?
Water Works Design £ Supervision Enterprise
Jd SsMcLadan win iMcrCDnducnral OssdtllU and Tecbotcfllt Pvt LtdAr Jo Dedcssa Irrigation Projftt Irrigation & Drainage
May 200/
8 FARM DEVELOPMENT WORKS AND WATER MANAGEMENT
8.1  General
H    has    been    observed    ihaf    1he    development    of    irrigation    lakes    long    lime    after implementation    of    the    irrigal'On    propel    a    completed    The    development    of    irrigation Includes  the  Spread  of  irrigation  in  every  nook  and  corner  at  1he  envisaged  command area;   optimal   utilization   and   equitable   distribution   erf   irrigation   waler   among   all   farmers (big  or  smaitl:  in  entire  command  area  (including  head  and  tail  reaches)  thereby  optimal production  on  available  land  with  avairable  irrigation  water  In  most  of  irrigation  projects irrigation   development   has   taken    several   decades.   Even   after   severe:   decades   the achievement   is   not   satisfactory   and   the   scheme   suffers   from   serious   deficiencies   In order    Io    avoid    occurrence    of    these    deficiencies    and    achieve    fast    development    of irrigation  Tor  optimum  production  a  nd  a  ccrual  of  benefit.  it  has  b  een  realized  trial  the railowing  items  are  considered  very  essential  and  as  such  these  should  be  implemented El the earliest:
-    On -farm development (OFD) work
-     Development of Infrastructures
-     Waler management
8.2   Farm Development Work
Irrigation Projects  are bemg implemented with considerable investment justified on the basis  of envisaged significant increase in yields. The delay  in accrual of benefits  and/or accrual nt benefits  in magnitude smaller than envisaged, have very  adverse economic impact. It has  been now realized that for the accrual erf benefits  from irrigation project, i1 is  essenlial that farm development works  are also planned, 'mplemented and maintained properly  I he farm development works  can be sub-divided into the following two categories
On-Farm development works, which are popularly called as OFD works; and - CH1-Farm development works, which are popularly know as infrastructures
8.2.1   On-Farm Development (OFD) Works
On-Farm Development works comprises the following
i)            Construction, maintenance and operation of fwld canals for delivering irrigation water Io every fitrkjftaim
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ii)            Conslructton,   maintenance   and   operation   of   field   drams   for   removing excess water from rem or irrigation from every field/farm.
iii)           Construction   and   maintenance   of   fteto   road   (access   track)   to   provide access   io   every   (i*ld/farm   for   transportstten   o1   implements   and   inputs to lhe feldifarm and produce From the fleidi'farm to th* storafleftnarket.
iv)           Shaping,   leveling   and   grading   of   fieids/farms   for   efficient   application   of irrigalRon   waiar   as   well   as   efficient   removal   of   rain   or   irrigation   waler from the liefds/fartnsa
v)             Evoking   and   adapting   operational   yfocedure   for   eqililabte   distribution of   irrigation   waler   to   various   fiedsdarms   ser/ed   by   an   individual   field canal
a.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 facial* equitable and
efficient distribution and control of irrigation water to each field/fanm
ii)
The design of drainage system should facilitate timely and efficient removal of
excess rain ar irrigaton water from every field/farm
iii)
The field layout and land preparation should facilitate the use of machinery in
cultivation, harvesting etc. to enable efficient soil and waler management.
iv)
it should conserve soil and water and prevent water togging.
v)
The ptaci should minimize the cost of execution of work and toss of area
under bunds. Channels and drainage.
8-2.1.2 Provision at Feasibility Study Level
in I he Feasibility  Study, planning has  been done Io provide irrigation and drainage channels  upto quaternary  levels, which means  that irrigation and drainage channels  are available upto l 5 ha al field However, they  will have 10 be taken to even smaller holdings  say  0 5 ha or even smaller. As  regards  land clearance and tend leveling provisions  has  already  been made in the cosl estimate al Feasibility  Study  for Che entire command a«ea However, further refinement will be required al farmer level during adual operation Drainage system has  already  peen planned which will be abfe lo dvo»d waler logging. As regards evolving and adoplmg cperalionaJ procedure for equitable
- -------- - ----------------------- -------- ------------------- -- . _ ______________________________________ 86
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Ju Association with JillwcaniinrDtal ConsulUnis and Technocrats Pvt. Lid.Arjo DeUessa Irrigation Project irrigation & Drainage
May 2WF
distributions  of  i  rrigatton  walw  to  v  arious  IWdsrfarfflS.  s  everal  inMwalive  measuflia  in form  of  hardwares  like  p  rations  oi  Ad|us1able  PfOPortionai  M  MJulsr  Outlet,  flexibility factors  n  design  of  canal  capacities  etc  and  softwares  in  form  of  Rotational  Waler supply   at   macro   level   (secondary   canal)   and   tum-by-tum   supply   to   fixed   time   in proportion  to  real  farm  area  have  already  been  proponed  at  Feasibility  Study  level. However  al1   these  aspects  will  be  further  fefinHd  y'  the  time  □  ■  data  cd  desig implementation  and  actual  operation  of  "he  system  U.S  expected  that  by  thal  lime Participatory  Irrigation  Management,  which  is  expected  1o  piay  significant  role  n  all these aspects, will be able to take seme shape
8.2.2 Off-Farm Development Works
Off-Farm Development w orks  are related to development ol Infrastructures. With the inlrodudion at irrigation a tenge number o1 activities, which have forward and backward linkages, will develop in and around command area In order Io ensure lhe envisaged mcrease m yield, it is  essential lhac  proper arrangement should be made 10 make available in-puls  like implements, seed fertilizer, pesltcide. loan fix  working capital. Simalarly with increase m agricultural production 1 will be required to make arrangements for processing, storage. Kansport, marketing etc  For Ihis  the concerned organizations, institutions  at different levels  wtl have be organized, developed and their proper Functioning will have to be ensured
8.3 Wafer management
Water Management involves  a very  broad spectrum of activities  With the introduction of irngabon it is  envisaged io achieve optimum ag.ricuJEural production II involves transformation of traditional farming system nto intensively  irrigated agncullur&, high with input level ol fertilizer, pesticide etc  with intensive labour and high capital investment This  is  a gradual process  and requires  a vary  close interaction between irrigation system being maintained and operated by  irrigation engineers  and agriculture
system in which farmers along
agriculture scientist in-charge of extension
menaces   are   involved   tn   this   context   Waler   Management   is   expected   to   play   a significant role
Tnft objective of water management is  to obtain optimum yield sustained on long term
with Conservation oi waler wi| and fer1iWy of the |an(J 
env.rcfiinental impacl
<ny adv&r5e
--------------------------------- - ------------------------------------ ---------------------- --------------- S7
Water Warks Design & Supervision Enterprise
Id Association with InEeftonUnenUI Consultsais and Technocrats Al Lid.Arjo Dricss* JrrL?illon Project krigadon & Drainage
May SOO"
Water Management aspect of an irrigation and drainage project basically addresses to three important questions:
j) ho* to irrigate (method of irngation);
ii) When to irrigate (lining or interval);
irr) How much to irrigate (depth or voSume ol water),
Waler management mvolvW operat.on o< the canal system from Pomary Io field canal for conveyance, distribution and appfcakin of irrigation water to (he Held it requires three steps:
i ) Estimation of demand lex irrigation wate at field level in the background of
r
(a) prevailing agro climatic (actors.
(b) stage oi growth of crop and
(c} Sort characiensiics;
ii)  Application od required (as assessed) q jantily of waler, and
iii) Assessment of the performance and impact for modification, if necessary.
8.3.1   Irrigation Schedule
Curing detailed design and actual operation ot the canal system, irrigation schedule will be prepared, -which will lorm ths  basis  for the a dual operation of the system While preparing irrigation schedule, lhe following should be taken into consideration.
Ctenatic factor in form of Reference Evapotranspiration
• Crop charaderistecs
o Stage of growth of crop
o Routing depth
’ Soil Characteristics
o Water holding capacity
■ Irrigation Efficiency
83.2    Operation & Maintenance Manual
A  delailucj  Manual  for  Operation  i  Maintenance  of  lhe  Irrigation  System  should  be prepared While preparing this Manual, Uha following will be taken mto considerations
- Rotational Water Supply al macrotevel (secondary canal leveli
Turn-by-Turn water Supply for fixed duration <n propod^n io the area of
individual field at farm level
introduction of Participatory Irrigation management
—               ___________ _ ___________________________________________ st? Waler Works Design & Supervision Enterprise
Id Association with Intercontinental CobshIUdIs and Technocrats Pn Ltd.

Summery

Arjo-Dedessa Irrigation Project Summary

Arjo-Dedessa Irrigation Project Feasibility Study Summary

Project Overview

The Arjo-Dedessa Irrigation Project is a major agricultural development initiative in Ethiopia, located between 8°30'39" to 8°39'32" North latitude and 36°22'53" to 36°38'15" East longitude. The project covers approximately 17,825 hectares (ha) of gross command area (GCA) with a culturable command area (CCA) of 13,665 ha (76.67% of GCA).

            Key Components
            40.6m high earth & rock fill dam with 1341.2 Mm³ gross storage
Two primary irrigation canals (Right and Left) with total length of 104 km
85 secondary canals with total length of 97.32 km
Extensive network of tertiary and quaternary canals
Comprehensive drainage system

        

Water Resources

Water quality analysis from Dedessa River shows suitable conditions for irrigation:

Parameter	Value	Permissible Limit
pH	6.7	6.0-8.5
Total Dissolved Solids (mg/l)	60-90	<300
Sodium (mg/l)	4.0-7.1	<10

Irrigation System Design

Canal System

Canal Type	Quantity	Total Length	Design Features
Primary Canals	2 (Right & Left)	104 km	Unlined, contour canals with 0.02-0.03% slope
Secondary Canals	85	97.32 km	Aligned on ridges, 0.025-0.03% slope
Tertiary Canals	37 in sample area	24.23 km (sample)	0.033-0.04% slope
Quaternary Canals	509 in sample area	-	Field channels along slopes

Crop Water Requirements

The project proposes two-phase development with increasing cropping intensity:

Phase	Cropping Intensity	Peak Water Requirement	Annual Water Need (Mm³)
Phase I	126-138%	0.703-0.840 l/s/ha	134.9-148.4
Phase II	156-173%	0.915-1.056 l/s/ha	179.2-194.5

Key Structures

Structure Type	Right Primary Canal	Left Primary Canal	Total
Cross-Drainage Works	28	37	65
Control Structures	41	47	88
Road Bridges	5	6	11
Foot Bridges	8	9	17

Innovative Features

Participatory Irrigation Management (PIM) approach
Rotational water supply system
Adjustable Proportional Modular Outlets
Duckbill weirs for maintaining water levels
Flexibility factors in canal design (10-25%)

Implementation Approach

The project emphasizes:

Gradual transformation from traditional to intensive irrigated agriculture
Close interaction between irrigation engineers and agricultural extension services
Development of Operation & Maintenance Manual
Farmer training and organization for water management
Conservation of water, soil and land fertility