Summary of Ethiopian Nile Irrigation and Drainage Project

THE FEDERAL DEMOCRATIC REPUBLIC OF ETHIOPIA
MINISTRY OF WATER AND ENERGY
ETHIOPIAN NILE IRRIGATION AND DRAINAGE PROJECT
(WORLD BANK FINANCED)
FEASIBILITY STUDIE8 OF ABOUT 80,000 HA NET IRRIGATION AND
DRAINAGE SCHEMES
UPPER BELES IRRIGATION AND DRAINAGE SCHEME FEASIBILITY STUDY FINAL REPORT
VOLUME 9: ENGINEERING SURVEYS, INVESTIGATIONS, PLANNING & DESIGN
8R04A: ENGINEERING: IRRIGATION & DRAINAGE WORKS SR 04B ENGINEERING: STORAGE DAM
Halcrow
*
IN ASSOCIATION WITH
GENERATION INTEGRATED RURAL DEVELOPMENT (GIRD) CONSULTANTS
ADDIS ABABA, ETHIOPIA
MAY 2011Federal Democratic Republic of Ethiopia
Ministry of Water and Energy
World Bank Financed Ethiopian Nile Irrigation and Drainage Project Feasibility Studies of about 80,000 ha net Irrigation and Drainage Schemes Feasibility Study Final Report
UPPER BELES IRRIGATION & DRAINAGE SCHEME
Volume 9: Engineering Surveys, Investigations, Planning & Design
SR-04A: Engineering: Irrigation & Drainage Works SR-04B: Engineering: Storage Dam
May 2011
Halcrow Group Limited and
Generation Integrated Rural Development (GIRD) PO Box 102175, Ccwriet Gulkling (Sth Floex}
Halle Gebreselassie Road, Addis Ababa. Ethiopia TbI+215-1 (0) 11662 09 92 Fan *251-1 (0) 116 63 0991
www h^kJow.GQm
Thd Report has been prepared in accordance with the instructions of the Federal
Government oF Ethiopia Ministry of Water snd Energy for thee sole and specific
use Any other persons who use any InltxmalMXi containod herexi do so nl therr own
ns*
<€> Halcrow Group Limited and Generation Integrated Rural Development (GIRD) Coneuftanti
2011Halcrow Group Limited and
Generation Integrated Rural Development (GIRD) Consultants
PO Bon 102175. Comet Bu**ng (Sth Floor)
Helle Gebreselassie Road. Addie Abeba. Ethiopia
Tel *215-1 (0) 116 63 09 92 Fax *251-1 (0) 116 63 09 91
qyr
The Repod hat been prepared In accordance with the nsbuctions of the Federal
Government of Ethfopa KAnisiry of Water and Energy for ther sofo and specific
use Any other persons who use any ^formation contamed herein do so at their own
nsk
C Halcrow Group Limited and Generation Integrated Rural Development (GIRD) Consultants
2011.tar? tfWtor r -
1
.Wdr Imra^d® jftrf Dftr. «ia(r P*wfi*
,
FEASIBILITY REPORT STRUCTURE
Volume 1: Main Report (Pin? Annexes)
Volume 2: Water Resources
SR 01 A: Water Resources
Volume 3: Irrigation Development
SR-01B: Irrigation & Drainage Development
Volume* 4
&5:
Soils, Land Use & Suitability
SR-02A: Soils, land Use & Suitability Pan 1 of 4: Main Report Part 2 of 4: Annexes A, B & C Part 3 of 4; Annex 1>
Part 4 of 4 Annexes E - N
Volume 6: Land Resource■ & Agricultural Development
SR-02B: Irrigated Agriculture A Agro-economic Development SR 02C: livestock Development
SR-02D: Land A Watershed Management and Forestry
Volumes 7
&8:
Resource Users & Socio-Economics
SR-03A. Resource Users and Soao-economics
Parr I of 5: Summary Report (Left de Right Banks)
Part 2 of 5: SDAs 1 8c 111 on Right Bank
Part 3 of 5: SDAs 1J1 Me TV on Left Bank
Pan 4 of 5 Survey Dau Annexe* (SDAs 1 & m on Right Bank) Pan 5 of 5: Survey Data Annexes (SDAs IV & IV on Left Bank)
SR-03B Resettlement
Volumes 9,
10 Sc 11:
Engineering Survey*, Investigations, Planning & Denigs
SR-04A: Engtneenngi Imgauon de Drainage Works
SR 04B Engineering: Storage Dam
SR-04C: Geology, Hydrogeology and Geotechnical Interpretive Report Pan I of 3: Main Report & Annexes A - D
Part 2 of 3: Annexes E -11 Part 3 of 3: Annexes I - P
SR-Q4D: Topographic Survey Works
He les 1-4 - Volume 5
1 July 2011Pnwmntf. R/pwM /EfWjM MW) < Fafrr c L»trg
v
BtiMpM N/J* In^ofwt J*i DfUMfr Pnftii
Volume 12-
Environmental Status, Financial & Economic Analysis, Stakeholder Consultations A Study Terms of Reference
SR-05: Environmental Status
SR-06 Financial A Economic Analysis
SR O" Stakeholder Consultations
SR 08: Study Terms of Reference
Maps and Engineering Drawings, A3
Map Albums, Al
Main Album
Detailed Soils, J-and Use A Suitability Album Topographic Album
Brio p'4 -Volume 9
1 July 2011FV'
Federal Democratic
Ethiopia
Ministry of Water ar
World Bank Financed Ethiopian Nile Irrigation and Drainage Project
Feasibility Studies of about 80,000 ha net Irrigation and Drainage Schemes Feasibility Study Final Report
IRRIGATION & SCHEME
II
- IRRIGATION WORKS
Halcrow
In association with
Generation Integrated Rural Development (GIRD) ConsultantsFederal Democratic Republic of Ethiopia
Ministry of Water and Energy
World Bank Financed Ethiopian Nile Irrigation and Drainage Project
Feasibility Studies of about 80,000 ha net irrigation and Drainage Schemes
Feasibility Study Final Report
UPPER BELES IRRIGATION & DRAINAGE SCHEME
SR-04A: ENGINEERING - IRRIGATION AND DRAINAGE WORKS
May 2011
Halcrow Group Limited and
Generation Integrated Rural Development (GIRD) Consultants
PO Bo* 102175, Comet Budding (Sth Foor)
Hoile Gebresalassie Road, Addis Abeba, Ettibopia
Tei •215-1 (01116 63 09 92 Fax *251-1 (0) 116 63 09 91
www hBlcrow.com
This Report hu been prepared m occoruance with the in unions of the Federal
Govwnmeni of Ethiopia Ministry of Water and Energy kx their sole end specific
use. Any other persons who use any Information contained herein do so al Ihelr own
rlak.
CHakrow Group Limited and Generation Integrated Rural Development (GIRD) Consultants
2011Halc/ow Group Limited and
Generation Integrated Rural Development (GIRD) Coneuftanta
PO Bo* 102175. Comet Building (5<h Floor)
Haile Gebreseiassie Road. Addis Ababa. Ethiopia
Tel *215-1 (0) 116 63 09 92 Fax *251-1 (0) 116 63 09 91
wwv. halcrow com
Thr* Repon has been prepared tn accordance with the instructions of the F ederal
Government of Ethiopia Ministry ol Water and Energy lor their sole and ape&ftc
use Any other persons who use any Information contained herein do so at (heir own
risk
CHalcrow Group Limited and Generation Integrated Rural Development (GIRD) Consultants
2011frtfaW fJMWUTWfrr of Mwrfy of Wafer c*- fcwFjj' hx^f^rj/j Mj> jT^inwr f’rnjvrf
FEASIBILITY' STUDY FINAL REPORT
UPPER BELES IRRIGATION &. DRAINAGE SCHEME
SR-04Aj ENGINEERING - IRRIGATION AND DRAINAGE
CONTENTS
1 INTRODUCTION
1.1 Report Cat/ritl
1.2 E>t>rfopmrn1 i'ifton and U.nttnrtnn^ Campontnls 1.2-1 Agricultural Development Options
1 2.2 Main Irrigation System
1 2.3 ()n Fann Works &Land Development 1.2.4 Drainage and Flood Protection
1.2.5 All*weather Roads
2 SCHEME COMMAND AREA AND LAYOUT
2. F Cemmattd
2.2 J’Wi jwt/ Pn/rel Artas
2J Styf DtvdbpffWJtfAmu
2.4 UfiiKalmnGflmgabJfAfTa 
2. 9 Prvpwetf |Fr/fe-Pnye.-r L7r
2-5.1 General
“*
2.6 
25-2 Demarcation between Commercial and Smallholder Farm ajSeant^in CmjJ SfMfufar}' Unit/
2.7 Right Afar* System Layotd OiwjwdfffJ (Jir/Zr
7
9
10
fO
F/
11
11
t4
14
2 # Lx// Fkw* . Wd«r System I aty&ui and C hmmon d1 U mft 20
29 Tertiary Jxd On-Famf System I jryMtf
24
29.1 
General
24
2.92 
On-Farm Lrrigahem fie Drainage Layout Options
24
29.3 
Operation
jq
2J £/ Pftsswrr L/jew/
3 MAIN SURFACE IRRIGATION SYSTEM
JJ Irf/nhfAritoiv
5.2 D«jp Djjrfuj^rj and Storage Rfrtnvrrs
3.21 General
~ Design and Operation of Main Canal Balancing Reservoirs
3 23 Design and Operation of Secondary Canal Night Storage Reservoir* 3.2 4 Design of Row Measurement Structures
39
jp
jf?
+1
4^
1J /|F»frr
Options and Rr^mmenda/rons
3.3.1 Introduction 4.
46
3.3.2 -Mur. Canal Conveyance Option* 33.3 Secondary Canal Channel Options
lib ! ’4SrG4a Knjgjnwrm^ (2)
-7
J
14 Ma* HHdiiofwt Ndr /mjpflwa W Dnva^p Pw*
3.4 Cana/ DtJtf Conridcratwru and Criteria 
3.4.1 Canal Embankment* and Sods
3.4.2 Water and Sediment Intake
3.4.3 Hydraulic Design
3.4.4 Hydraulic Design Specific to Upper Belts Main Canals
15 Mata Canal Sfntcfnrrj
3.5.1 Flow Control and Flow Measurement Structures
3.5.2 Main Cana) Cross-drainage Structures
3.5.3 Canal Escapes
3.5.4 Other Main Canal Structures
5.4 bank Main Cana! Dutt* 
3.6.1 Canal Alignment
3.6.2 Selection of Section Type
3.6.3 Canal Discharge Calculation
3.6 4 Canal Hydraulic Design
3.6.5 Summary of Structures
3.6.6 Right Main Canal Embankment, Quantities and Cost Estimate 3.6.7 Right Main Canal Structures Quantities and Cost Estimate
5.7 Left bank Main Canal
3.7.1 Canal Alignment
3.7.2 Selection of Section Type
.3.7.3 Canal Discharges
3.7.4 Canal Hydraulic Design
3.7.5 Summary of Structures
3.7 6 Canal Embankment, Quantities and Cost Estimate
3.7.7 Jxft Main Canal Structures Quantities and Cost Estimate
5.8 branch (anaii
3.8.1 Branch Canal Details and Costs
5.9 Secondary Cana! Design
3.9.1 Selection of Section Type
3.9.2 Canal Hydraulic Design
3.9.3 Design Discharges and Required Full Supply I-rveJs
3 9.4 Secondary Canal Data 
3.9.5 Canal Embankment Section, Quantities and (Lost Estimate
.3.9.6 Secondary Canal System Quantities and (Lost Estimate
5.10 Divrnton \l arkj
3.10.1 Right Bank Divers ion Weir
3.10.2 Left Bank Diversion Weir /Dam
3.10.3 Existing War Near Pawi
4 ON-FARM IRRIGATION AND DRAINAGE WORKS AND LAND DEVELOPMENT FOR SURFACE IRRIGATION
4.1 IntroduiTion
4.^ Tertiary and Pit id Irrigation (ana/ Layout Optionj and Design 4.5 Land Development
7
49
49
SO
50
55
57
57
60
64
65
65
65
67
69
71
72
78
“*9
80
80
82
84
85
85
91
92
95
93
95
95
96
97
97
102
103
f 10
110
110
110
113
jj 115
Ub F4 SrO4a Engineering (2)
u
14 Mm Hf'ftltrj/PfflimTwfi;-
" M‘ hvrV
Erbic^s*) AW aurc/ Pnn><<" Pragtfrf
4.3.1 Land Smoothing / Grading
43 2 Terracing
4 3.3 Land Terracing and Smoothing Cost
4.4 Tertiary and Fit# D/w/up Tkrtr*
4.4.1 Rationale
4 4.2 Drainage System layout and Nomenclature 4 4.3 Design Water Levels
4 4.4 Drainage Modulus and Design Diichargrs
'
! 20
■ Ti
1
4.4.5 
Hydraulic Design of Drainage Channels
123
4.4.6 
Drain and Embankment Sections
4 4.7 
Reservation Widths A Spoil Embankments
125
4 4,8 
Standard Dimensions for Tertiary and Field Drains
126
4.4 9 Drainage System Structures
r
5 PRESSURE IRRIGATION
5. t DfFirrptifjn of Prer/ww Irrrfirtfd Aera/
5.1.1 Right Bank Pressure Area 
5.1.2 l^eft Bank Pressure Area 
5.2 Pjpftorr Cotwgma and Prriwt Imfirtion
5 2.1 Introduction
5.2.2 Supply Options to Right Bank Pressure Area 
5.2.3 Supply Options to Left Bank Pressure Area 
5.2.4 Pipeline Conveyance System Categories and Nomenclature 5.23 Pipeline Layout
5.3 Pi/xfoiu Cowryana 
5.4 Prvjjvrr (SpnnkJfrj I motion Design
5.4.1 Layout
5.4.2 Crop Irngation Require rnrnits and ScJheduli ng 
5.43 Sprinkler System Engineering Design
5.4.4 Sprinkler Farm Unit
5.4.5 Design of Laterals
5.4.6 Design of Filtration Sy si em
5.4.7 Design of .Sub-mains, Branch mains and Mains 5.4.8 Pressure Irrigation Coms
6 MAIN DRAINAGE AND FIOOD PROTECTION WORKS 6- / A/jjm Dnujfdjv 
6.2 M^ptng^E^jtingNa^frv/L>rantagf
6. J Ffood Corndorj
6.4 Druirtagc Sy^m
5.5 Adopted Dffrgn Parana ten
6.7 Dcjr/ff Panmelrry
.
tiff .Main Und Caikilor Drain/
6.B.1 Main Drainage Network Dwcripru.n I'b F4 SrfHa F.nginetrinjj’ (2)
129
1 29
I29
FU
133
133
133
136
137
fl# J J 9
139
I4(j
140
141
I47
144
144
14^
147
,
r/
f?
rdo
MP
/53
14-Miv-ll*T^r*&*T Ez/mtw-t Nii !"&*» Dt^p !W
6 8.2 Mun Drainage Network Colts
69 Ttrttary an d b it Id Dnaini
6.9.1 Drainage Requirements
6.9.2 Tertian and Field Drain Costs
7 ROADWORKS
7.1 lnfnd*ton
7.1.1 Access Roads
7.1.2 Village Roads
7.1.3 Service Roads
7 1 4 Cane Haulage Roads
72 Dtiign ConJidtmtionj
1 ** 1 $5
155
159
/Co
160
7.3 TimrngandR/Jf^nnlnkryforlnfdfnifntaitOft
7.4 Sitirdnle of Propotcd Raddj and Cotti
7.5 Rmr Cntttngt and Caih
8 IRRIGATION ENGINEERING OPTIONS AND CHOICE OF IRRIGATION INFRASTRUCTURE
8.1 IntrvdifitMfi
8.2 Sflftd of 1fnp.k mtnlotion and Canal Lining (Ragbl Bank. Main Canal} 8.2.1 Introduction
8 2.2 Option 1 
8.2.3 Option 2a (2.4 nun thick Geo-membrane)
8.24 Option 2b (1.2mm Geo-mcmbranc)
8 2 5 Option 3 (2.4mm Geo-membrane) with Concrete Layer Upgrade 8.2.6 Assessment of Options
8.2.7 Conclusion and Recommendations
8.i Pitinptd Irrigation for Left Bank Ana 
8 3.1 Introduction
8.3.2 Pumping Development Options
8 3.3 Potential Arras for Pumped Sugar irrigation 8 3.4 Options for River Pump Stations
8 3.5 Design of First Stage River Pump Station 8.3.6 Sedimentation Basin
8.3.7 Second Stage High Pressure Pumps 8 3.8 Booster Pumping Stations
8.3.9 Pipeline Materials
* 60
160
160
160
160
161
161
169
169
170
170
171
171
172
173
173
174
175
175
176
177
179
179
180
180
180
180
8 3.10 Pipeline layout Options
181
83.11 Economic Pipe Sizes
182
8.3.12 Estimated Investment Costs for Pumping Stations
183
8 3 13 Estimated Investment Costs for Primary Pipe Networks
184
8.3.14 Comparative Investment Costs for Options
184
8.3.15 Pumping Costs
[ g5
8 3 16 Estimated Investment plus Pumping Costs of Options for Bulk Supply 
185
8.3.17 Evaluation of Options
]g6
I Jb P4 SrO4i Engineering (2)
hr
14>May Hfij F-fhwpj. Mnuto tfWafrr dr E*r%
Eth/apra* Ndt J*d' Dhumi^ P^f
8 3 18 Conclusions
S.4 Choi# rf Efow Cwitev/ Sy/ftfff and Ivfrujfrxrfwr
187
f&V
8 4 1 Current Proposal for Flow Control
188
8.4.2 Alternative Flow Control Arrangements
189
8 4.3 Main Canal longitudinal Slopes
192
8.4,4 Capital Cost Comparison Exercise
193
8 4.5 Compatibility with 12 hour Irrigation
194
8.4 .6 Conclusion*/Recommend a tmtu
195
8.4.7 Current Proposal for Choice of Flow Control & Regulation Structures
196
8.4.8 Alternative Options
8.4.9 Capital Coil Comparisons
8-4.10 Conclusions
ENGINEERING WORKS PRELIMINARY COST ESTIMATE
9! Jitfndacfio/i
92 .fAiufdn/ Btte Item Md Rates
93 EjtijrKrfte rt af1W
9 3,1 Taxes
93.2 Labour Rates
9.3.3 Materials Costs
9 3,4 Transport Costs
9,3,5 Equipment Costs
9.3.6 Cost Build-up
9.3.7 Comparison with Other Estimated Rates
94 ErAMxrAair ofghtantittes
9.4.1 Earthworks and Channel Qiunnues 9.4 2 Structure Quantities
93 Cost Bxiti Up Apprva^
96 Rtfbf Bank Cajf Ertemate
97 Leff Bank Cost Estimate (AH Srerfaa IJ
9H L/J? Cprr fl I /0-IF/
Imgateon)
9 9 I U Cast Estimate (Mar* Canalfmm Exufr*^ Pam ICtte) 910 Anafynr fl/tixfr
196
197
199
201
20!
20!
20!
202
202
203
204
205
206
207
207
207
209
2!Q
2ft
212
2!3
213
214
L'b Fd SrO4i Enpneefiug (2}
v
Id-May IIFwW Pmrrjflz ItyvMr W fchofw, M/rutfry a/W'rfrr <•* Hw# jhfibE^yw'.ft Js7$ Jn^iT^iw asrf JVijmtf
ANNEXES
ANNEX
DESCRIPTION
Anna A
ADOPTED UNIT RATES
Anna B
LIST OF DRAWINGS
Anna C COMPARISON OF OPTIONS FOR CANALS ON CROSS SLOPES
Anna D
HYDRAULIC DESIGNS FOR SLAIN CANALS
Anna E
HYDRAULIC DESIGN CALCULATIONS FOR SELECTED STRlT HIRES
Mun Canal Balancing Reservoir at CH 31 + 150, RMC
Main Cana] Cross Regulator at CH 31 + 150, RMC
Main Canal Siphon / Aqueduct at CH 5 + 00. RMC
Branch Canal Head Regulator at Chainagr 31+020, RMC lor RBC2
Sccondarr Canal Head Regulator at Chainige 89+550, RMC for SC28
Night Storage Reservoir on RBC2-SC10, CH 14-750
Branch Canal Vertical Drop at CH 0+900
7
Annex F
SELECTED DRAWINGS
STD 11 Typical Canal Cross Sections (2 dwg*)
SID- 12A Typical Drain Cross Section 5
STD 12B Typical Tertiary and Field Drain Cross Sections
STD- 13 Typical Road Cross Sections
STD- 14 Typical Canal Tuning Details
STD- 15 Typical Canal laning: Mild Cross Slope
STD 16 Typical Canal Lining: Moderate Cross Slope with Shallow Rock
STD 17
Typical Canal Lining . Modernc Cross Slopr without Rock
1
STD-18 Typical Canal Lining: Steep Cross Slope with shallow Rock STD- 21 RC Retaining Wills (2 dwgs)
STD- 94 Land Levelling (terracing) STD- 94 Land levelling (terracing;
UB/FS/303 Balancing Storage Reservoir CH 31 + 150 RMC UB/FS/306 Cross Regulator CT 131 + 150, RMC
UB/ES/316 Head Regulator For RBC2, CH 31+020. RMC LB/FS/319 Head Regulator For SC28, CH 89+550, RMC
UB/FS/326 Canal Measuring llumc At CH 31+326 RMC
UB/FS/331 Culvert Under Embankment At CH 39 + 550 RMC UB/FS/332 Siphon / Aqueduct Ar Ch 57 +700, RMC
t TB/F’S/357
Night Storage Reservoir RBC2-SC10, CH 1+750
UB/FS/371 Vertical Drop On Branch Canal 2 CH 0+900
Annex G
_
BILT-S OF QUANTITIES i COSTS FOR SELECTED STRUCTURES Main Canal Cross Regulators, RMC.
Main Canal Cross Regulators, IMC
Main Canal How Measurement 1 Humes, RMC
Mun Canal blow Measurement Flumes, LMC
Main Canil Aqueducts. LMC
I.’ll F4 ScOfa Lindin (wing (2)
!4-M« IIFtdmn K/pttblh' of'Ethiopia. Maw try ofW'attr <?" Forty
Eihoopun Amt j*i L>n»«<r P/wcr
ANNEX
DESCRIPTION ZZZj
Mun Canal Siphon Aqueducts, RMC
Main Canal Siphon Aqueducts, LMC
Main Canal Balancing Reservoirs. RMC & LMC
Main ( anal Escapes. RMC
Main Canal Escapes, LMC
Collector Drains, RB
Collector Drains, LB
Collector Drain Drops, CD2-8
Collector Drain Junctions, CD2-8
Roads, RB & LB
Bridges, RB & LB
Pressure Irrigation. Trunk, Supply & Branch Main. TB-E & IVB-W Pressure Irrigation, Sub Main, IB-E & IVBAV
Pressure [rogation, laterals. IB E & IVB-W
Annex 11
OUTLINE. TECHNICAL SPECIFICATIONS
Annex 1
MAIN CANAL ALIGNMENT DATA
-1
Uh 1-4 Sr(Mi I ngmrmng (2)
U
14-Mijr-11i-vimrl
RipM* ofErfrt&a.
tfWaterdr L*^'
iN’jif ImjjwfriJM tlflrf IJniiJtd^ iFfwe-a
LIST OF TABLES
Table 1-1 i Upper Beles Agricultural Development Options
Table 2-1:
Table 2-2:
Land Slopes by Stage Development Area (SDA)..............
lit'
Study and Project Areas -............................................... -.......
il'
Table 2-3: WrthProject Net Irrigable Areas by SDA...................*.........
Table 2-4:
Table 2-5:
Fable 2 6:
Table 2-7:
Table 2-8:
Table 3-1;
Table 3-2:
Table 3-3;
Table 3 4:
Fable 3-5:
Table 3 6:
Table 3-7:
Table 3-8:
Summary of Upper Bries Areas—..................... —------- - -
Rjghi Bank SecondiA Cinal Lengths, Irn^non ArtM and 1’trnaiy Units............................... ... lift Bank Secondary Canal lengths. Irrigation Areas and Leman Units
On-Farm Irrigation A Drainage Layout Option*—.,............... . ................ -........
Options for Pressure Layout on a 25 ha Farm/Block I nil................. —.. ..............
Crop Water Rccjinremcnis and Indicative Design Flows...............................
Proposed Balancing Reservoirs on Be les Right Bank Main Canal................ Proposed Balancing Reservoirs on Belcs Left Bank Maun Canal
Secondary Canal Channel Selection Criteria................................... .
SufiteMed Prism Side Slopes and b/d Rauos for Unlined Canals...........................
Pel5hi Side Slopes for laned Canals —.
-......................................................... - —
t
Mutmum Permissible Velocities for Straight Channels after Aging,.,...—.
Freeboard........ ............ ...........■.....—.............—................. r,.... —....... ...........——-
Table 3-9: Bank Top Widths for Trapezoidal Channels...
Table 3-10: Assumed Hydraulic f/isses............ ...... . ......... ...... ..
Table 3-11; Freeboard Allowance Main Canal Criteria*
Table 3-12: Pram Side Slope for Lined Canals.,.,,..,,,,,—......................................-............................................... —.......5
Tabk 3-13: Estimated Costs for Sled Pipes................ ...... ................... .......... ...... ........ —................. .............................. 64
Table 3—14: Variations in cross-slopes along Upper Belts Right Bank Main Canal .................................. .............68
Table 3-15: Estimated Depth to Rock . ................... ....... .................. ....... ..... —....... ......... .................... .......... . .68
Tabic 3-16: Right Main Canal Discharge Statement.......................................... ........... .......................... ........................69
Table 3-17: Summary of Right Main Canal Structures............... . .......... . ............. ,..... ................ ~......... ..... ...... .......... 72
Table 3-18: Schedule of Right Main Canal Offtake Structures..................... ............. .......................................... 72
Table 3-19; Schedule of Right Mam Canal Cross Regulator*......................... ............. ................................... . ........ 75
Table 3-20: Schedule of Right Main Canal Flow Measurement Structures ......... ....................... ...................... „.,^«75
Table 3-21: Schedule of Right Main Canal Drop Structures.............. —.................... ................ .................. ........ 76
Table 3-22: Schedule of Right Main Canal Major Drainage Crossing* ....................... ............ ............ .......... ........ 77
Table 3 23: Schedule of Right Mam Canal Escape Structures................................... . ....................................................77
Table 3-24; Schedule of Kight Main Canal Balancing Reservoir* ...... ................... ....... ......... B........... ............... 77
Table 3-25: Right Main Canal Channel Costs .... ............................................ ............ tB++rt............................................. 78
Table 3-26: Right Main Canal Overall Costs..... ......... .......... ,..... ....... ........................... ..........
.... 79
Fable 3-27: Distribution of Cross Slopes Along Left Main Canal ................ ........... .. .......... .................................
Table 3-28: Estimated Depth to Rock................... ......... ....................... ......... ..
Table 3-29: Left Main Canal Section Types.......... ................ ......... ..... ......................... .
.83
Table 3-30 Ixft Main Cinal Discharge Statement............... ............ . ............ ..........
.84
'Fable 3 31: Summary of Ixft Main Canal Structures................. ...................................
86
Table 3-32: Left Main Canal Offtaking Structures............ ........................................
86
Table 3-33; Left Main Canal Cross Regulators..........................
..87
lable 3-34; Left Main Canal Flow Meaaurcmcnl Structures ...... ............................ .......
..87
Tabic 3-35: I .eft Main Canal Drop Structures.. ............................. .............. .
..87
Ub F4 SrD4i Ertgmrrring (2}
iii
14-Miiy 11Muto? E“®
Jif/idpwM Nik bri&fw I*** Ity‘r
’fable
3-36:
Left
Main
Canal
Escape
Structures
'fable
3-37:
Left
Main
Canal
Inverted
Siphons-
Table 3-38 : Left Main Canal Major Culverts—-.......................................................... Table 3-39: Left Maui Canal Balancing Reservoirs—
Table 3-40 I -eft Main Canal Channel Costs
Table 3-41 Summan’ of Left Main Canal Overall Costs....................................
Table 3-42 Summan’ of Branch Canals........................................................................... Table 3-43 : Branch Canal Section Types
Table 3-44 : Branch Canal Costs..................................................................
Table 3-45 Schedule of Right Bank Secondary Canals.
Table 3 46 Schedule of Left Bank Secondary Canals-
Table 3-47: Summary of Secondary Canal Types—
Table 3-48: Summan of Secondary Canals Quantities and Costs
Table 3-49: Right Bank Secondary Canal Quantities and Costs
fable 3-50:1-cft Bank Secondin’ Canal Quantities and Costs
Table 4-1 : Tertian and Field Canal Quantities and Costs (per 100ha).^,_
Table 4-2 : Summary of Tertian’ and Field Canal Costs for Right Bank Area Table 4-3 : Tertian- and Field Canal Quantities and Costs for Right Bank Area
’fable 4-4 : Summan* of Tertiary and Field Canal Costs for Left Bank Area Table 4-5: Tertiary and Field (jural Quantities and Costs for Left Bank Area.
Table 4-6: Terracing requirements.................................................................................
Table 4-7: Suggested terrace widths ........................................................ ..................... Table 4-8: Grading and Terracing Unit Costs—
Table 4-9: Grading and Terracing Cost........
Table 4-10: Area Reduction Factors ,...............................
Table 4-11 b/d ratios and side slopes for drainage channels
Table 4-12: Drainage Channel Freeboard .................................................................... Table 4-13: Reservation Widths 8c Spoil Embankments.. 'fable 4-14: Standard Tertian and Field Drain Sections
Table 5-1: Cost Comparison for Supply Options to TVB-W Pressure Zone Table 5-2: Net Pressure Areas by Supply < 'anal/Pipe Table 5-3: Category of Pipelines™.,..
Table 5-4: Adopted Prpc Roughness, k .................. ......
t
Table 5-5: Wind Speeds in Upper Bcles~
Table 5-6: Opnons for Pressure Layout on a 25 ha Farm/Block Unit Table 5-7: Christiansen’s Reduction Coefficient, F. for Muluply Outlets Table 5-8: Indicative number A spacing of outlets along aluminium lateral . Table 5-9: Cost Estimate for Pressure Irrigation Distribution _ 
Table 6-1: Bcles Drainage lune Classification 8c Characteristics
Table 6-2: Drainage modulus values for a range of slope types (1:25 yr)
Table 6-3: luxations of Chanko Channel Cross Sections.............................................
Table 6-4; Summary of Chanko Drainage Design ........................... Table 6-5: Tertiary and Field Drain Quantities and Costs (per lOOha) 1 able 6-6: Summan of Tertiary Ac Field Drum Costs - Right Bank Tahir 6-7 : Tertiary and Field Drain Costs for Right Bank
Ub H4 SrO4a F.npncrfwig (2)
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14-May 11afJLiMrerfva , Aff'mi/n $ ET rfn £*mp
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Tabic 6 8: Summuv of Tertiary & Field Drains Corts—Left Bank.,
Table 6-9 : Tertiary and Field Drain Costs for Left Bank Area ...■—,■■
Table 7-1: Typical Road DmemiofU.............................................. - -—
Table 7*2; Schedule of Roads within Project Ara.......................................
Table 7-3; Schedule of Badges and Drainage Crossings...............................
Table 8-L Multi Catena Comparison/Summary I able ............................ .
Table 8-2: Options for Development of Upper Heirs Left Bank................ ..
Table &-3: Potential SDAs fur Pumped Imganoa on Ixfi Bank ..................
Tabk 8-4; Cost of Two-Stage Pumping Station ............................ -............ —
Table 8-5: Cost of Booster Pumping Station....................... .......... ........ ........
Table 8-6: Cost of 6 km Rising Trunk Main.................................. —...........
Table 8-7: Evaluation oflxft Bank Development Options.......................... .
Table 8-8 Secondary Canal Terrain Characteristics................... .................
Table 8-9: ETB/m for U/S Coni rolled Secondary Canals ..........................
Table 8-10: ETB/m for D/S Controlled Secondary (.xnals...................... ................ —
Table 8-11; Summary of Secondary Canal Costs...—-............ ......................
Table 8-12: Multi-Cnrena Comparison/Summary................... ....................
Table 8-13 Multi-Criteria Companion/Summary Tables...........................
Table 9-1 Labour Rates .... ............. ................................ -............. ........ ....... .
fable 9-2: Sources of Materials........................................................... -...........
■i -
Table 9-3 : Concrete Strengths and Assumed Cement Contents------------- - -------- ----------- ----- —........................ 204
Table 9-4 : Truck I hulage Rates (excluding VAT).................... ...... ........................ -...................™„........... *..... ....... 204
Table 9-5: Assumed Equipment Cost Rates . ................. ......... - ......................... . —, ................................. . ..... , .206
Table 9-6: Companion between Hakrow and Tahiti Unit Rates for Megech.................. .—.......................... ,...... .....208
1'abk 9-7: Indicative Wall Thickness ind Reinforcement......... ................. ....... ................................... .. ............ ........ 209
‘fable 9-8: Indicative Floor Slab Thickness and Remforcemcnl
__ ~.... ......... ....................... .... 209
Table 9-9; Indicative Bridge / Aqueduct Decks / Brims Reinforcement. .............. ................... . ........................ ...... .210
Table 9-10: Indicative Boa Culvert Reinforcement................... ........... ..................... .......................... ..... „............^_.21D
Table 9-11 : Preliminary Cost Estimate for Right Bank Command Area................. ...................... ...........................211
Tabk 9-12: Preliminary Cost Estimate for Left Bank Command Area (All Surface Irrigation) ___________ ___212
Tabk 9-13; Preliminary Cost Estimate for Left Bank Command Area (TVB-W Pressure Irrigation) 213
Tabk 9-14 Preliminary Cost Es timare VAX'........................... ......... ,...... ........ ............ . ................. 213
Table 9-15: Breakdown of Engineering Costs ..... ......... ..... ..................... ........... 215
L’b F4 SrfMa Engineering (2)
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LIST or FIGURES
Figure 1-1: Stage Do-dopmm! Areas and River;....-............ Figuic 2-F Sage Development Areas with Land Slopes «
'
Figure 22: Proposed Wiib-Projttt Commemd & Smallholder Irrigation Development
Figure 2 3 Infra* mature Layout......... - —- -..................................—......... —.....................
Figure 2 4 : Cent Breakdown for On-Faun Layout Options..a......................... .............. —
Figure 2-5; Concrete Riser Box for Piped Ternary Cana)........... -.................... ...................
Figure 2-6 Typical Components of On-Farm Piped Water Distribution............................. Figure 2-7: Typical On-farm layout, Slope <3%. Coramrmal, Furrow (Lay-flat tubing) Figure 2-8; Typical On Farm Uyout. Slope<3%, Smallholder Furrow (open channel) Fi&uv 2-9: Typical On-bann Layout, Slope 3 8%, Furrow’s (Open Channel) Figure 2 10. Typical On Farm Layout, Slope 3 8%, Basins (Open Channel) Figure 2-11: Typical On-farm Layout, Slope 8-12%, Basin (Open Channel)...
Figure 2-12: STD/9 Typical Pressure Distribution Layout.................
Figure 2-13: STD/10 Typical On-Farm Sprinkler Layout...................................
Figure 3-1: Plan of Balancing Reservoir. CH 31+150 RMC................................
Figure 3’2 ; Layout ofTypkat Night Storage Reservoir...........................~...........
Figure 3-3: Typical Main Canal Trapezoidal Cross Section ,
Figure 3-4: Typical Main Canal Rectangular Cross Section.—
Figure 3-5: Minimum Flow Velocities.,,
Figure 3-6: Cross Regulator with Overflow Side Spillways ........... ......„......... .....
Figure 3-7 ; Plan of Main CanaJ Cross Regulator...... .......... .............................
Figure 3-8 . Long Section of Flow Measurement Flume
Figure 3-9; Cross Drainage Structure Types..
Figure 3-10: Sled Pipe Inverted Siphon Under Construction,
Figure 3-11; Infer of Steel Pipe Siphon Aqueduct ..................... .......
Figure 3-12: Side Spillway Escape Structure........................................
Figure 3-13: Ci round Profile along Beks Right Bank Mam Canal.. Figure 3-14 Land to Be Traversed by die Right Main Canal.
Figure J-15: Alignment Alternative for the Left Main Canal
Figure 3-16 Profile along Left Main Canal ................... r.................... ............ .......... Figure 3-17 r Variation in Cross Slope along Left Main Canal....W1
Figure 3-18 Right Bank Weir Under Construction (eariv 2011)...............................
Figure 3-19 Existing Weir Near Pawi „............................................................... .......
Figure 3-20: Alignment of Cana! From Pa we Weir.,,...................... u Figure 4 1. Eroded Gully in Vertisol Soils
Figure 4-2 Drainage System Nomenclature
Figure 5-1: Irrigable Pressure .Area IB-E.......... ...........
Figure 5-2: JmgabJe Pressure Area !VB-W(map |)
Figure 5-3: Imgablc Pressure Area IVB-W (map 2)
Figure 5 4, Supply Pipe and CanaJ Path Profile TVBW-1&2, Option-]
Figure 5-5 SupplyOnil Path Profile to 
Figure 5-6 Supply Canal Path Profile to IVBW*3 
Figure 6-1: Existing Rjver in Right Bank .Area............. Figure 6-2 Crors-Section of Chanko River at N-0
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Figure 6-3: Cross-Section of Chanko Rivet at N1 u/s,^—................................ ........ .................... .............................. ...152
Figure 6-4: Cross-Section of Chankn River at N2..„-.«™. —.................. . ........ ................... —............................ ........ 152
w
Figure 6-5: Cross-Section of Chinko River at N3™..„—.................. ......... ....... ...... .—..........—................................... 152
Figure 6 6: Cmss-Section of C h ink c River at N 4...................„„.......... .......................................................... .............,152
Figure 7-1: Proposed All-weather Roads......................... ....... .—................. ............ ...............—............... —...........— 165
Figure 8-1: Left Bank Pumping Development (Surface Irrigation Option 2).».................... -....-........... ....................,178
Figure 8-2: Net Present Value of Pumped Irrigation Water ........................................................... ................ ....... .—J 82
Figure 8-3 : Schematic long Section of Canal Showing Control Structures .... ——..................................... .——.190
Figure 8-4: Wedge Storage Required for Downstream Control.,............... .................. . ............................................... 191
Figure 8-5: Well Drnp Regulator From FAC 26 Part 2.....M................ ........................... ........... .— ... .......... ...... ... 197
Lb I1-I SrLMii Kfigirjcrnin^ (2)
14-Miy 11l-nirra1
EibnjbrJ. Him/fry afWa/er & Entry
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ABBREVIATIONS AND ACRONYMS
ADLI
Agricultural Development Led Industrialisation
ADSWE Amhara Design * Supervision Works Enterprise
AN RS Amhara National Regional Stale
ARD Agriculture and Rural Development
AWWCE Amhara Water Works Construction Enterprise
Bo A Bureau of Agriculture (Regional Government)
BoWRD Bureau of Water Resource* Development (Regional Government) CBO Community Ba«rd Organisation
DEM Digital Elevation Model
EN1DP Ethiopian Nile Irrigation and Drainage Project
FT
EvapoTnmspiration
ETB Ethiopian Bur
GoE-
I la 
Government of Ethiopia
Hectare
HH Households
l&D
kg
km
LLFI
LIT
Irrigation and Drainage
kilometre
Large Landholding Households
Land Utilisation Type
m metre
MCA Multi Criteria Analysis
MIS Management Information System
MoARD Ministry of Agriculture and Rural Development
MOM Management, Operation and Maintenance
M<AVE Ministry of Water fle Energy (formerly the Ministry of Water Resources MoWR) ND Negeso Dam
O&M Operation and Maintenance
Qts
Quintal (100kg)
REC Rrvcnrie Environmental Corridor SLH Small Landholding House holds
ToR
Terms of Reference
WMC Water Management Committee (for PWS scheme)
WUA Water Users* Assocunon
WELD Water Resources Develop mf n r
WWCE Water Works Construction Enterprise
WWDSE Water Works Design and Supervision Enterprise
NOTES
The fiscal year (FY) nf the Government of Ethiopia ends on Vi* June In tins report "5“ refers to US dollars
Exchange rate adopted LOO USS = ETB 167 (15* December 2010)
L'b IM SeO4a l .npnccnng (2)
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1 INTRODUCTION
1 / Report Content
Thu .uipplcmcntaty report described the engineering components' of the proposed I ppcr
BeJes Irrigation Project and includes preliminary designs and simple drawings. Following this Introductory Chapter, dir scheme command area and irrigation and drainage layout is described in Chapter 2. In Chapter 3 the main surface irrigation system is described including designs for the main and secondin' canals and selected structures and associated costs Chapter 4 describes the required on-farm irrigation and drainage channel* with designs for selected secondary units, as well as land development including terracing and bunding to enable basin or furrow surface irrigation. In Chapter 5 al re ma rive pressure irrigation layout options and costs are described for commercial sugar cane development in selected Stage Development Areas (SDAs). In Chapter
6 the main drainage system comprising natural streams and gullies which collectively make up the riverine / drainage corridors is described- In this chapter the capacity of these is checked for the design flood event and suitable riverine widths (boundaries) identified- Required addirionfll drams for 1 hr irrigation area, including tertiary and field drains arc also described. Chapter 7 describes the proposed all weather road nrtwork, pavement design and assoculcd costs. Chapter 8 discusses options for alternative engineering works limed ar either accelerating project implementation and/or reducing the initial investment costs. A preliminary cost estimatr is given for the proposed engineering (imgaUon & drainage) works in Chapter 9
This report should hr read in association with report SR 01B which sets out the framework for the irrigation and dr image development while rhe geotechnical report (report SR (MQ also mformi engineering designs A separate report (SR (MB) discusses ihe options for a storagr
darn.
f.2.f
Selected Engineering Drawings are included in Annex F and a full set of engineering drawings (A3 siie) is provided in a separate drawing volume.
Development Virion an<7 Engioeeriojg- Componepts
PnvJopflwrtJ* QiVk?itj-
During the stakeholder consultanun process the mu of smallholder. smaD/mcriium commercial farms and a sugarcane estate was extensively discussed To embrace the full range of different farm combinations alternative agricultural development options were identified ranging from no commercial sugar (Optra 0) to a sugar estate over the full irrigation area of 63 871 ha
r
(Option 5) These options arc detailed in SR 028; Irrigated Agriculture Ac Agro-economic Development and arc tabulated below.
The recommended agricultural development scenario IS Option 2A, bur others have merit tncluding Option 4 which appears to be quite dose to rhe development actually being initiated by Govcnuncnt with the Ethiopian Sugar Corporation. Option 0 (no sugar} and Option 5 (100» r, sugar) arc not recommended but were included for completeness.
1 Except far the sfange dim covered » SR IMA: Engineering _ Storage Dam U0 1*4 SR04A Rngincrrus^ (2)
14-Muy 1 ]Phit Irrt&n** ata Dr»*W Pw-i
FuiaDCJal and economic anahw of die options, including » multi-cnlcna assessment, arc given tn SR-06.Financial & I conomic Analysis.
Table 1-1; Upper Beles Agricultural Development Options
Option
T
— . . Description
Nel Irrigation Arcai (bi
Total
Sugw
estate
SmaD-
holders
U----------------- = t Option 0
Comiiicrciii
Fauna
No sugar estate
63.B71
0
33*284
52.1%)
30,58“
(47.9%)
Option t
Minimum uigar estate
63,871
21.860
(34,2%
26.644
(41.7%)
15.366
^4 1%:
Option 2A
Core sugar estate
63,871
36,225
(56.7%)
22.872
(358*-;
4,773
£7,5%
Option. 2H
Core sugar estate fir as Option 2A) bul with out-growers
63,871
36.225
56.7%)
22*8^2
(35,8%)
4.773
-.5%)
Option 2C
Corr sugar estate with pressure (spunkier in SPA 1VB-W
65,161
37.515
57,6%)
22.872
(35.1%)
-
4.773
T-3%)
Option 3
Core sugar estate plus
expunticn area
63,871
■W,999
164,2*. i
22,872
135.8%)
0
(Iption 4
All sugar estate with only pumped left hank development Sc accelerated impk’rTKntatioci
39,175
39,175
(100%)
0
0
< Iption 5
Au sugar estate
63,871
63.871
fl 00%)
0
0
1
Irrigation and rnpiircnng feasibility level designs were essentially prepared for Option 2A, bur preliminary designs and costs were also worked up for pressure sprinkler commercial sugar irrigation (ie for Option 2C)> and for pumped irrigation development of the Upper Belts left bank (Option 4}.
h2.2 ALflk Ini/j/wn S^rto*
The ictal proposed irrigated area is over 60.000 ha most of which will be supplied by left bank and tight bank main irrigation canals running along higher ground along the east and north- west sides of the project area with water distributed through a .network nt branch and secondary canals A relatively small area at (he dowmsuram end of the piopcct is supplied by a proposed canal from the rusting wit on the Belts river near Pawi_
ITlc Upper Bclc* tuigatiori scheme will be supplied by water diverted irora the Belts River al a small dim for the left bank and a Diversion weir for the right bank which is about 16 km
;
downstream of the dam rite The Beles river is supplied by natural runoif from the up stream catchment and more recently by the Tana Be les hydropower scheme which uses water from I -ike 1 ana and discharge* into the Bclr-s river upstream of the storage dam
2 The purpose nf this dam u to provide drily iiorigc of the vanamxn in rhe rnjrGow from the hydro-electric plant LIH 14 SR(M \ 1,"n|,itn-L:mn|7 p":
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The proposed irrigation system (other than for development Option 4) comprises of wo Main
canals: The nght bank canal is 100.3 km long extending from the nght bank Diversion Weir and
the left bank canal which extends for 131.9 km The nght bank canal mainly follows the valley
side co the north-west of the right bank irrigation area hut, in thr vicinity of Fcndika, passes
along the watershed between the Bries and Hyim valleys The left bank main canal follows a
tortuous path Jong the dissected side of the Beks valley' east of the irrigated area
The total project *r« has been divided into Stage Development Areas (SDAs) for the purposes
of planning and implementation The SDA* are shown on Figure I 1. SDA 2 is assumed to be
about l0,0nflha tn ZO.OOOha’ of development in the lipper Hyma valley and supplied by a
branch from die nght main canal.
The proposed L ppci Bdes project is expected in compose a mix of a large commcrail
sugarcane estate, tmaliholdcr farmers / nut-growers and small /medium commercial farm*
Trrrjririjj land cortiolidatjon a nd. resettlement wifi be an integral pari of I lie devrloptueiit
enabling! (i) optimum irrigation and drainage layouts; (ii) suitable basin and funow sizes for
high water use efficiency; (ni) appmpriair mechanisation; and (iv) easier system management
Land eonsulidation will also allow land fragmentation and landless issue* to be addressed If
land, consobdanon is neglected then the potential agricultural and livelihood benefits associated
with a shift frtim tun fed to irrigated agriculrurc are unlikely to be realised, and inequities in
smallholder farm household incomes arc likely to increase.
As well as surface irrigation. pressure irrigation has been considered in some detail for the large
scale commercial sugar one estate where there is suffiarni head from the main canals to (he
irrigation command area to avoid rhe need for pumping Pressure irrigation has some
advantage.* over surfice irrigation such as higher application efficiencies and avoidance of
terracing of land steeper than 3% slope
A contract for driaded design and implementation of the main irrigation infra strut cure for the
upstream part uf the right bank area has been awarded la thr Amhua Design Ik Supervision
Works Enterprise and work commenced on site tn mid/late 2009
Il is hoped that the layouts and details provided in this feasibility study report mav inform
derailed design.
L2J Off Furw IFprfer ^Lattd DertfofMMtri
Fot lurfacc impbon a mix of basin and furrow irrigation is proposed, with basins located on
the steeper terraced land and furrows on the plain. The use of hydro-flumes to replace earthen
field channels may be (gradually) introduced along with other project funded mtctvcnlions tn
promote good water management and enhance cfSdency. For pressure irrigation the land
development wxrtks would be mmimaL
An Lrdgat.™ of 10,000 ha w,s cwma.cd by the Tana-Bdcs proper. Part Z Development Studies. February 1990, SP Studio Pietrangeb. However an Mietsmenr earned out by Halcrow GIW indicate that The net
motion area imy be nearer to 20,000 ha within a totid groii (Hwm project) area of iboui 60,000 ha r^ographicaUy, rhe Upper Hyma afeahni many Slmilaniies I© the Upper Bries left bank area.
i'B i‘‘l SRlHA I ngmeeonp {2}
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14 May IIFrsrrd/ Otwthnrfu H/pfa tfEtiHfU. & *W
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Basin irrigation is the simplest method for smallholders with little or no irrigation experience and is suitable to all crop types, including row crops, flooded nee and orchards Furrows pose some advantages for row crops providing the land is suitably graded and furrow shape (depth), spacing and length are appropriate to stream size, crop type, soil type and slope
Teman’ and field drain? are provided to remove excess water into the drainage system therebv pres enting standing waler damage to crops, as well as to safeguard against tcrTace failure and soil erosion
1.2.4 Dwta# and Flood PmftcfwK
Much of the Project area is slightly to moderately sloping land endowed with a dense natural drainage network. Among these natural watercourses the Chankur, Bula, Durursi, Ketch, Gilgcl Bdes. Aynaya. Burzhi, Wcmbcr, Aypapwa. Can, Intsa river, Medemeda, Avbanga, Buta, Gisa, Powi, Amrs a -Vsha. Aswl, Slbta, Gala, Slronga, Gumara, Chaqm, Burabur, Gichig, Kewaremena, Chanko, F.nat Bdes, and W’chi, all idennfied on die 1:50,000 topographic map These, together with their high drainage density have created a generally rolling or moderately undulating terrain
However, there are some relatively flat lands of heavy clay nature in the central part of the project area, in particular the De rebav plain, near the Main (Enat) Bdes over. The soils in low- lying and bottomland areas have impeded drainage and are waterlogged during the rainy season
These rivers form the main drainage system and, in general, do not need any additional works to utII pass the 1 in 25 year flood without inundation of the proposed irrigation areas. I lowcvcr, additional on-farm drunagr is necessary for the safe removal of excess rainfall in the rainy season, as well as to ensure against water logging on the flactrr plain areas. The new drainage ditches will link to existing streams and overs passing through the command and drain into the Main Bdes nver which drains south westwards from the Project area
1.2 > All vtalher Koad/
To improve access, gravel surfaced all-weather roads will be provided throughout the project area. These will consist of 12 Access roads, with 6 being upgrades of existing roads mainly in the Bcmshangul Gumu2 region of the project area*, except the newly constructed road between Fendika and Vt'erk Mcda which is tn lhe Amhara Region, and 6 new access roads These access roads will connect the whole project area inrIdling the proposed commercial sugar estate area and also link to the storage dam
Connecting these Access roads will be 21 village roads with 10 being upgrades of existing roads and 11 new roads There will also be paved service roads along the two Mun canals and dong7 selected secondary canals For cane haulage four 4 roads which connect the command area with the proposed factory location ire proposed These run on both sides of the Beles River It n assumed that the road currently under construction between Dangla and Werk Mcdl will become the main link between die Project Area and the national highway network
• Most o( these were constructed by the previous Tana Beks Project
4
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2 SCHEME COMMAND AREA AND LAYOUT
2/
Command Arc*
.r
.
The command irca » bounded by the nghr mam canal to the north-west and the left main canal
to the cast Hie alignments of both canals are defined by the need to be able to command the
left and tight bank irrigate area Titty therefore follow the high ground all the way around lhe
command area and define the project area except where the nght bank canal goo south of
Fendika which means a very small part of the project area is to the north of this canal, see
Figure 1-1 for the project area
The ground slopes in each SDA arc summarised in Table 2 1
Table 2 T Slones bv Stupe Development Area (SDA}
------ ------------------- -- -------------
Stage De«L
Area
Area in tach ikipc class (ha)
0-2
>2-3
>3-6
>6 - 8
>8-12
> 12
Total
(ba)
%
IA
4.446
5,105
3,631
832
653
415
13.082
9.5%
IB -E
5.471
1,702
1.062
172
149
in
8.667
63%
IB W
5^26
1.-51
1,291
192
131
144
9,035
6.5%
IBS
530
ms
989
221
144
64
2,593
1.9%
m“
1,681
2,679
6,505
1,111
517
194
12,686
9.2%
Right Bank
17,654
W
13.479
2.527
1,594
928
♦6,063
33.3%
%
13%
7%
10%
2% '
1%
1%
33%
IVA
1.191
1,340
3.209
1342
1.154
1,595
9.731
7.0%
IVBE(N)
541
867
3.239
1.B2
1.161
2,416
9356
6.8%
“ iVBE(S)
519
603
1.769
729
651
579
4,850
3.5%
MW Pha« 1 ’
” L290 '
1,1*68
1.289
269
245
193
4.355
3.2%
IVBW-Phi* 2
896
743
1.131
198
134
78
3.180
23%
TVBW-Phw 3
1515
1,584
X211
351
219
155
6,035
4.4%
IVC-N
9.550
5.169
5.654
1.166
918
599
23.056
16.7%
IVC-E
798
1.228
3,920
1.159
693
388
8.187
5.9%
TVC-S
2153
1,847
4.527
1.125
589
282
10.523
7.6%
V-N
516
787
3345
1352
794
325
7.018
5.1%
V-W
600
493
729
220
143
57
2,242
1.6%
v-s
201
353
1,720
777
401
108
3,560
26%
Left bank
19,772
16,083
32/743
9.620
7,101
6.774
92,093
66,7%
•/.
14%
12%
24%
7%
5%
5%
67%
Total
37,426
25,965
46,222
12,147
8,69a
?,702
138,137
100.0%
%
27%
19%
33%
9-4
6%
6%
100%
Land slopes ire also shown on Figure 2-1 ind clearly show that plain (flat) land is centred around the Dcrebay plain (SDA IB), and the Werk Meda plain (SDA FAQ Overall 46% of rhe Project Area has slopes <3%. However rhe land ri highly tragmen ted and because of this. die extensive vertisols and shaDow depths to rock, the area suited (0 irrigated agriculture development is limited
HP M SRC4A Engineering (2)
7
14-May IIr
ff EfbwpM,. Miautrr * F'jbr & E*r*ji
EjtapttW /mrj0M and fliWMp IVwrtTJ-rAw' Prwfmrt.
fc/An^w* j\7.V >n^afl jm1
2 2 Study *nd PrtfM
MrriJlry of ll'aTir f’rwrf
For flamy, the adapted terms for study, project and irrigation area arc tabulated below. The Upper Beles Study Area totals 136,388 ha. while the Project Area totals 138.15" ha
Table 2.2’ Srudv and Project Areas
--------------- ----------- - -----
Nr
Description
Clarifying Remarks
1
Study Area
The Study Arm is the area for which: (l) soils. JtruJ use and land siutabilitv studies and maps; and (u) topographic survey / contour / DEM maps arc prepared Areas obviously not suited to irrigation development (e g. hills) arc excluded riom the Study Area. Breakdown of the Study Area by, e g., sad types, land slope categories, land suitability SI. S2, S3. Ml, etc .1 are given in the ‘-soils" report
2
Project Area
The Project Area may be more nr lest thin the Study Area, and is delineated by the irrigation engineer following fixing of alignments for Mainfjmals and Drains, etc. The Project area is divided into two main categories in the Development Planning Process:
• Irrigable Command Area; and
• Ncm-irrigablc Area-
3
Irrigable Command Area (also Net
Imgablc Column id A rca)
The Imgable Command Area is drfcrrruned by the irrigation engineer tor each tertiary and secondary canal command based on topographic, land suitability and water availability considerations.
To determine the Net Irrigable Command Area rhe land take for irrigation infrastructure is deducted, typically 4-9%,
The (Net) Irrigable Command Area is further broken down into Land Utilisation Typo. LUTs 1,2,3 (surface) and LUTs
based on social / commercial etc., considerations (see bclow>
(pressure),
4
Non -1 rrigabtc
Areas
Hie nnn-irrigahle areas comprises all land not allocated for irrigated agricultural development, tor example:
• Sell foments. / homesteads
• Infra slrucnire (other than irrigation intra structure included
above)
■ RnvLronmcnr preservation / enhancement
• Forestry planLanoiu (for fuel wood / construction)
• Communal grazing
• Rainicd sopping
• N(Ml’productive land (e.g. rocky out crops)
Some land arras may be multi-use For exnmpk ihe nvrn/ streams / gullies that bucct the Upper Beks project as delincared from consideration of Iwid suitability and extent seasonal flooding, are « aside for environmental,
r
communal grazing and (ro some extent) foci wood production with plant aiicms to mark the boundsnri
L H P4 SRD4A L-fijpncnnng (2)
9
14-May IIFaw/
#rr * &
.Vrjfr
rWffdff Fnyftr
Having delineated command area boundaries the gross and ncl command areas wrre determined as follows:
•
Study Aiea:
•
Project Area:
137,626 ha;
138J57 ha,
•
Irrigable command area;
70.451 ha; and
•
SJrr irrigable command Area;
63,871 ha
2.3 Sr^pr Devr/opmeaf Arris
Due the large size of Upper Belts with highly varying physical (and social / population)
characteristics it was divided into five Stage Development -Areas (SDA) according to phyi
(e g river] boundaries, secTabk- 2-3 and f igure 1-1 SDAs J, 11 arid III are on die right ba
and rV and V on the left bank The numbering reflects die indicative implementation
schcdujewirh lhe nght bank being developed first. Some of the SDAs are further subdrvjd
account of different cbaractcnstxs.
Stage II for Upper Hyrna (Dindir) docs not form part of the feasibility study area, but is
included a* irrigation development of this area is envisaged by diverting water from the M.
canal near Eendika. The ncl irrigable area for Stage II remains to be determined and is like
be between about 10 20,000ho-
24 PcZrirrjfCroo ofInypiMr Arrs
The litigation Layout (surface irrigation] was prepared taking into account land suitability w the aim of maxin using the possible irrigable area subject to:
• 1-inuring irrigation of vertisol? to 8% (surface irrigation) and 12% (pressure ipnnkl
irrigation);
• Ijmning irrigation of non vertisols to 12% (both surface & pressure sprinkler
irrigation/ and
• Excluding isolated areas of fragmented land that cannot be economically / practica
commanded and /or Land which cannot be commanded
Stage Development Areas IVB E. 1VB-S,JVC-E and V S have too little suitable land to jusi provision of irrigation infrastructure and are excluded from irrigation development Smallhn raiiifcd cropping is envisaged under the Project in these four SDAs
Gross and net irrigable areas by SDAart summarised tn Table 2-3. Ihc rota! nei irrigation art is 63,871 ha. 46,2% of the Project area.
l 'H Ft SRi'HA Enpnrvrinjt (Zj
in
14 May-:ErfapTM Nr* ImptH* nd Drw/'^r Pn^cr
1 J IT Ft Jfr- J'
SDA
s
Project Area (ha)
Gemta Irrigable
Air* (ha)
Net
Irrigable Are* (ha)
Irrigation Inirnaity
(%)..
Indicative Irrigation Development
(LUT)
LA
-—I—-*— 13,082
8.638
7,879
6(12%
$tnnllh<4der & commercial. LET I & -2
1B-E
8,667
7.424
6,853
79.1%
tjrgc scale ci*nmeraz] farming (pressure / surfacer LUT2 or LIT 5
IB W
9.035
7,609
6.966
77.1%
[R S
2,5^3
1.612
1.410
54.4%
Mfgc ■stale cnmmirrLiiJl farming (surface):
LUT 2
III
12,686
9,494
8.400
66.2%
Smallholder & commercial, LUT-i & -2
Sub-total
46,063
34.777
31309
68.4%
IVA
9,731
3340
2,909
29,9%
Smallholder 8c c’t immeidu LUT-'l & -2
IVBE-N
9356
-
-
None
IA’BE-S
4,850
-
None
IVBW 1
4355
2.338
2,139
49 1%
IVBW* 2
3,180
1,926
1,746
54 9%
[ -irgc scale commercial farming (pressure / surface): LUT 2 or LUT 5
IVBW 3
6,035
3.023
2.746
455%
JVC N
23,056
15.256
13.904
60 7%
Smallholder A commercial, LUT 1 A -2
IVC E
8,187
-
None
IVC S
10,469
5.926
5.361
50.9%
Smallholder surface irrigation, LUT 1
VN
7,018
2,726
2.457
35.0%
Smallholder surface irrigation, LUT-1
VW
2.242
1.140
1.UI8
45.4%
V-S
V*0.
None
Sub-iot«l
92.094
35.674
323*2
35.1%
Tola]
138.157
70,451
63.871
46.2%
2.5 Frvpotcd Wirh-Projeci Land fr»e
2. r, / f ■rn/W
Following: (i) completion of overall irrigation layouts and allocation of suitable land to irrigation development (see Table 23); (ii) demarcation of the riverine Comdors where no dev elopment is planned due to drainage as well as for environmental reasons, and (iii) identifying major
settlements, die remaining land may be allocated to the following uses:
•
Runfed cropping (only in the four sub stage areas where irrigation is not planned to
mitigate risk of irrigating non-suitable land);
• Forester (commercial / communal / smallholder).
♦ Grazing (communal), and
* Humes-tearF / additional settlements / buildings, other mfrasrmctiuiire; etc.
23,2 
Dr«M7T4i/wMr tawr Commernai and Smatibokkr Farm
Tibk 2-4 shows the proposed iBocarnm of land in each SDA for irrigition, tht riverine
corridors ind other Land use It also tabulate? the allocation of irrigated land between
smallholder and commercial estate areas. This allocation is also shown on lhe map attached as
Figure 2-2,
UH 3-4 KRQ4A Engmrcrtrq’ (7;
11
14-May-U1’fdrrn/
3fJJW/fH ITrf/w •£" Hang.
Nth >'n^rftas ,bJ Draiwjje I%?rJ
Table 2-4: Summary of Upper Beks Areas
SDA
Grom
Irrigable
Am
(h»)
%
Total Net
Irrigable
Area
%
Net lrrigal Conunercinl 1
Estate
(Sagar)
ale Area %
(ha)
Potential Expansion
Estate
%
Small
holder
Parma
%
Non-
1 tri gable Area (ha)
,,
Riverine
Environmental
Corridors (ha)
%
t otal Area ] (ba)
%
IA
8.638
123*.-
7.879
12 3%
4.113
6,4%
3/66
5.9%
3,024
0,0*..
1.418
S;2%
13 082
95%
IB E
7,424
103%
6.853
10.7%
6,853
10.7%
__________ 1
-
687
5.9%
558
10%
,
8.667
63%
r ib w
7.609
10 8* >
6.966
10.9%
6.966
10,9%
-
787
IV
639
2.3%
9.035
6.5%
r in s
t>0!2
2 3%
1,410
22%
1.410
2,2%
■
575
1 H%
407
1.5%
2.593
1.9%
1 HI
9,494
13.5%
8,400
131%
-
3/55
5.9*4
4,645
7 3%
1,879
11%
13H
4.8%
12,686
9.2%
RiBht
34,777
49.4%
31309
49.3%
19343
30.3%
J.755
5.9%
8,413
13.2*4
6,952
83%
4332
is.r/;
46,063
333%
75.5%
684%
410%
8.2%
18 3%
15.1%
94%
100%
IVA
3340
4.7%
2.909
4.6%
2,154
3.4%
0.0%
755
1 2%
4J86
12.0%
2,004
6.7%
9.731
7.0%
IVBEiN)
-
-
-
-
-
7,476
20.5° a
1.880
63%
9356
6.8%
1VBI/S)
-
-
2,760
7.6%
2.090
7.0*>
4,830
3.5%
1VBW-1
2338
J.5%
2.159
33%
2.139
33%
-
3,193
33%
824
2-8%
♦355
3.2%
IVBW 2
1.926
2.7%
1/46
2.7%
1.746
2 7%
-
-
630
1,7%
624
2.1%
3.180
2 3%
IVBW fl
3,023
4.3%
2/46
43%
2,746
43%
-
1.001
2.7%
2.011
6.7%
6.035
4.4%
JVC N
15.256
21.7%
13.984
21.9%
8.097
12-7%
-
5,88“"
M%
2393
6 6%
5,407
18.1%
23.056
165-.
IVC F
1
-
-
4,856
13.3%
Mil
n.i%
8.187
55%
ivcs
5,924
84%
5361
I M%
-
-
5,361
84%
2,791
7.7%
1.807
6 0%
10524
7.6%
V-N
2,72(
3 9%
2,457
3.8%
-
-
2,457
3.8%
2.657
7 3%
1.635
5.5*-
7.01S
5 1%
Vw
1.144
16%
I.Olfi
16%
1,018
16%
00%
688
1 9%
414
k 1.4V
2,242
16%
V-S
-
2,630
7.2%
93C
I 31V
3,56(
1 26%
Left
35.674
50 6%
32,362
50.7%
16.882
26.4%
1,018
1.6%
14,461
22.6%
33.460
9L7%
22.954
76.8V
92,09-
1 66.7%
38,7%
35.1V
183%
1.1%
15.7%
36 3*.
24 <r
100*
a
Total
1 70,451
100%
63,871
too*/.
36,225
56.7%
4.773
7.5%
22,872
35.8%
40,412
100*
27,291
100*
* L38.15’
7 100%
51.0%
J 46_Z%
26 2%
3.5%
16.6%
29.3%
w
100.0*/
*rWMTJn'rr
wIFilftT £> £*nji
EjhrtfvM Niif !m&tw mJ Dn/wfr Pn^.i
Figure 2-2: Propowd With-Projcct Commercial & Smallholder Irrigation Development
III
1IJ ■■
IFH P4 SRMA Kngmccnng (2}
13
14-Mtp41ZizAnjrwir Alt J/rgaft*’1 #*f iTVw'rJj^ bpd
2 6 Naming of Secondary Canaf and Secondary Units
The naming of the canals and adopts a hierarchal system and rhe naming of secondary reflects the mine of the canal ihat supplies it When naming of all canals and sccondar prefix of *L" or *rR‘* determines whether it is on the Irfr bank or right bank respective! some parts of the project area where individual secondary canals serve small areas md are required to form a secondary unit then they art provided with a letter suffix such a
IE
Branch Canal*
RBCl = Right Branch Canal One
RBC2 “ Right Branch Cana! two
RBC2A - Right Branch Canal 2A branched off Branch canal 2
LBC4 = Left Branch Canal four
Secondary Canals
For those canals directly oft take from main canal, they have been named only with one Eg. RSC 6 = Right bank Secondary’ canal 6
Secondary canal’: offraking from a branch canal are named with two suffixes The first! describes the Branch canal while rhe second suffix is for secondary canal;
RBCl-SC-5 ~ Secondary canal 5 offtaking from Right branch canal I
LBC2-SC-4 = Secondary’ canal 4 offtaking from Tx-ft branch canal 2
Secondary Unit*
Secondary unit?; follow the naming of the secondary canals which supply them. lc. (he
secondary unit coming off secondary canal RSG-6B is named RSU-6H,However a scconc
unit served by secondare canal from Branch canals have slightly abbreviated names. Fur
example RSU 1 -4, is the secondary unit served by secondary’ canal 4 of Right Branch can
2.7 Right Bank Main Syirent Layout and Command l/tura
The Right Bank Main canal is 100km long and serves three branch canals and 119 second units defined by the existing drainage network and the proposed Land use The secondary contain a told of 531 tertiary’ units4 5 *. Secondary canal lengths, command areas and ner con areas of ternary canal units arc tabulated below, fable 2-5. rhe main irrigation layout is sh on Figure 2-3 and on the Al size in fras true lure layout map gtven tn rhe Map Album.
5 The number of Irrti.n units excludes the. u, pv strtM P
nu-rt of the right bank area foi which tertiary layouts wet
prqrared ,KCau»e n «' assumed thar tleJ .. , .L vriaj rvelootncnt would he undenjdcen concurrenl with tbr pre-par r r of ihn study.
7
I' B l 4 SRtMA EnpijrLTii Ig (2)
14
14 MiFr^w'
Rtyrter •fFjtotpiJ. Mitirtn tfWafrr {TEaefg
Erfit opiM Nik Im$rtwr Drjrn^f Prwfff
M«-r
HI ~
,- i
|M1
■in
fell*!
Nil i-
-------- H"----
■ «■
i
In k
■ I Ab
Ui’1*
TL
Ui.* -
----------i" -------- M 1
--"■1
IwI
’• ‘
ip i« XJ
1 '» '
‘w
|«*Jlwa_
1 *. If
----- -
■' J
IAa ■1
*-4
j—---------------------------------------------
UB F4 SRWA Enj^inrcnng (2)
15
U-May-HFhbrd DffffAtt. RtfM-tf E’^wr^J, Mrwfru «fH'-attr t* Ewgj EMm^m Nii frripifMr sd D'xMJgr Pwif
Tabic 2-5: Rig]
Siitft
Derctopmcni
II DiUft
Seccicdzn* / Brstneb Canal
ClAll
Length
(«)
Gro**
area (ha)
Net
Area(ha)
Nr
Tcfiiujr
Block
Prujiowed Land UBe
_
HSC-1A
171
8.9
8.3
n/i
SmiUhuJdcr l-'arm*
RSC-1A1
435
25.1
23 3
n/a
Smallholder I'arms
RSC-1A2
146
9.1
8.4
n/a
Smallholder Firms
RSC-1H
926
217
220
n/a
SmiDhi4dcr Farms
R5C-JB1
289
119
11.1
a/*
Smallholder Farms
RSC1B2
414
128
119
n/a
Smallholder Farms
RSC-1C
609
555
M4
n/a
SffiAllhfJder Farm h
RSC4C1
130
6.7
6.2
n/a
Smallholder Farms
RSC-IQ
224
3.3
3.1
n/a
SmaUlioldcr Farms
RSC4C3
217
5.4
5.1
n/a
SmJIht^dcr Firms
RSC-1C4
724
230
20.5
»/»
.Smallholder Farms
RSC-1DI
1.320
57.9
49 4
n/a
Commercial Estate Area (Sugar
RSC ID2
811
79.6
67 8
n/a
Commercial Estate .Yma ■Sugar |
RSO1D3
355
29.0
24.7
n/a
Commercial Estate Area (Sugar
—
RSC-1D4
MS
11.1
9.4
n/a
Commercial Estate Area (Sugar
RSC-1D5
374
10 8
9.2
n/a
l .ummerwd, Estate Area (Sugar ;
RSC2X
1.944
135.5
117.9
n/a
(Jammeraal Estate Area {Sugar
RSC-2B
Commcroal Estate Area (Sugar
RSC-2C
HS<: 2I>
Gjttimcrcu] Retire .Vrea I Sugar
I( .nmtncrcial F-ttatr Area (Sugar
RSC 2J-
Conn rngrin) 1 •'. »urc Area (Sugar • 
RSC-3
RSC-3A
2<Mfi
295.9
829 7
Commcroi] I.tiaie Area (Sugar, ____________
271.4
CommercialI Emfc Area (Sugar,.
RSI XH
186.6
3R5.7
CtrtnmcnzjJ Estate Area (Sugar
KSG-K
R5C-4A
Commercial Hute Area (Sugar CrjfnmcToal Estate .Area (Sugar_____
RSC-4H
^™gcn|_Emte Area (Sugar
RSC-4C
kscm> t>r
M5C-5A
RSCS5A-]
RSC-6A
ksc^i
4,883
3.197 5,185
378-2
562
2844 451,2
257j
3982
U><nmeTaal_Emte Aiea (Sugar, Corumcfoal Ernie Atta (SugarJ
'Coftmctifll Estate Area (SugaC. ^Grmrncrctal F.riatc Ara J>H£?L- ICommcrml Estate Area (Sugar
Ujmmrrcul F.sute Area(S
iCpmmcicnl Ernie Area 
C
Rfrlc.B
ICommcrf^Falate Area 
(Sugar
RSt>6C
RBC-l
ICpmmttrul Esiaiejuci
Supr
|SmaHh older Firm*
CH !■* SR04A Engineering (2)
16ftW
E/AwpM* .VrA
iWwurn * B5^ Fung)
Fnpwr
Stage
Development
Secondary /
Brttdi Canal
Canal
Length
(m)
Grow
Arcdfba)
Ne<
Are-fM
Nr
Tertiary
Block
Proposed Land Uac
RHC1 SC 1
-- RPCl-SC-2
5 595
,
1.470
M1- 1
600.0
9
Smallholder Farms
763.4
710.0
12
Smallholder Fauna
HBCI-ST-2A
3,163
4348
404.4
7
Smallhc^dt-r Farm*
RRC1-SC-2H
1,832
217.4
2022
3
Smallhii ►Ickf harms j
RBC1 SC-2C
799
1111
103.4
2
SmiUh older Famafc
RHT1-5C J
2,6! 1
611 9
5663
10
SiTullh* dder Farm*
RBCI-SC-3A
1,036
169 2
155 2
3
Smallholder Firm*
RBC1 SC 3H
2,431
442-7
411.1
7
Smallholder Farm’
RBCl-SC 4
1,861
775.3
710.7
It
SmallhiiJdcr Farms
RHClSC 4A
5.194
4826
4428
7
Stnatthcslder Fanns
RBC1-SC-4B
3.299
292. B
267.9
4
SmalhnJdcr Farm s
RHC1-SC 5
4,014
495 1
4605
9
Smillholdcf Farm*
RMC1-SC-5A
4.021
2504
232.9
4
Senillhiolder Farms.
RBCI-SC-5B
1,905
2447
227.6
5
Smallholder Farm*
HH< l-SC 6A
3,335
4602
428.0
7
Smallholder Fann.s
RRT| SC-6R
2,151
133.1
123 8
2
Smallholder barm s
RHCJ-SC-1A
4J73
JSJ.9
329 1
6
Smatlhu skier Farm*
RHC2-SC IB
Z636
517.5
481J
8
Commercuill Eltarr Area (Su^ar) |
RHC2-SC-5A
2,403
3272
299.6
6
Gammcroal Estate Area Sugar)
Tnul 8,638.4
7.879,0
89
1A &TH-F
RBC2
15,036
B.WUJ
7,963.0
151
C« rnimtTttil Estate Arra * Sugar)
RHCJ2-SC2
4.466
1,190-6
1.0910
29
Ccpfflrnfrrcyi Esiaie Area (Siigir)
RBC2-SC-2A
4,498
362.9
3318
6
C/immcTriaJ Efiare Area (Sugar;
RBC2 SC-2P
1.160
162.6
1*9 1
12
Ccromemal Ettate Area Sugar;.
RBGISC 2C
1294
1210
111 9
2
CommcntiaJ Estate Aiea. Sugar)
RBC2-SC-2D
3,556
543.2
498.2
9
axnmcraal luatr Area ■ Sugar)
RBC2 SC J
\53J
526.4
489,5
9
Ccrnimocial Estate Ara (Sugar)
RBC2S4M
5.171
542-9
497.4
9
Commercial WEstateTArea (tSugar f i )/
IRE
RBC2-SC-5H
3,867
425.3
3919
6
----------- - ~= -.-- : - - c , ____ Ccromeroal Estate Area (Sugar;
RBC2-SC-6A
1,112
1225
1140
2
Cewrirneraal Estate Area 'Supitl
RBC2-SC 6B
5.637
728.3
677-1
13 C
rwfimereiEil Estate Arm I'Sup-jj '
RBC2-SC-7
8.379
1,035.5
948 3
14
Commeraa) Enare Area (Soear
RBC^SC-8
2,821
569 1
523.2
10
RHC2-SG9
5,129
586 2
5439
9
S'wnimemail Estate Area. (Sugar;
Commercial Estate Area (Sugar)
RBC2-SC10
3,ni
560 5
517.9
11
' j-jmrncindal Estate Area (Sugar) 1
RBG2A
4331
1,136.4
1,056.9
19
.’Hunirrnal Hrtalc Area .(Sijgax)
RBC2A-SC4A
2.638
204.3
1900
4
Ci unmtrcial |-,a rate Area (S ugp r '1 j
1-0 ]'4 SREMA Fjif^ncirniifj, ££
17
14 Ma* 113
»y7xSfdjnu Alr*r/n »/ IF "jter fu /: wji
.Ff^fcri iVjfr Irr^jDM and Dnijr-qr Pnvhi
$**T
UrveJopmcnt
Area
Secooduy /
Branch CmmI
CjliijJ Length
<>)
Gms
arcufhA)
Net
Arcaflin)
Nr
Terri uy
Block
Proposed Land t’.T
RB2A-SC-IB
1.899
444.9
413.7
6
Cummrrenl 1 «utv ,\n*a
HHC2ASC-2
2.521
487.3
453 2
9
Cnmmrfci.iJ 1 state Ven .
Total 7,423.7
6,853.0
120
c
RSC 7 A
1,539
198.7
171.7
3
C:nm rm-re 1 al 1 '.s rate . \ re,i (Sui^r7^
R5C-7H
2,560
5392
469.0
5
( Vmmwda) 1* silk Area i Sup
r
r
RSC7C
2.BSS
357 5
323 3
5
Commercial Esraiu \rca i‘Su^
BSC 8
3.955
751.1
689.5
10
CiMnmcmil listacc Am iSupr
HSC-9A
1,118
295.5
274. R
4
CtTfnmncLi] T «t4ti.‘ Ana Sugar
r
RSC-9B
3.049
4132
384.2
7
t jimmt’ri lal Estate Area Sugar
RM-10
2.906
622.4
578 9
in
C4MTnnerri.il i Matt? Xrea u^i,
RSC-11A
46
108.7
101 I
1
CrrnrmicwJ 1 stare \rr,i Sugar)
KSC-11H
761
208.7
194.1
4
< .cHHTn.ETrial slate Area Sigaei
RSC 12
3,563
757.1
704.1
13
Gnmnaerrid Rntal*.- Vea 1 Sugar}
IBAX
RSC 12 1
157
7.7
7.2
1
Ciijnssierciil E-MiiiE \ri-ii, 1 Sugar)
RSC-1&2
570
28-6
366
1
Commercial EstafL Am ,Su.jri
RSC-12 3
157
8 3
6 6
1
Commercial Estate Area I So, ui;
O 13
3.032
699 1
650 2
11
|r<rrtnniTdsi3 J Jijiir Area (Sugar*
RM.-14 A
1.744
3473
322.9
5
C«itnm racial I .-late Area :.Sugar
KSl." 14B
2278
266 8
242 1
4
Cuqtamrrnal 1 ? tai! Am'.Sugar.
RM.-15A
3.640
5%7
501 3
9
OimmeTm! 1-start Area Sugar
RM 15B
1,272
198.9
185 0
4
Crmimrrcul listarc Area Sugar
R.SC-1G
3,667
1.243.5
1.133 5
9
(jnrtlmcicial Esfutc Area Sugar
RSr 17A
4.810
466.7
4301
7
CcMUmcraal Esratc- Am Sugar
RSt: 17 H
1.162
1919
179 4
3
Cijauncrrial Eslutc Atra (Sugar
Tool 7.608.9
j6966.0
_ 9H
p
1 IB*
RSC 18A
149
94 K
80.4
I
Crjmmwcid EtratcArci (Sugar)
RSC-I8B
2,042
1840
1514
3
1 1 Mitrn-fTTial I .sure Atl-j 'Sugar)
ILSE-1BC
145
1028
81 6
L
t Jtmminrial Enatc .Am ’Suuar'i
,■
RSC 1RL3
1 >211
178.8
165.4
3
racial huurr Area Sugar
RM. 19 A
3,582
473.0
420.7
7
.i.innffloHil I .Marc leva Suuar
RSC 19B
1.295
2060
189 3
3
Cummrrcial Hiaic- \rea Sugar
R&C-20A
850
361 4
309
4
C inisnctcial J-ifak Area .Mjjjt
RSC-2QA1
2.S21_
126 2
ILA2
2
[-ornmana! 1 State Am (Sugar
RM.-20A2
145
115
10.7
1
T.hj
il 1,6125
M M),4
20
1LSC-2OA3
MR
16-U
148
1
RSCM1
1.181
276.2
2416
L’
L
USC-2IA
2.548
801 8
7112
5
1 H l'4SR(M.\ Fjnpucrrtnp (2j
1R
- --- 2_111 ‘ganajim Ah j ,’nicnttaf I-.vhc Am
14 XLy-11JWm/V
Elbtf** \r,? frrr^M a»rf Pwwiy Pr^rrf
at IFgftr£-E*flp
S<-*e
Development
Second*? /
Brandi Canal
Canal
F.enrih
(m)
Gtnaa
arcafha)
Nel
Area (h*)
Nr
Tertiary Block_
Proposed l-and Uie
FLS< 21H
2 273
444 6
379.6
7
Poieitnal I'ipansh in Itstatc .Axa,
R5f 22
,
3.474
6558
591 6
10
l*i<u-ntul J apjEFitui Eirare Arp
RSC 77A
- RSC 23A 1
1 569
,
291
178.0
1590
3
Potential I'Apin'f 'n F-Jlatr Area
65 3
57 6
1
Puimtul 1 ipjnniin Estate Area
-- RSC-23A-2
347
139
123
1
PtmcntuJ 1' spin■»«n> Estate Area
RSC 23A 3
- RSC-23B
285
19-5
15 3
1
Potent td I’xpaiwm Estate Area
1 078
2223
|W2
3
s tfl
PntmtiaJ Esp*n “’ Estate Area.___
RHC-3
t
10
1.751. &
1.75X2
30
FifSennui F xpjmsjun Estate Area
KSC 24
4.145
221-4
W
3
Potential Eapas’ifton Estate Area _
RSC 24A
244
243 3
2239
4
Potential i'»p-uisi<-*n Estate Area
RSC 24H
5,177
281.6
2345
5
PotentUl 12aparwi«i Estate Area
rsc.25
3.972
515.9
475 I
8
Potential 1 wpninon lyrtate Area
RSC-^G
5,379
6R9,8
6137
10
pormmaJ I sponsion Estate Area
RSC 27A
16
126.6
1148
2
Smallholder Farm?
R5C -27 Al
536
37.2
31.8
1
SmuaUh older Fami’i
RSC-27A2
54
120
10.6
I
Smallholder Fstrmr
RSC 27H
13
40.2
39 1
1
Smallholder Fanns
use: re
320
464
37.9
1
Smallholder Fanns
RSC-2TD
92
39.6
31.5
1
SujftllhcJdcr Farrm |
RSC-271-.
13
24.1
19,4
1
Sen nJlh« dder Farms
RSC Z7I-
31
63.7
51.6
I
Smallholder Farms
XSC 38
5,606
730.7
633.9
11
SmaUhrddcr Farms
RSC-29
I3»5
756.6
661.0
II
Sen allh tddrr Firnit
RSC-29A
1.37B
3502
304 6
5
Smallholder 1 arm *
RSC 29H
3,757
406.4
356 4
6
Smallholder Farm*
RSC-30A
885
177.4
1408
0
Smallhi >idcr Earn; *.
RSQ30B
23
147.4
121.2
3
Smallholder Farms
RSC30C
31
77.8
62.7
2
SmaJUiUdcT Farms
RSC 30D
255
13.4
110
1
Smallholder Farms
RSi. MID!
264
51.8
405
1
Small! h hlder Farm
R5C-3OL
112
>9.8
556
1
SmiHhrijklrr Farms
RSC-3OF
1,104
39.3
16.6
1
SmaUhtjIdri Funis
RSC-3OG
1.085
140.4
1306
3
SmaUhntder barms
RSC 31
3.541
1.084.4
986.7
18
Sm allhi tldrr Farms
RSC-32
3,206
537 5
498 8
10
StTLJlhi alder Farms
HSC-33
2.622
7658
675.5
14
Smallholder FjLnH.pi
RSC-34
4,695
507 l
439 7
9
Smallholder Farms
RSO55A
4,601
3*5,1
305. B
6
SiiijJilholidrff Farms
HR 14 SRftlA I'.njyinL'ennj? f2j
14 Shy 11Frdfrrai DfwufH
Mu. .*n
Entry
!:’tro^j9 Xur Imptim i»d Dnsa^t PnweT
Almost all of the secondary canals run down slope from the main canal or their parent branch canal Hom an operational perspective smallholder and commercial farmshavc been separated into different hydraulic units for ease of water management and charging.
2.8 Left Bunk Mam System Layout and Command Units
The Left Bank Main canal is 131km long and senes six branch canals and I38sccondary units defined by the existing drainage network and the proposed land use. The secondary units contiin a total of 691 ternary units Secondary canal lengths, command areas and net command areas of tertiary canal units arc tabulated in Table 2-6below. SDA V-W is served by a proposed
T
canal from the existing weir near Pau e
Left Bank Secondary Cana) Ixnjgtha, Irrigation Area* and Tertiary Units
Canal Name “ 
No o(-
.P.roposed .L.a..n.d Ute
Length
Tertiary
Blcxrka
I SC-1 A
Smallholder Farm*
Smallimlder Fauna
SinalLhi J<lrr Parma
ISC ID
Smallholder Farms
LSC-1E
SmiDhotder hum
SmaUhnldcr l anm
Smallholder linn»
ISC-Ill
.Smallholder Farm*
LSI. II
SmaJholiIrr F'«rm$
LSI. I ,
SmallhiJJcr l armr
LSC 2A
S<m]|hi4def Fanns
1SC-2B
SmallhrJder I armi
ISC-2C
Gunmcraal Ertitc Area (Sugar
LSC 2D
tkKnmmul l-.Hitc Am .Sugar
3
(tanmanx Em» Area Sufir
US*. 4A
Cootfnnaal Estate Area Sugar j __
LSC-4B
LSC-4C
1SC-4D
Ctmmrtcia] Erutc Atta Sujraf. _
Cummqqai Emit .Area (Sugar'1
(.ommcroaL Euatc Area iSugari
LSC-5A
< ZHnrMfeni l-.«rate Ater(S ugar
use sm
CcwntncTnal Ernie Ana ■ Sugar. _
JxnmcTTul Emte \rra Sugar
GicuncTtal Eswe Area Supar
Commercial Estate Area (Sugar.,
UH SRCHA EnxMKcruig (2)
20
I4-Miy.l16«rtn */^' &
r
Ffaafw Nd Im%M* ami LfaifMy PHm-?
Stage
Develop meat
Area
Canal Name
Canal
Length
<)
m
Groai
Area
(ha>
Net
Area
0“)
No of
Tertiary
Block*
Propo*ed Land Uac
lsc-7H
590
37
30.3
1
--------- !---------
J
1 icicurn-rrtiali Estate Aiea Smgat)
Suh-Total
34*1
2,909.4
SJ
—
LBC1A SC 2B
2.001
206
191
5
ComrocTCtd Eitate Ara (Sugir)
LBCJA SC-2C
3.130
280
2G0
8
[jmnmcicul Estate Ara (Sugarl
[ BCIA ST tC
--
LHC IA-SC-1 H
262
68
63
2
Commercial 1-state Ara (Sugar)
3JI2
239
222
5
Commercial Estate Ara (Sugar)
LHClA-SC IA
2202
125
Itl
2
Commercial Estate Ara (Sugar]-
IVHU-Phair
1
I.HCIA -SC-3A
1.448
296
274
9
f'urrunefcui Eiaie Ara ■ Sugar}
1JSCIA-SC-3B
1.573
tB0
167
2
Commercial Estate Ara (Sugar)
l.HC‘1 SC-1
4 9«7
r
465
406
12
Commercial Estate Area (Sugar]
LBC1-SC-2A
624
179
167
3
Commercial Estate Ara (Sugar;
I.HC1-SC-2B
2.609
211
197
6
Cummcrdal Estate Ara {Sugar}
[J3LIA-SC-2A
U14
88
81
3
i Commercial Estate Area (Sugar)
Sub- Total
2438
2,138
57
IHC1B-SC-IA
1,724
7D
57
1
Commercial Estate Ara (Sugar
1.HCIH sc :h
4.1179
490
442
16
Commercial Estate Ara (Sugar]
lx hw riujc 
2
1 HCIH-.SC -2
3.33B
325
297
5
CommritruJ Estate Ara (Sugar)
LBC1B-SC3
5.114
64(i
587
13
Commercial I'ltlatr Area (Sugar}
U4CIH SC4
1.758
395
363
3
Coromcrctil Eiiafe Ara (Sugar
Sub-Total
1.926
1.746
3B
LHC2-SC-1A
1.198
184
169
2
Commercial Estate Ami (Sugar
LBC2SC IB
2,711
too
93
3
Oierunercud Escne Ara "Sugar
1J1C2SC-1C
9B0
33
30
1
Commercial Estate Ara (Sugar
LBC2SC ID
208
162
151
3
Commercial Estate Arm, (Sugar
LBC2 SC IE
1,722
86
BO
1
Commercial Estate Area (Sugar,.
U9G2-5C-2
1,759
227
203
6
Commercial Estate Ara i Sugar
LBC2-SC-4
5,896
650
588
13
(xHmncraal Estate Area -'Sugar;.
IVHU . Phase
r
LHC2-5C5A
859
106
97
2
Commercial Essie Ara Sugar
3
1.BC2-SC 50
1.690
301
187
5
f 'ommErcia] Estate .Area (Sugar i
LBC2-SC 5U
use
183
170
4
LimnmereiaJ Estate Area i Sug-ar i
LBC2-SC 5C
1,01B
74
68
2
Ctunmcrtial Estate Area i Sugar i
LBC2SC6A
760
50
46
1
Ccxumerciol Estate Area - Sugar]
LBC2-SC-6B
2469
336
297
7
Commcteud Estate Ara ’’Sngjirj
l^C2-SC-7
362
320
10
CummerciaJ i \mate A t cjl ■"Sugarj i
LBC2 -SC-3A
____
1.574
129
120
2
C-omuiti ctd Instate Area.; Sugari
LBC2-SC-3B
1,492
142
128
5
Commcrmli Estate Area : Sugari
Sub- Total
3.023
2,746
67
LSC-8A
1.401
41
37
1
Smallholder l-armi
IVC-N
15C-RB
1,156
104
96
2
Smallholder l anih
LSC-BC
2,732
334
7
SrrrtShukJcr karmi
ksc-an
2.080
146
135
3
Smaflhulder Earnit
1 H EM SR04A Engineering f2.)
1
21
14-Mar-lJ■NjtA £)rw*‘Sr
Stage
DnciopaMl
Area
“I Canal Name
Canal
Length
(n>)
Grow
Area
(h»
Net
Area
(W
No of
Tcrtiaiy
Blocks
Propped Land Uae
15C 9A
J.784>
343
318
6
SinaFlhf jliJt'r Farms
LSC-9D
30
Z2
20
1
SimJIhrdtkr I'Jnnf
LSC-9B
5,062
294
268
5
SmailhcJilcf |'arm<
LSC-9C
3.728
lift
105
2
SmaHhciider I’arrns
LSC-ll
3.95a
689
639
12
Smallhulder Farms
LSC 12A
2,70ft
259
240
5
SmaUhnkicf i 'arms
IJSC-12B
663
32
28
1
CnmmcrcuJ Eifatt Area (Sufati
LSC-12C
294
24
22
1
Commerc'd Eslarr Area I'SugaQ
LSC-1ZD
2337
239
219
4
CtKnmcrtiJll Eiratt Aiea ‘SuRar.
LBC3-SC-11A
4,133
322
299
6
Cnmfncrdal iSsiate Area (Sugar i
LBOSC-IIH
3.160
195
182
5
r jirnmcrcid Hiatt Area (Sugar)
LBC3-SC-10A
2.706
367
342
7
{Sommcrdal Estate Area Sugar
IJ1C3-SC 10H
1JMO
261
243
4
< IntTimerdil Estate Area Sugar
LBCl-SC 7
<343
534
497
9
CffinmEToal Esialr AirJ (Sugar) ,
LBO St 8
4.156
636
590
9
Commercial liitatr Area iSugar)
LBC3SC-IA
3.559
847
757
13
SmaDScJder Farms
L0O-SC-1B
635
137
127
2
Smallholder Farms
LBC3 SC-1C
745
136
126
2
SmalLhiJdkr Farms
LBC3 SC 2
5.670
632
578
11
Smallh< Jkkr 1 aim»
LBC3-SG-3B
4.347
450
418
7
Smallholder Fanns
l-BCJ-SC-JA
JJ80
189
175
3
SmoJlIiufdrr Farms
LBC3-SC 4
7.031
7B2
691
15
OjciLmc-idal Eiialr Area ‘ Sugar) j
LBC3-SC SH
4.188
314
291
6
(ZommcrriaJ Estate Area 'Sugar)
LBC3-&5C
977
170
158
3
CrwnnMTCud Estate Area (Sugar.
LBO-St SA
2,557
83
77
1
< Esiatc Area (Sugar,
1 JS< ASt: 6A
1.829
189
174
4
Gtjmmrraal Fjiarc Aiea Sugar)
lbci-sc «b
1.0)3
307
283
5
Commercial Estate Am i Sugar
LBC3-SC6C
2,289
J 60
147
1
CfwnmrraaJ Emir Ires (Sugar)
I .Itt'j-sc:-95
1.702
90
79
2
Cummcreuil fciair Area 'Sugar)
LBC^SC-9H
832
150
136
3
CnmmrfcuJ Estate .Area Sugar) J
IA3-SC -9C
974
142
125
3
C«nmercial Etlalc Area I’Supar
LBC3-SC-9
8.862
215
189
4
(xjiruncrcuf EMarc Area (Sugar
IBC3-SC 12A
1.136
121
109
2
UxTimcrrul l-.itiir Area Sugar)
IJ5OSC-12P
5.153
237
2)2
5
1 nenraerai! EsCnic .Am ‘Sue-arI i
LBC3-SL-12C
3.737
280
255
5
Lnmmrrdi! Emir Ata (.War.
|
LBC3-SC 13
4^96
503
467
8
i-iJEnmcfcii] Instate Area iSupatl
LHC3A-SC-1A
2,053
229
213
3
Smallholder lw<
LHC3A-SC-IR
J,6*3
319
_ 291
5
LHC3A-SC-2
4,154
490
45G
6
LBC3A-SC-3
7,573
5%
554
11
1J1C4-SC 1
7,876
519 J
492
9(
4.214
:oramCTci4f Esutr Am Sugar)
■
1J3C4-SC-2
471
—---- —-—-”■—ir-aiarr Area iJSUgar,' J
8r
4 SRCUA Engi™rennp (?)
22
14Mayl1P0&/W DtMftrifr
Afrmrtn «<*' W J/fr c** Ecrx*
N/Ar <*»</ DrjTir*iT/ Pnft,f
Stage
Orvrfnpmcnt
Are*
Ctn*l Name
Canal
Length
(«)
Grow
Are*
(ba)
Nel
Area
(h*)
No of
Tertiary
Blotto
Pnjpmc-d Land Umc
1 HC4-SC- 3
H <Jl2
395
16J
7
Cwnmemil F.s tale Aiea pr>J J
ALi T
r
[^■nmcrnd Hstiic Area • Mi^ar
I HC4-SG4A
.
] RTi Si 4K
2364
271
252
5
— ■
M 56
200
182
4
Commercial I* stare Am iSugar
1 BC4-SC 5
6 109
,
587
523
10
QrmmrTciaJ Estate Am (Sugar)
Suli- Tool
15,256
13,984
265
15C 13A
-
LBC5-SC-10A
,-■
200
147
136
3
Smallholder I;utm
X2M
193
163
4
SnnUhuidlrf FanTH
1-BC^SflUB
1.401
159
142
3
Srnillhcililrr I'arms
LBC5-SC-10C
S..VJK
2+8
209
5
Smailhi ikier Finns
r n< a«ma
,
l-BCS-SC IH
53&.
544
498
10
SmalLhc^dcr Farms
2,492
187
174
3
Smallholder l imn
IMS-SC 2A
277 |
83
77
2
SmaLlhtbldcr Farms
f HCS M 28
.
LBC5-SC-2C
3.259
242
2Z2
5
SraiUiUhiKldcir Farms
4,885
336
310
5
Smallholder Farms
|BCS-SC-3A
3.191
371
342
7
,Sm»Uh<4def Firm*
IJBCJ-SC-3B
1,598
175
151
4
SrnallhMkl&r Fimw
ivcs
LBCSSi -4A
2,231
157
145
3
Sni*Uh«ikJer Firms
[jtfiS'SGAB
23+n
360
306
5
S<nal!b<4Jri Inarms
LBCS^I.S
4.893
605
558
9
Sm^JlhtJjcr Firms
LBCMC-6A
2 J 52
221
196
4
SmaJih tAirtf Farms
r.BC5-S4 6H
5,087
253
228
4
Smallholder Farms
IJ5C5 SC 7A
2,897
396
366
7
Smallholder Farms
13C5-SC 7H
2346
171
158
3
Smallholder Farms
LHC 5 SC 8A
1,861
251
233
5
Smallholder Firm 1
I-8C5-SC 8H
4355
141
118
2
Smallholder Farms
1JJC5-SC 9
3.741
689
629
13
Smallholder Farms
Sub-Taial
5,926
5361
106
LSC-13B
2327
84
77
2
SraaJEh-oldrr Farms
LSC-13C
30
17
IS
1
Smallholder Farms
LSC-I3D
50
33
30
1
SmaXIhcrfder Firms
L5C-14
5.860
562
515
10
Smallholder Firms
LSC-14A
1,604
27
22
1
ScnaOholdrr Fuxnr
LSC148
1,634
32
27
1
Smallholder Farms
V-N
ksc-is
Z265
356
321
7
Smallholder Farm*
]j«;6-sr: ia
4.492
30B
281
5
SrnaOhcJdcr Farms
1-HC6 SC-2A
2,804
429
388
9
Smallholder Farms
LBC6-SC 2B
2.U00
305
265
5
Sen allholder Farm?
I.BC6SC-1H
1,855
102
95
2
ScnaUhiJder Farms
I-8C6-SG-3A
1,36ft
109
95
2
SctviUhnkjEi Farms
JJBC6 SC-3B
6,246
359
325
7
Sm allh older Farmi
Sub- Total
2,726
2,457
53
UB F4SH04A Engineering (2)
23
14-Miy-UP'fdrrjti DfWNrptr.- Rsf-Mr of‘Etixrftn. Xlrtuffn1 oj Wattr & F.ftrqy
ErhropMt .\7Jr /ir^uto* Drmup Pfytct
Stage
Development
Area
Canal Ninte
Cana!
Length
(“)
GlUflfl
Area
(*><)
Net
Area
(h.)
No of
Tertiary
Rk>ck*
Propoard Land Uac
LPW SC-2B
1, uo
94
87
2
Potential Expansion E*rai a^
c
LPUSL ■]
M)
303
282
5
Potential Expansion Erute
IJ’W-SC 1A
L29C
12
11
1
Potential Expinxinn l-.itaic Arra
LPW SC-IB
50
13
11
1
Pn! crinal p spinsinn Estate Arvi
U’W-SC-lC
627
20
24
1
PnjcnBal Exp Alisha Estate Area
V%
jjnx-sc ID
2*8
6
5
1
Tritmtial Fifuuision Estate Area
IJ’W-SC IE
910
157
100
2
PotmnaJ Expansion knair Ata
--------------------- —- JJ>W-SC 2C
LPWSC2A
1.4*4
253
232
4
Potential Expansion Estate .Area
1,499
296
206
5
Potential lixpjnHQn 1 state Area
Sub- Total
1,140
LOIR
22
Tctai
35,674
32,3452
29
23 I
Tcrrjif)' and On-Farm System Layout
Gsnrni!
Tbc irrigable area is subdivided into tertiary blocks with a target area between 40 and 60 ha
I jnd flatter dun 3% 'lope will be smoothed to enable irrigation using furrows wilh uniform slope* of, typically, 0.5% in the direction of irrigation- The direction of the furrows will depend tin the ground slope if rhe overall slope is less than 0.5% then thr furrow direction will be
down-slope while, as the ground slope slrrpcns, the furrows will become aligned al an angle in thr maximum slope (i.e. dosef to the contour).
Laud sleeper than 3% dope will be terraced Terraces on ground slopes of between 3% and 8% niiv be provided with either furrows or basins depending on the proposed cropping and management rvpc (smallholder / commercial) Basins will be provided for smallholder managed retraces on land steeper than 0% slope because ihe narrow* terrace width is morr suited !□ basin crops and labour intensive cultivation.
Terraces for furrow irrigation will be provided with a longirudinal slope of about O'.5 u downwards from the irrigation. source to facilitate rridvemenf of water along furrows, and a cross slope up to about 2% to reduce the canhmoving. Terraces for basins will be flat. Bends will be provided dong the edges of all terrace*
Ternary canals will normally be aligned along a coni our and serve typically 3 or 4 field canals running down-slope Normally a single tertiary canal will supply a tertiary block. However a second tertiary crni! may be provided where the irrigation block layout results in very long field canals or the second tertian’ canal fcdlilrtcs a more efficient irrigation rotation For smallholder managed hasm nngnion on slopes two tertiary canals are proposed.
C
2,93 Ojr-f-ijrw Irngiifmrt eS Dnxnx.gr Lo>wr/ Options A nngc of kronen .nd doun^c layout option. uc
to accon5nwdile
ba<in ungaiton on a range <>l .lope, foi smallholder and tomoercul firm n
below i. T.ble 1 7. l„J^e
f„, 
„ nJ_, ,„j
development - le smoothing & irmang costs) arc also given. 
^Wd-rf-d
h
10 IM SRCMA EflRfflcmng (2)
24
14 May T1fl/ F/AinjStotf. iiy M -^rr •£“ Ethiopia of Nik M jw./ Dnp’flrf^ Pm^T
T1 pabriJMleZ 2-X7:.-JO. nU-IJF-arIAmIII Irrigation & Drainage Layout Option*
Indicative
Option
Irrigation
Method
Cott
tus$/M
IfidO Eti/fmecring Layout
Commercial Furrow imgptMjai on <3** dopes with lay-flat ruling
046
Lined tertiary canal aligned down the dope supplying 4 (3 5) unified Geld contour canals which ire spaced appronmately 100 - 200 m apart. Irrigation water is supplied ro ill field channel* limultancoiulv. Each field channel than irrigate* a group of furrows on a 28 day rotation (for sugar), supplying water vu lay flit tubes (pipes) which run down lhe slope supplying the farrows
Field drains run down slope to collect any surplus water at the end of rhe furrows feed into a (contour) tertian dram Refer dwg
STD/01 shown cm Figure 2-7
2
Smallholder FurruW irrLgatiun cm <3% slopes with open channels
419
U fain cd ternary Contour canal aligned along the uphill boundary of the tcruan unit supples 4 (3-5) lined fields canals which are spaced ipproximairrv 150-250 m apart and run down the slope. These feed groups of 10 15 farrows on a 14 day rotation basis.
Field drains at rhe end of rhe farrows collect any surplus irrigation supply and lead into tertian' drains aligned dong lhe downhill boundary of the tertiary block. Refer dwg STD/02 on Figure 2-8.
3
Furrow irrigation on terraced 3 B% slopes with open channels
707
To reduce farrow lengths on the terraces to about 100 m the tertLiry flow Ls suppled to 7 (6-8) downs cream field channel*. The field ranak require drops at every terrace and therefore are uniined. Field drains at the end of the furraws collect surplus trrigatxm supply and lead it into the ternary drain aligned along the downhill boundary of the tertiary block. Refer dwg STD/03 on Figure 2-9,
4
Bum irrigation on terraced 3 8% slopes With open ehanneh
609
An unlincd tertian- contour canal is aligned along rhe uphill boundary of the Tertian- unit foe 2/3’s of rhe length when it turns into an unlmrd Geld canal There u also an unlined Eertiary canal which igoes down half rhe slope (which has drops ar every terrace) and then turns 90 and is aligned along the contour parallel io the upper tertiary canal This tn effect divides rhe rerrury unit in two, Each tertiary canal supplies four down dope Geld channels which supply water to the flat {terraced) basins, [rogation flow is split 4 (3 5) ways imganng four bums simultaneously on a 14 day rotation. Ln berween the basing field drains cuUect surplus irrigation (and rainfidf) and feed it into a contour ternary drain aligned along thr downhill boundary 11 the tertiary unit. Refer dwg STD/04 shown on
Figure 2-10.
5A
Furrow irrigation on terraced 3- 8% slopes with PVG
1.781
Thu hyoul hi, a simitar arrangement to STD/01, However the down slope field canals are replaced wnh tuned PVC pipe (100 mm du) with (concrete) risers every 4-5 retraces. The water !i diverted out of the filers by stopping off the uuder flow from the riser Each riser supples flow to 4 5 terraces. To avoided silt blockage of the pipes the tc—bn, canals shall bclinafT -fr
LIB 14 SR04A Engineering Fl 25
Z
\
14-Miyl]
Jof Ftbrop J Atwrn t>' IT&'r (** E*rrp
I’Jhnfiiao Xtk Im&twt and Dratn^f Pnaerf
Option
Irrigation Method
Indicative
Cott
(US$/ha)
l&D Engineering Lay out
c
(
astrbuuon: i) 5A RC
t vckl drains at the end of the furrows collect surplus irrigation suppl)' and lead it into the ternary drain aligned along the downhill boundin' of the tertian' block Refer dwg STD/05
SB
Ji)5B
Mtuurc upc ryslem
1.894 (
As for Option 5A except that pressure PVC pipes are used capable of raking the static head that mav develop tn the pipeline .Also supply to each terrace «r imgator group is by pipe outlet with an orchard valve for "on off' control. Pressure reducing (globe) valves are installed along the pipelines to ensure equitable pressures at each ouikt during operation.
6A
1.765
This layout has a similar arrangement to S l*D/(M but with P\ C pipes (150 mm du) instead of the field canals and the tertiary canals arc lined. As conveyance losses are negligible with pipes the tertiary is not divided into two as it is in STD/<M.
In between the basins field drains collect surplus irrigation land rainfall) and feed it into a contour reman drain aligned along the downhill boundary if the tertian unit. Refer dwg STD/06
6B
Basin imgatjofl on terraced 3
8* • slopes with PVC
ptpc distclmtion: (i) 5A. RC riser boxes; MSB
pressure pipe system
1.923
1
As for Option 6A except thxt pressure PVC pipes ire used capable of tiking the static head that may develop in the pipeline. .Also supply to each terrace & imgator group is by pipe outlet with an orchard valve for "on-off" control. Pressure reducing (globe) valves are installed along the pipelines to ensure equitable peer lures ar each outlet during operation
7A
1,739
%
Basin tmganon on terraced B 12% slopes
This layout has a very similar arrangement to STD/06. however due to the steepness of the bnd the drop heights for the drains wiJJ be more due to the larger difference at deration of Terraces. Refer dug
STD/07.
7B
with PVC
pipe dutnbutxxu (i)5A:RC nser boxes, fo) 5B
pressure pipe system
2.002
As for Option 7A except that pressure PVC pipes are med capable of taking rhe stark bead that may develop in the pipeline. Also wpph to each terrace A imgator group m by pipe outlet with an orchard vxbx for “on-off* control. Pressure reducing (globe) valves arc installed along lhe pipelines io ensure equitable pressures al each nutlet during operation
1
8
Basin imgatxin on terraced R- 12% slopes with open channel's
618
1
1-hM layout his I very sunrUr arrangement to STD/M. however dur to the itrepnesi of the land the drop hesghts for thr craft and
drum be more due to the larger difference tn elevanon of terraces Refer dwg .STD/08
1
I IB IM SR«MA Enrmccnng 2)
14-May IIMrmrtryi 9f IT<aV r'* Eflwji
£/MjpNDV Am /nrpffsir 4*i l>jnuff PrvjM
Figure 2-4 : Cost Breakdown for On-Farm Layout Options
Tertian A Field Ctrnd* QuMrioei and Costs
Quantities (lOOhal
Coitt LTB (UWi)
Costs USD (lOOha)
Option
Canal
Length
Lay-
flit
tubing
Length
Pip«
length
Division
Boxes
Canal
Dfnps
Cans]
Lay-flat
tubing
Pipes
Division.
Riser
Boxes 8c 
Valves
Canal
Drops
Cana) and
Pipe Costs
Dcvwon,
Riser
Boxes 8c
Valves
Canal
Drops
Total
STD/OI
5618
4706
*
«
12
109.210
672,941
141,176
11.765
46,835
8,454
704
55.994
STD/02
6029
!
-
a
82
193.552
78,431
41.176
11.590
4.696
2.466
W52
STD/03
122.50
-
-
19
595
151.860
i w, ia<?
297,297
0.093
11,329
17,802
38,224
STD/04
9122
-
16
438
14S.660
162,162
218,919
8.722
9.7)0
13 109
31,541
(
std/osa
" 1(824
-
10405
19
595
211.790
1,425341
616,357
178,378
98,044
36.908
10,681
145,633
STD/05B
1824
10405
19
0
211.790
1,425.541
982.432
0
98.044
5B.H2R
0
156.872
STD/Q6A
JB24
5946
IL
457
205.610
1.694,505
44’J,843
107.027
113.785
26,937
6.409
147.130
STD/06B
J 824
5946
11
557
205.6 Sil
1.691595
713.514
107.027
113,785
42.725
6.409
162,919
STD/07A
1769
5641
10
385
2D0.30Z
1,607.692
470,984
115,385
108.263
28,203
6.909
143,375
sra/tra
1769 j
5641
10
385 _
141.113
1,607.692
969,231
115,385
104.719
58.038
6,909
169.666
STD/ns
:bb5
0
15
472
m.OTO
0
153.846
236,01-1
7.969
9,212
i 14.133
31,314
1
Tertian A FreM Draioa Quanti f' iri and Corf
Quantises
Coin ETB (lootu)
Coin USD (10Ohj>
Op tian
Drain
Length
Drain
Outlets
Division
Baxes
Drain
Drops
Bartb-
WTJfkfl
Drain
Outlets
Drain
Junedans
Drain
Drops
Earth
works
Drain
Outlets
Drain
Junctions
Drain
Drops
Total
Combined 1
Cast
USS/ha
STD/01
10588
8
8
946
567,847
23,529
11,765
42,353
_ 34.003
1.409
704
2.536
18,652
946
STD/02
5882
2
2
419
325,566
5.882
2.<M1
51,765
19,495
352
176
3,100
23,123
419
STD/01
12027
3
3
707
353.153
8.108
9,459
172,0*4
21,147
486
566
10.302
52.501
707
STD/04
6081
3
3
609
370,864
8 J 08
4,054
1U7.O27
2220?
486
243
6.409
29,344
609
STD/05A
13027
J
3
1,781
353,153
8,108
9,459
172.LM4
21,147
486”’
566
10302
32.501
1,781
STD/05B
12027
3
3
1,894
353,153
8.108
9.450
172.044
21,147
486
566
ID302
32.503
1.894
STD/MA
6081
3
3
1.765
370,864
8,108
4.054
107,027
22JO7
486
6.409
29.344
1.765
STD/06B
6081
3
3
1,923
570.86*
S.HH
4,054
107.027
22,207
486
243
6.409
29.344
1,923
STD/07A
6026
3
3
1.739
383,39!
7,692
3.846
114,57?
22,958
441
230
6,861
30,509
1.739
STD/070
6026
3
3
2.002
383,39!
7,692
3,846
1 114,577
22.95B
461
230
6.861
30,509
2.002
STD/08
6026
3
3
61S
583, jo i
7.692
3,846
in, 577
22,958
461
230
6,86!
30.509
618
UB F4 SRMA Engineering (2)
14-May Ji
H-I
-t 1 r'ln^Nfadw Xt> taj*" Jt^ p™1* pr^M
Options 5,6 and 7 use uPVC pipes instead of field canals. There arc two design challenges associated with these options:
• With drawing water from the buned pipe at the appropriate points
• Managing the pressure (hat can build up in the pipe on sloping land
The two sub-options (A) and (B) use two different approaches to address these challenges.
Sub option A uses concrete riser boxes where the water flows up one chamber, over a ucir and then drops into the downstream chamber. Hus structure provides both flow control by the placing a steel shutter on the wen. and energy dissipation as the water drops from the weir into the downstream chamber. This npc of structure is shown on Figure 2-5. The use of a single compartment structure with low-level gates was considered but docs not provide the energy’ dissipation needed on sloping ground, resulting in the uPVC pipes being at nsk of operation at velocities above the recommended design value of 1.5m/s.
OMb
plan of riser box
UH F4 SRsM.S I nfincrruif
2h
14-Mat 11Frrfrfrd Di’.'jfMiTid&z 0/L’/Anpbr, jMw/jrfn' *' W Jitr £ J1-#/^-
The concrete riser boxes arc relatively expensive lu build ami would be unaffordable In provide one for each terace. Therefore, several rerraers would need to be irrigated from one structure resulting tn a surface channel still being required to distribute water from each outlet. Consequently, piped distribution with concrete riser boxes (options 5A 6A & A) is rejected
#
due to its considerabh greater cost thin open channel distrihutintL
A variation of ihc above may be adoption of pressure (PVC) pipe distribution on slopes >5% with (he pressure pipes capable of taking the static head that may develop in the pipeline- rhe pipe distribution svstem would supply each terrace and irrigator group from pipe outlets cnmplric with orchard valves for “on-ofF’ control Pressure reducing (globe) valvrswould be installed along the pipelines tn ensure reasonably equitable pressures at each outlet during operation. These valves would be adjusted during system commissioning and then left unchanged This PVC pipe syslrm is illustrated below on Figure 2 6
Figure 2-6: Typical Component! of On-Farm Piped Water Distribution
fir/
w re
Orchard valve /pipe oudec
I ’ll I 4 SHtW \
-
(2*1
29
14-Miy-llPf-M JI™**
a
A’* ^ V™**'
Pr ”*7
The fixe layout option* that are likely to be adopted arc:
• Option 1: commercial furrow irrigation of slopcs<3% with lay-flat tubing for ab
2,950 ha (23 3% of the gross irrigable area of 12,658 ha);
• Option 2: smallholder furrow irrigation on <3% slopes with open channels woul
adopted over a smallholder farm area of about 1,830 ha (14.5%);
• Option 3: furrow irrigation on terraced 3-8% slopes with open channels would b
adopted over the remainder of the commercial sugar estate area, about 1,057 ha (
• Option 4: Basin irrigation on terraced 3-8% slopes with open channels over a me smallholder farm area of about 5.700 ha (45.1%); and
• Option 8: Basin irrigation on terraced 8-12% slopes with open channels over a m smallholder farm area of about 1.117 ha (8 8%).
Typical on-farm layouts for these five options are shown at the end of this Chapter.
2.93 Opfmtwx
When secondary canals are operating the design flow will be provided to each tertiary unit
40-60 ha (typ.) for 12 hours each day. from about 06:00 hours to about 18:00 hours
Flow will be supplied to a (possibly lined) ternary canal and then to the furrows or basins v lined / unlined canhen held channels, or lay-flat tubing, or buried PVC pipes Typically at i three (2-4) field channels will be supplied simultaneously with flow* from the ternary canal
rhe flow along each field channel will be managed by irrigator groups comprising several farmers
l-l B F’4 SRQ4.A Fnpnceong (2)
VI
14 MavFrdrra/ Dwhib.
IzihnptM N/Jir
Mw/r} ylFj/W f** L«rij?
jjt/ Dwtjgr Profit
Figure 2-7: Typical On-farm layout, Slope <3%, Commercial, Furrow (Lay-flat tubing)
L'B F4 SR04.4 Eingmctrmfi (2)
31
14-Miy-ll(puuaip o»do) Moxinj up|oqn S ‘%f>*d°tS
eu>
UMWd*”O f»3«dAj_ :g-j amjfjj
^ Iul
i-g "t* f>
.•«^). ..
^
a>u MOFfriiW Df/wnW if E/hupM, Mimslrf of F’jfir £*rrjp E£&flpfjur jNVA /prjjmw jxd D^iMgr f’hfrftr
Figure 2-9t Typical On-Farm Layout, Slope 5-8%, Furrowi (Open Channel)
f«M BMP AM UlWWT
UB r -l SRIUA FnpnMfin^ (2)
x
33
14 May HDrwwiwfiv R/ywM.- fr'E/AMjfw, Afar jty ^FF.afiT r> £i«r,rji jKMr /rrwyrxn flrjr*^ JMpftT
Figure 2-10- Typical On-Farm Layout, Slope 5-8%, Balina (Open Channel)Mm' nrwDi-ran^
Affarfp <IFaw
F-fdrJpTJW XlA jf/ni!*rawr jwtf PrarjTagr Pramf
1
Figure 2-11: Typical On-farm Layout, Slope ft-12%, Batin (Open Channel}
I
u-
-J"
-a—e_
WJUIM IK------V
JL- -T"
_jr
V—-L- L 1— J—
t.
L---- 1
-LL. -J 4-
■w-
IA
kt
i*
Jfafcrob* ■*
TflRCM UMF«Mi UWOUT
un i-ikuv
it
' "H F4 SIMM A Kngmeennjt (2)
14-May-llMinutn <*
*TMu' *
l* 
* ‘ *f™ *“ • **? 
h lra'"'" ’ en l
., <—™i f«-> tai n«"ta,te “' ”
‘ "7*“"' ™ k
‘ "' ‘I”**''" «„
iTZlS m writ 36 m of hose 2nd inpod serving 20 positions: one pos.non is on top of |)]( ?
1 toch hieral «d two additional position, on either side of the lateral After 5 sprinkler positions from one self-donng valve the sprinkler hose is connected to the next self-closing v.h-e IB meters along the lateral serving a farther 5 posinons. This procedure is repeated for next 2 self closing valves IB meters along die lateral before the sprinkler is returned to hi fo,, position The 20 positions for each sprinkler therefore cover an area of 90 m x ’2 tn (0.64B fo The laterals would be removed prior to harvesting and replaced shortly after harvesting, Figure 2-12 and Figure 2-13for (he standard layouts.
2-S: Options for Pressure Luvout on a 25 ha Farm/Block Unit
♦Selected option
For vertisols sprinkler positions would be moved duly taking 20 days to irrigation the whole
arcl’ tc
1
‘ 2* *^1 tmgation interval For lusisols. sprinkler positions would be moved twice daily
taking 10 days to irrigation the whole area, i.e 10 day trngation interval.
pnnlder tripod would be fabricated from 25mm galvanised steel with a height to suit the nop to be grown It would have two foldable leg, with a water feed up the fixed kg and a quxtk release (Gekaj coupling where the 36 m flexible hose attaches
to. 
ba .eiri. Qo.b„ . 
be COPE
r „ 4^. *
jb p. io leog*. B
„ -) dmclt, ipee.lkd .10
■“'™>™S »tor Ih, p, „
t TO
'*i< . fc to «| toeafc,, ,be
 !.)•«,, ,„ ,
d ho
e
fat
I'BMSRMA i^^.^
36JlprAM of Etiwpj. M/wrto rf Vfar & lit® Fdtwpju Si» byT^Jinnr «wrf Pw*p P^wiT
Figtife 2-1Z STD/9 Typical Prewure Diambudon Layout
3?« rSSI
=“ 
‘™
e1
MofaowaM ~~
L’B F4 SR04A Enpflemn^ (2)
r
ILMay-UDe^rv/J.-
Ethr^t^tt Xtfr
tfr^rr e- Jx.rrp
atfil
PrtfM
Figure 2-13: STD/10 Typical On-Farm Sprinkler LayoutNr*
Ai/mrfp *^rr *W Draraflf P^rrf
3
JJ
MAIN SURFACE IRRIGATION SYSTEM
fnif&ductJon
I, ,h» Ch.pm ta w.™ .r*"> ’"’*’ ■» 
“ d"’“''5 ®
. ji >__
“ l7‘ '
l
.
r« n^> «~w « *' ~» M”° '■hich T B
higher ground and form the northern and southern boundaries of the commas «
j? Design Dj^har^s anef 5ron^r l?cirtnw>
12. t Gfatrd
Crop w»® requixemats «r= cdcukred uJU1R FAO CROPWAT 8 for .he proposed wer
„ n nod dry season cropping paiterns The cropping pattern adopted recognises that
sM
smallholders ate likek to continue to grow l high proportion of grain (ro^) crop* for lcXa! consumption, such as maize and sorghum, but introduces more vegelables as well as sunflower and soy / haricot bean, paraeuhtiy in die dry season For the cltmane conditions in the project command area the peak net crop water requirement of 0.44 l/i/ha occurs tn February.
6
Allowing for application and conveyance losses the continuous slow duties al the head of tertiary and secondary canals and al the head of the system were de.ermioed as tabulated bdow. The design (peak} duty at the head of the Main canal is 1.23 l/i/ha for smallholder farming and 131 1/t/ha for the sugar estate However,, actual demand will fluctuate, typically increasing from zero during much of the wri season and peaking from January to April for dry seawn cropping.
Table 3-fc Crop Water Rcquirementa and Indicative Design Flows
ItECTl
Ufliu
LUTZi
Commercial
Sugar estate
(surface)
LUTS:
Commercial
Sugar caratc
(sprinkler)
LUTlAJk
amaUboMcr farm. 8c
medium commercial
(surface)
Total Net Trrigible Area
hi
39.980
23.890
Ncrprik cnip water requirements
l/s/hu
0.63
0.63
055
Application efficiency with night atcrage)
%
70 .
s
80*/.
65%
CWR at field
l/s/ha
0.90
0.79
0.85
’Icniuv ■Wem conveyance effioenev
%
85%
85%
/-AX/R u head of tertiare canals
!/s/ha
1.06
90%
1.0
^econcLirb’ canal convwafice efOcicni v
%
90%
90%
CWR, at head of secondare <ihja
l/t/ha
LIB
0.88
LU
Main canal comveyancr efficiencr
%
90%
wi
90%
CWR ar hnd of rwi canals
1/i/ha
1.31
0.97
1 23
.
ladicatTvr design (low*
Tolwv command uni!
ha
60
60
Tertiary design discharge
v«
64
60
Secondary command unit / Nuuk
ha
600
600
Secondary design dischaq^e
!/■
70S
-
666
Refer Planning & Design Catena for Project, Hakrow-GIRD, March 2010
LTR 1'4 SRD4A F-npinrrnng (2]
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14-May-llR**M* *
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... .. ........ umcI. W. <o«vm~. rffeicnqr <"■ -lx ™'" ""•h How—. h«.„„ „f
described in Section 3 63 below
Bahncing rerervotn are proposed to be constructed at locnons along the main canals to
provide buffer storage to. (i) accommodate surplus supply from upstream, and (u) enable quick
response io increased demand from downstream Monitoring of water levels in these reservoirs
uill help guidethe diversion of water from the Beks river into the Mam canals.
Night storage along secondary canals is proposed as the additional cost, both for the night
storage reservoirs and the greater canal capacities tn downstream secondary canals, is
outweighed by the benefits accruing from increased water use efficiency from daytime (12
hours / day irrigation) (refer report D4 SR-01C: Irrigation Development).
Design water requirements and discharges for the secondary canals for 12-hour night storage arc therefore 2-22 1/s/ha for smallholders and 2.36 l/s/ha for the commercial farm, double the
24-hour requirements of I 11 l/s/ha and 118 l/s/ha.
Irrigation water will be supplied to each tertiary of hiking from a secondary canal for 12 hours
each day The design discharge to the head of each tertiary canal r 2.0 l/s/ha for smallholders
and2.t2 l/s/ha for rhe sugar orate, double the 24-hour requirement of 1.0 and 1 06 l/s/ha
respectively
Each ternary will typically supply at least three field channels for 12 hours each day. I’hc field channels each suppl)’ furrows (or basins).
For a tertiAr) command of 60 ha supplying smallholder farms, irrigation supply to the head of the tertian canal will be 128 1/s Assuming this flow n divided three ways each field channel would be designed for 43 l/s. ’Flic field channel will be designed from head to tail for this discharge, and supplies rotated to furrows (or basins) from the field channel in turn over the rotation period, typically 14 days.
£22 Dfj/^n and O/xru/Mn o f Main Canal Ralanant Kfjervotrj
(a) Operational Concept
flic balancing reservoirs will both store excess flow and release water to meet additional demands pending adjustment of upstream flows. The reservoirs therefore enable a better balance between supply and demand while the changes in the reservoir level provide a feedback mechanism for the system operators.
(b) General Arrangement
It is proposed thai the reservoirs have two compartments and operation is earned out to maintain one compartment full and rhe other near empty. Ihc reservoirs would be ’‘off-line”. I’hc intake structure would compose a gated orifice as well as a spill section where the crest is heed at canal full supply level Spillage of water into the reservoir would indicate over suppk in the incoming canal The outlet structure would be a gated orifice and would release water back
X K«* ‘““U * ’*"■’” C‘“’"”" °* ™”
” " '" *’
HR IM SR‘MA I npiuxnn^ (?)
40
14 May HFfAtrti/ Droamto* 
rfEtfapi*. Afr«//n afW'ator d” E*ry
jVfiir jfflHMftP'fl dwrf r^rjrn'j^f JWrd?
into the canal downstream of the cross regulator structure in response to increased downsueam demand
The suggested design capacity of the balancing reserv oirs would be related to the off taking flow from the main canal upstream as far as the next reservoir (or diversion weir for the first reservoir) and the travel umc between two adpeent reservoirs (or diversion war and first reservoir).
In order to provide in immediate response rn an increase in downstream dcwjnd pending the
T
release of more water from upstream, the outlet discharge should be sized ro provide the required additional discharge downs seam of the .reservoir. A 'shortfall of 10.-» of the downstream flow has been assumed and ihe reservoir should l>e able to provide the additional capacity from one of the compartments for a. duration equivalent to the travel rime between the reservoir and the next reservoir upstream (or the headworks in the case of the first reservoir). A plan of a balancing reservoir is shown below on. Figure 3-1
(c) Inlet design
The lnkl/nudet structure is a combined structure local rd within ihe dividing embankment between the two compartment?, The inlet offtake is located upstream of the cross-regulating structure and consists of a side spillway with a gated orifice. A concrete pipe takes the diverted flows to the control structure where the operator opens the gate to the compartment being
• I he reservoir inlet discharge has been taken as 20% of the downstream flow with a 50 50 split between the side spill weir and the gaird orifice.
• The inlet is sued so that the Qin design is accommodated up to 80% of reservoir FS1
• ’K F‘4 SR04A F.nginrerin^ (3)
41
14-May-]!
li/Nfa* Nt* l~tl*f*>* 
* tT^rr c*
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(d) Reservoir design
The reservoir layout is governed by the available head and local topography. The intention
design reservoir* as balances! cut and fill sections, assuming that local soils arc suitable for
embankment construction, or alternatively design with a large excess of cut and therefore
effectively use the site as a borrow area.
It is proposed that the reservoir be lined and be provided until an emergency spillway in ca operator error A side spillway should also be provided on the main canal immediately upsi of (lie reservoir inlet for rejection of substantially excessive inflows in the main canal.
limited dead storage will be provided, but the shallow nature of die reservoirs (due to the
of available head), means dial it will not be practical to provide sufficient dcpdi to reduce
sunlight penetration and avoid vegetation growth. It is proposed to line the reservoir using
flexible impermeable membrane which is assumed to be low density polyethylene. In order
the lining not to be compromised (by both UV damage and root penetration) a protective I
of fill approximately 0.3m deep should be provided The protective soil cover over the
membrane will slump if die slope is too steep, therefore a shallow internal slope of 3(H): If
provided to reduce diaf nslc
The emergency spillway capacity should equal the ungated inflow capacity’ (this is a comprc
between full inflow capacity’ and protecting the integrity of the structure). In addition, tn or
to prevent one compartment overfilling, an interconnector is provided at reservoir FSL
between compartments For rhe emergency spillway, for non impounding reservoirs, it is g<
practice to provide a spillway which docs not go over embankment till. therefore a vertical•
spillway, or an overflow section through natural grounddischarging into local watercourses
would be preferred Taking into account the various safeguards in place (cross regulator
designs, main canal escapes, interconnectors between compartments), the fact that a surface
spillway should be rarely used and economic considerations, a surface spillway was adopted
where unavoidable.
The criteria adopted for the sizing of the reservoirs is as follows:
• C 'ompartment capacity - 0.1 x £?/JlV x T
• FSL (Reservoir) — FSL (Main Canal) 4-0.5 x Fb
• The reservoir crest level provides a 0.6m freeboard to the design FSL.
• The reservoir bed level is set at 0.2m above the downstream main canal FSL.
• Q Spillway = Qin With crest set at FSL 4- 0.2m and 14-0 2m
7his criterion provides a compromise which provides a degree of operational flexibility’ whili maintaining reasonable costs.
UH b’4 SR04A Engineering (2)
42
14-MajJi/.WAJ, ,U/wrrrj
**< Druid# Pr#T
frrp
(c) Outlet Dciign
The inkrt/oulkt irructurr d a combined wructure k*cated within the dividing embankment
ITie outlet pipe » sized to deliver the design flow for water levels above 20% of the rrwrotr depth and it is accepted that vdoatics may be above the design velocities threshold for the proposed pipes This is considered acceptable is flrrarv will be uitcirrdttrct and should be Ltrgch free from rrowe foreign elements. The outlet t* provided with a USBR type VI rnUmg bum to prevent excessive damage to the main canal in case of errors tn gate operations resulting m excessive velocities in the flow from iht pipe The outlet pipe discharges into the mam canal downstream of the cross regulator but upstream of the flow measurement structure.
When operating the outlet the connecting gate hcrwwn the lull compartment should be open and the outlet gate should be gradually opened and the flows controlled by monitoring levels at the flow measurement structure and the level differential upstream and downstream of the baffle tn the chamber
"ITie outlet is sized assuming a head equivalent to 20% of the reservoir depth Some reduction tn outflow will occur when the reservoir is approaching empty.
Table 3-2: Proposed
Reservoirs on Belt* Right Bank Main Canal
Proposed
Balancing
Tanlui
Chain age
(m)
Required
Storage
(«»*)
Average U/S
Velocity
(«/•)
Approx. U/S
Travel Time
(hours)
Dcaign Qin
<n*7«)
Design Qour
(■»■/•)
1
31150
124.757
l.lK
82
421
110
T
42600
16,122
2.45
13
3.45
1 72
3
50150
27,032
0.84
23
3.01
130
4
64000
18385
0.78
4.9
±16
108
Table 3-3: Reservoirs on Belt* Left Bank Main Canal
Propped
11 alapriwg Tanka
Chainagr
(m)
Required
Storage 1™21
Average U/S
Velocity
(“>/*)
Approx. U/S Travel Time
(houfi)
Design Qin
(■*/■)
Deaura Qout
(tnV«)
1
R6000
332300
132
18.1
5.1
255
2
117750
17J60
1.10
8.0
06
03
L"H J-4 SttLMA 'Iingif5eeflfig ipfj
43
t4-MiT.|1Fdrrtt/ IWua. •/ f i/fapM. Ataum </ Fa*t <*• /jwp
llthitpun Ndr /rv^>©< a«J Prwi^r Prw*f
) 2J Denjit and Opmti" nf St^ndaq Canal Nffbt Sterup Rr/rrwtry
(a) General Considerations
Night storage reservoirs arc proposed so that while the main distribution system (ic canal system upstream of the reservoir) (lows continuously farmers can irrigate during the day time (nominally 06:00 to 18:00 hours). Design of canals downstream of the night storage reservoirs has to take account of the different day and night operation conditions. The maximum distance between night storage reservoirs and their individual command areas should be about 3 km in order to keep the time lag before flow reaches the tail to no more than 2 hours. It is not necessary to have all tertiary canals downstream of night storage reservoirs.
Up to half of any secondary unit can be irrigated directly from a secondary canal with the flow drawn from the canal in the day time being balanced by the same flow passing to the night storage reservoir al night. In addition, not all of a group of small secondary canals require night storage provided at least half of the secondary command area is downstream of rhe storage reservoirs.
There arc 90 (44 right bank + 46 left bank) secondary canals longer than 3 km but less than
6km for which the location of the storage reservoirs where the reservoir would need to be located within 3km of the tail Furthermore there arc 7 secondary canals (1 right bank + 6 left bank) that arc longer than 6km and for which at least 2 night storage reservoirs may be
required Indicative requirements for night storage reservoirs arc given on I ablc 3-49 and Fable
3-50.
11H 1*4 SRCH X Enpncmng (2)
14-May !•Prwwraft-
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The area required for n night storage reservoir of given capacity is inversely proporoonal to (be working head For example the volume needed to More 0 5 m /s for 12 hours is 21.600 m or 2-16 ha for a 1.0 m working head (depth). Deeper night storage reservoirs ire preferable because of (i) reduced land tike; (ii) lower cost for reservoir lining; (Hi) the larger working range will be more disruptive to snails and vegetation (see below); and (rv) there would be a smaller bottom area to be cleared of vegetation. Greater diurnal water level ranges will also discourage vegetation growth. A working head of 2m is desirable m minimise the land take It is also
de nimble to locate the reservoirs on moderately sloping land so that the reservoirs can be largely located in excavation white still commanding the canal downstream. If the soil is suitable then such reservoirs can serve as borrow pita for other earthworks
Night storage reservoirs should thrrefoie be located, as far as possible, where there is sufficient slope to provide a I 5 m to 2.0 m working head In general, night storage will nor be provided for those secondary canals running adjacent to the Main canal in order to avoid i strip of un- irngated land between the two canals because it is out of command. These s^conrlary canals arc relatively small and overall operation of night storage will need to be considered together with an adjacent secundan* canal
UH IM SRlMA itngincrriftg(2)
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Key engineering recommendations for night storage reservoirs arc therefore:
. Storage reservoirs should be sized to store water to allow day-time irrigation from
06:00 to 18 00 hours and should not be oversized;
• The night storage reservoirs should be constructed offline , adjacent to the second^, canals with connecting inlet and outlet channels, so that they can be by-passed and dned out during low crop water demand periods;
• The use of two compartments will allow one compartment to be drained whenever irrigation demands are less than 50% of the peak design flow;
• Annual or more frequent clearance of vegetation from the reservoirs is recommended during the canal maintenance periods (when they are empty); and
• Designs should ensure that the reserv oirs can be fully drained to impede weed growth and insect breeding.
(b) Operation and Design Rows
The basic concept for the secondary’ canal night storage reservoirs is that they fill dunng the night when water is not used for irrigation and then empty dunng the day when the water supplements the continuous inflow from the Main canal Careful control of the reservoir outflow is required co ensure that the discharge remains uniform as the reservoir water level
drops.
3.2.4 Design o f Flow Measurement Structures
How measurement is recommended at key points in the system: These are:
• Head of main canals and downstream of cross regulators
• Head of branch, secondary and tertiary canals
• Downstream of night storage reservoirs
How measurement will be earned out using flumes or wars. Where the available head loss for flow measurement is minimal then critical flow flumes designed using the Winflumc computer program are proposed. Fhis program includes checks on the hydraulic performance for the range of operating conditions and calculates the rating curve. Where a significant head loss is available then simple weirs can be used
33 Irrigation Water Conveyance Options and Recommendations
13.1 Introduction
1 or shallow slopes, unlined regime-slope and regime-width canals are inevitably rhe cheapest option unless seepage losses would otherwise be high, for example due to light textured soils. Seepage is not a major problem in much of the Upper Bcles area where the irrigation canals will be built of day and/or clay bam soils. However, seepage may be greater where canals arc excavated into rock Further, in river basin level water resource management, seepage losses should result in increased base flow into the over downstream of the project area, bur excessive losses may result in insufficient flow being delivered down the canal
On sloping ground lining is usually justified as follows:
• hoi contour canals on steep (i.c.>8%) cross-slopes lining reduces land take through smaller channel cross sections (particularly for larger canal where berms are required) and cut / fill volumes, and also reduces nsk of failure by providing pnsm stability; and
I B E4 SRO4A Engineering (2;
46
]4 May-HFfrfbftll/
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f’jbwfid# Nwf IraftU/to*’ J-t/ DfiflAUipf
• For canils without a crow slope but aligned down 1 sicrp slope the lining allow?
greater flow velocities and both small prism section size and reduced quantities «( drop
structures
J. .3.2 Mm Cjmm/ Caww Optniu
The main canal? arc essentially contour canals running along the sides of the Bclct valley. Inal calculations have demonstrated that die least cost solution is for the full supple level Ui be nt die cenirc-hne ground level However. where rhe erw slopes arc significant then one side of
the canal will be in cut while the other side will be in fill while, on vaniblc terrain, the canal will be unable io exactly follow ihr ground profile
For die Bclcs Main canal a the following fourchaonrlopnons were assessed
• Trapezoidal canal with an earthen embankment on the downslope side (I It);
• Trapezoidal canal with a mjwonry retaining wall flR);
• Rcctangulir canal with an cmbankmrnt on rhe downslopc side (RE); and
• Rectangular canal with a masonry retaining wall on the down slope side (RR)
Lined trapezoidal sccnons comprise concrete placed within a trapezoidal prism, Concrete lining thickness depend* on discharge and "5 mm is proposed for branch and secondin' canals md 100 mm for the Main canal. Tailing side slopes will typically be 1V : 1.5-2.OH as shown on Figure 3-3 The concrete lining will be underlain by geotextile and impermeable membrane to inunrnisc any lung-rrrm damage arising from leakage through cracks and joints and reduce die moiqhire variations (and consequent volume changes} in the *oil underlying I he canal From a seepage consideration, the membrane is the lining. The concrete provides pro lection to die membrane while the geotextile forms boih a protection to the membrane during construction and reduces die problem of slippage nf the concrete on ihr canal sides during pbcing-
Figure 3-3: Typical Main Canal Trapezoidal Cross Section
As die cross slope marnres then w docs the overall width of a trapezoidal canal and a rectangular channel becomes a viable alternative. Masonry lined sections comprise misoan- sidewalls with either a masonry or concrete base slab. Masonry bast- slabs are proposed for rhe larger (lows with an 40 mm concrete cover layer tn provide a smooth surface and to reducr leakage through any cracks. \X1iere a rectangular channel is excavated into rock then a thin layer of masons will be used on the channel sides and base to create a smoother surface and close
off potential 5 rep age paths.
I H N Skill A Ijij^iirmiikE (2J
r
14-Miiy-llFtM Df^rur,.
Mnutn of IPrtr Eoagf
ElHopui* Nib lmgatioo aid Prompt Prob.t
Figure 3-4: Typical Main Canal Rectangular Cross Section
Typical canal lining details arc shown on the standard drawings attached as Annex F.
More details of the comparative analysis are presented in Annex C and guidelines arc given below for the selection of section type of the main canals This should only be used as guidance when deciding the section as other factors specific to the main canal will also affect the choice and the canal section type should not be frequently changed for greater simplicity dunng construction. Guidelines are:
• For a cross slope >40% a retaining wall should be constructed on the downhill side of the road instead of an embankment
• For cross slope <10% a trapezoidal section is likely to be more cost effective
• Where
a canal is in cut with shallow’ rock a rectangular section is likely to be more cost
effective.
• Where
a canal is in fill a trapezoidal section is likely to be more cost effective
• Where
there is no rock encountered a trapezoidal section is likely to be more cost
effective
• On very steep cross slopes a rectangular section is likely to be more cost effective
• Where the terrain is very irregular then it may be more cost effective to place the canal service road on a separate, but nearby, alignment.
3.3.3 S econ Jury Canal Channel Options
For the steeper (0.8% or higher) down slope secondary canals conveyance options include
• Lined canals with drops;
• Lined chutes; and
• Pipelines with energy dissipators or pressure reducing valves.
Ihe option of using pipes for downhill conveyance has also been considered and found to more expensive than open channels due to the cost of measures required to keep pipr velocity within acceptable limits (see report SR-01C). L’nlmed canals with frequent drops are rejected, largelv due to the cost of transitions to ensure non-turbulent flow leaving the drop structures and eroding the unlincd canal prism (narrowing structures to reduce the basic structure cos1u result in larger, more expensive, transitions). Also the high supercritical flow’ velocities associated with chutes usually render them unacceptable due to short life as joints and lining fail, except for low discharges, less than (about) 0.3 m'/s.Most of the secondary canal design * flows will be more than thus and the preferred design option for slopes steeper than about 0.8
LJB F4 SR04A Engineering (2)
11
48Afjr/rrn ?fP“wr ri- EiW
£/W^W< M* irTtfri** <W Pnr^r Pnw.T
in lined canals with drop? Where the drop structure* are very frequent then the use of rectangular channel s more economical because it enables mote compact drop structures
Cost comparisons were undertaken which concluded that the following cniem should be used for wlrcDon of secondary canal section types:
__ -_______ x ■ ... ■ ------— o to
able zreconaarv '-aiiai vnanuo
Slope alon*g canal
Preferred Channel Type _____
Unlined trapezoidal channel vrtth dmp%
(1.8% tn 3%
l ined Eiapezddti channel wash drops
Steeper than 3*.
Lined rrctangulax channel with drops ___
Steeper thun 20* 9
Chutes (flow <0,kn’/i) or steel pipe< until USER tvpr <«
energy dhripalcir
______ ._______ __ —
J. 4 Canal Design Consideration* and Criteria
).4.1 Canal FjritoitkflHntf and Sod/
The $oil survey finds that deep cracking montmorilloniac clays, [ frftitilL *fL‘ L^1C niost widespread 401I5 in die Study Area, covering half nt ttur area- They occupy stable lower f relative to the red clay soils) topographic positions, mairiv on gentle slopes Deep reddish clays (JWftijtffr and la.xisod, developed mainly from old alluvium or underlying basalnc rocks cover much r>f the gently sloping, comparatively little-dissected upper interfluves. These soils cover I 4 ° <i of tine Study Area,, amounung to almost 20,1 MKJ ha. Brownish, weakly developed soils (Cambisols), mainly associated with eroding land, cover 5° a of the area
Very shallow and/or very stemy soils, Ijfl forth. sods of ths sec red valley systems and hills together cover almoit 42,000 ha, or 31% of the Study Area. Virtually all of these sods arc unsuitable for lmgaied agricultural development.
The black-cracking day vertisols arc imperfectly drained and, where located on the Ila tier land, susceptible lo water logging and flooding Tillage u difficult requiring the soils to be neither loo dry nor Icmj wet. They arc also ven susceptible to erosion requiring careful removal of excess (irrigation) water to avoid degradation. Vertisols crack when they dryout and expand on wetting Cracks extending io depths of a metre or more arc common. This can pose a serious problem for corals constructed from vertisols When irrigation is supplied to a canal with deep cracks in its embankment then these can erode faster than the sod swells and seals up. resulting in a canal breach. The volume changes of this soil can also affect shadow structures.
The liiBols and rno^U ire deep redduh brown days, generally well drained and less susceptible Co erosioiL
Construction of rand embankments with adpeent canhen materia] 15 uiuaJ for urigaiion schemes to reduce costs. However die shrinking / swelling day soil* (vertisols) will pose problems and to nungate risk of breaching the following is recommended:
- Import of suitable (non ezpanswc) ™ihcn loamy Gil material to form a layer at feast 0.3 m ifock under structures .nd any concrete / masonry canal lining;
Uli F’4 SR IM l4Jlgi:i‘iidc!rin^
4*)M* bn&no* and Dnnn<*< P^a
9 ] jmng (where proposed) to comprise either a concrete trapezoidal section or stone masonn’ / concrete flume section over a geotextile membrane and imported fill material Use of a geotextile fabric may also be considered;
• Main system (main, branch and secondary canals) operation to avoid drying up of the canals and formation of cracks. Usually the Main canal will operate continuously, supplying the night storage reservoirs near the heads and/ or along the secondary canals Operation rules for the storage reservoirs should require a small release into secondary canals to be maintained if / when rotation between second ar)* systems occurs, to keep the bed and embankments wet Finally, if any canal is allowed to dry out forming extensive cracks in the bed and embankments, then re-commissioning should require a gradual build up in discharge for canal wetting and scaling with the canals being cheeked for leakage;
• Where canals arc built over vertisols, importing suitable clayey/loamy material with Io to medium plasticity (liquid limits of less than 50° o) and lower compressibility, and ali less susceptible to cracking (volume change with moisture change) for construction of canal embankments and replacement of material below structures Suitable soils are available on the slopes surrounding lhe flatter areas
7
3.4.2 IFTx/er iind S edimcnf Intake
'fhe source of water for the right bank main canal is a diversion weir, lbc right bank canal intake will incorporate a scour sluice tvpc sediment excluder to minimise the entry of sediment into the canal system. The canal will not normally be drawing much water during the rainy season, when the sediment loads in the river arc high, and during the dry season the water originates from Lake Tana which contains very fine suspended sediment. 11 owe ver, there is lhe nsk that pre rainy season storms will result in short duration floods with high sediment loads, which may enter the Main canal unless the head regulator is closed Such sediment would tend to be deposited along the Mam canal or in die night storage reservoirs, adding to the maintenance work.
The source of water for the left main canal is a dam which is assumed, as a minimum, to have sufficient capacity to smooth out the daily fluctuations in the flow through rhe upstream hydropower plant The reservoir will trap any coarse to medium sediment which will then be flushed our during the rainy season while there is no diversion for irrigation.
Very Gne sediment in the water entering the canal system will not setdr out but will travel through die canal system to div fields.
3 4. 3 Hydraulic r>rngn
(a) General
Canal prism and longitudinal slope designs are based on:
• The Manning s friction formula to determine the discharge for a specified cross section area and longitudinal slope,
• b/d ratio limits for width stability, w’hcre the canal is unlined;
Refer D4 SR-01C: litigation Development, Chapter <>: System Operation. February 2011 11B I'4 SIMM A Engineering (2)OfMW RtffMe Of Etblfptj. Ab'iutty af Wafrr
tiffiraf&r.9 NiJr Imgatret J*/ Dflw«afr P*wnr
* Velocity limits for hed stability, representing canal slope, tractive force and sedimetu transport criteria where rhe canal is unlincd;
• Froudr number limits where the canal is lined
(b) Manning’s Roughncsi Coefficient
For u filmed channels a roughness coeffiaenl of 0.022 was adopted commensurate wilh straight and uniform excavated earthen channels in weathered condition with nutunul vegetation. I or
lined rectangular canal scenons with concrete base and masonry walk a value of 0 020 was adopted, while for the concrete lined trapezoidal sections 0.016 was used
(c) Canal and Fmbankment Cross Sections
(i) b/d values
For an unltned channel, a stable section (b/d value) depends on the discharge as well is the soil
in which the channel is made and the sediment being transported, Basically, rhe higher the discharge the larger the b/d value, while the more tenacious (cohesive) thr soil thr tighter thr channel section (smaller b/d value), Suggested prism side slopes and b/d ratios arc tabulated
below. Note If prism side slopes arc changed the appropriate b/d value will also change
For the lined canal sections tighter sections are adopted to reduced costs and adopted h/d ratios are usually in the range of: (i) about 0.5-2-0 for trapezoidal sections; and (ii) about 2-3,5 for rectangular (flume) sections
(ii) Prism mdr slopes
Lacey’s regime equations assume a side slope of the prism of I (vertical):(l 5 (horizontal) and. over time, this may form in unlincd rands. For stability during construction flatter slopes are made depending on the type of soil and section depth. Indicative prism side-slopes arr given
below
Table 3-5: Suggested Priam Side Slope s and b/d Rati os for Untined Canala
Di*chargr (m*/•)
Priam Side Slope
(IV: mH)
B/D ratio
Indicative Canal Category
0.03 01 Cl
05
13-22
0.10 — 0.3
to
03 -1.2
Tertiary cjjuIs
03-1,0
to
1.2-25
1.0-5,0
13
1,6- 3 0
.Secondary - Branch — Main
canals
5.0-20.0
13
3 0 55
Branch — Main canals
20 ■ 40
20
3.6 — 5.0
40 20
20
5.0 — 63
Main canals
Table 3-6: Priam Side Slopes for LJned Canals
Section Depth* d+ Fb (mJ
Side dope (IV : XH)
< 1.0
1 13
to <20
1.5 20
>20
20
Note Side slopes of 1 : 1.5 may be used for channels deeper than 2m where passing through rocky matcnil
UP IM SRlMA Enrirorcrnig (2)
51
14 -May-115
Federal Dtmwtii RfpM. oj lithicpid. Miftirtn *fll afrr c* few#
Ethiopia* Nfh Irri&tM* anti Druittd# Prefect
An initial estimate of channel prism side slopes related to discharge is as follows:
• IV:I.OH for discharges less than 1.5 m /s;
• 1V.1.5JI for discharges greater than 1.5 m'/s.
llic major limitations to the steepness of concrete lined trapezoidal canal side slopes arc slippage of the lining during placement and sod stability- Concrete lining is generally placet IV : 1.511 or flatter.
(d) Minimum blow Velocities
Minimum design flow velocities arc necessary' to prevent extensive weed growth, canal bio and expensive maintenance for week removal Chow (page 158) suggests 0.75 m/s is appropriate to prevent weed growth. This would seem appropriate for a large canal (sav 10 m /s or larger). I lowcver such a high velocity is likely to be erosive, particularly for smaller canals and canals constructed of vertisols
J
Average minimum flow velocities may be related to canal size / discharge using Kennedy’s critical velocity formula developed for sediment transporting canals in India Critical vclodt for fine silt (m = 0.7) gives indicative, low-end values for Upper Belos flow velocities which summarised on die graph below. Figure 3-5
Figure 3-5: Minimum Flow Velocities
Flow depth (m)
I B 1*4 SR04A Engineering (2)
52
H»F.lhf^iJit N'/# 
fapttbh- tf'HfbnpJ, Miwtr* *' ITjf/r cT Ewff Pnn>«* Pmifrt
(c) Maximum blow Veloatica
(i) L filmed Canal Maximum Flow Velocities
To ensure stability the designer will adopt a longitudinal slope that satisfies flow vriociiy (and tractive force) criteria.
Some of the soda of which ihc canals arc formed may have relatively low cohesion being very
plastic when wet Dispersive days may aho occur Maximum velocities for uolincd canals shall
rrspeci the following tractive force limns":
• Red loamy clay soils: 4.0 N/m2
• Vertisols: 2.4 N/m7
Maximum allowable flow velocities out be used instead of / or in addition to allowable tractive forces. The cr»mparablr maximum flow velocity is aboui 1.1-15 m/s.
Tahir 5-7: Maximum Permririblc Velodriea for Straight Cimuicb ajterAging.
Water transpoeririjj Colloidal Sill*
Type of Soil
Remarks
Max permissible velocity
Max tractive force
(-/•)
N/ma
tb/fi3
Silty loam, non-colloidal
O.“6
2,50
16
0.075
From Chow
Ordirun* firm knun
L07
3 50
7.2
0.15
Red loamy clar will
0.85
...
4.0
Veruwt*
035
-
2.4
Suggeaird fur
projeci
fii) Lined Canal Maximum Flow Velocities
The maximum velocity in lined canals shall be 2.5 m/s subject to Froude numbers being either below 0.70 or above 1.2 (supercritical flow shall only be used for flows up to 0.2 m’/s)9 to avoid unstablr flow conditions.
(f) Berm Width*
(i) Vnlincd Canals
The berm is the narrow strip of land nn either side of the canal, between the canal prism and the inc of the embankment. They arc provided to safely accommcidair natural canal widening. As breaches in fill section; are more likely than in cut sections, more damaging and difficult to plug, berm widths are greater for canals in fill than in cut Proposed berm widdis related to depth of flow (D) arc:
• 0.5 - 1.0 D where the OGL is above ihc full supply level (cut section) -
• 1 - 15 D where lhe OGL is below the full supply level but above the bed level (cut & fill section).
• 1.5 to 2.0 D where the OGL is below the full supply level as well as the bed level (fill section).
’ Refer Chou , p 165. 173 & 174
’ Al"° .ubjeu to 3 inaiimum channel top width of about 0j m so tint I lie on»fc arc ejtT tn crtJ„
U B t-4 SIUXA Ltigineeiinx (?)
53
14-May-11Federal Republic of Etheofaa. Mint? of W ater eF Energ,
Ethiopian Ntif Irrigation and Drainavf Prvjrrt
Berms shall be provided only ro the larger unlined canals, i.e. where flow depths, D, We f titan about 0.8 m Maintenance berms shall be provided to the larger canals where in dec,
(>3 m).
(li) Lined Canals
Berms arc not required in lined channels to accommodate change in channel pnsm or additional discharge.
(g) Freeboard
Proposed freeboards for canals arc tabulated below
Table 3-8: Freeboard
Category of Canal
Di s charge
(m7«)
Freeboard
(™>
Lining Freeboard,
Trapezoidal (m)
Field
< 0.03 m’/s
0.10 m
0.07m
Tertiary
0.03 0.15 m'/s
0.15 m
0.10 m
0.1 1 mJ/s
0.40 m
0.20 m
Sccondin
1 -3 m’/s
0.50 m
0.25 m
Branch / Main
1.5-5 m'/s
0.60 m
0.30 m
5-15m’/s
0.75 m
0.38 m
15 30 m'/s
0.75 -1.0m
0.50 m
Main
>30mVs
1.0 m
0.50 m
I lowcver to reduce costs, as well as recognising that embankment freeboard requirements lined sections may be safely reduced compared to unlined canal section (due to more certs about sediment transport and flow depths under a range of operational flows) and adopte embankment freeboards were reduced for the Main canal, see Section 3.4.4.
I .ining freeboard for trapezoidal lined sections is typically about two thirds of the bank to( freeboard, to allow for some erosion /degradation of the embankment. Rectangular lining freeboard shall be the same as the bank top freeboard as the masonry walls to the rcctangi sections are less vulnerable to damage even if the adjacent earthen embankment is eroded some extent.
LB B4 SR04A Engineering (2)
54
14-NFrAra/
»f IFdflrr C" H«jp
jVrifr /mjsfs^w'r .JWr? Drarff^r F^.s1
(h)
Bank Top Width
Proposed minimum bank top widths1 ire a* given below tn Table 3-9.
Table 3-9: Bank To
P Widths for Trapezuidal Channels
___
Category of Cana)
Indicative
Discharge
Minimum Bank Top Wkitiia (nt)
m’/aec
[aspection Bank*
Non-inspection Bank
Field channel
0.15 to 0.03
0.5
0,5
Tertian-
0.03 to 0 15
10
10
040 -1.0
3.0
1.0- 1.5
Secondary
l»0lo3,0
4.0
1.5
Branch / Main
1.5 to 3,0
4.0
1.5
3.0 to 10.0
4.0
IS
Main
10.0-30.0
4.0 - 50
Z0
>30,0
4.0 - 5.0
2.5
■ 'Hie IrupcctioQ bank of larger canals normally hai sufficient width fora ruad- I lowever where a canal K in suhsFanlial naff ar fill or cfcxsinp; sfeqshr doping ground then rhr road may be CHI a separate. but adjacent alipimmi, and ihrrrforr thr canaJ has two non-inspecuon banks.
(t) I lydrauhc Gradient and Bank Back Slope
For canal bank back slopes arc chosen to maintain the seepage phreatic surface at least 0.3 m within the toe of the embankment for canals in fill The seepage 'hydraulic) gradient adopted generally varies from 1 in 3 (fur heavy soils) to 1 in 7 (for light sods). To fulfil this criterion counter berms (Le. berms on the outer bank) mav be cost effective. For Bries a seepage
gradient of 1 in 4 is assumed.
Typical canal cross secdons arc included in Annex F, and provide additional details of proposed freeboard, berm requirement and widths for unlined canals, prism side slope, bank
lop freeboard and bank top widths
For lined canals it has been assumed that seepage is minimised in which case the phreatic surface criteria is not applied. Ar rhe detailed design stage this needs to be confirmed with further investigated of rhe quality of the lining and the type of fill used.
/ fy^wrifr
A> C>/KF Bftk Afaw GnwZr (a) Overall I lydnulic Design
The overall hydraulic design of the main canals is controlled by.
• Starting elevation
• Required command at offtakmg locations
• Any controlling topographic feature s
• The hydraulic slope
• Hydraulic losses at structure*
10 Hecummcnded by IS71124973
r B F4 SRCMA Engineering (2)
14-May itl-Kltml Dr~*rvn. R^*M-
Etfafw* Stk Irrigation and Dnanag Profit
•<lr-*r *** h*’®'
The overall elevation difference along the canal is shared between hydraulic slope (u-hlch controls the section size and cost) and the losses at structure. The assumed minimum hyd,^ structure losses used for the overall profile design are given in Table 3-10 Greater head arc used where available.
Table 3-10: Assumed Hydraulic Looses
Structure
Adopted minimum
headloss (m)
Target headloas (m)
Cross Regulator
0.05 x u/s D
0.1 x u/s D
Inverted Siphon
Depends on Siphon length
(Calculated separately)*
Aqueduct
(with free water surface)
0.75 x v®/2g
Sand Traps
0.) x u/s D
Flow’ Measurement
0.1 xu/i D
0.2 x u/s D
Balancing Reservoirs
1 m
2 m
(b) Freeboard
To reduce costs, as well as recognising that embankment freeboard requirements for lined sections may be safely reduced compared to unlined canal section adopted embankment freeboards were rather less than tins for the Main canal.
The rationale for reducing freeboard is:
• Increased hydraulic certainty in lined sections including that of flow depths and sedimeni transport under a range of operational flows,
• Ilie discharge statement is based on peak irrigation duties for the full irrigated area Pot large command areas the likelihood of these peak irrigation duties occurring simultaneously is low,
• Proposed cross-regulators are of the gated duckbill weir type hence if design discharge wrre to be exceeded these would automatically spill downstream,
• Escapes will be provided at intervals which would spill excess flows,
• Balancing reservoirs arc provided along (he canal facilitating flow' control within the
canaL
• Overtopping of lining is unlikely to cause rapid failure of the canal bank
I'hc reduced freeboard provides an additional flow capacity within the freeboard of 20°'° Lining freeboard for trapezoidal lined sections is typically around 50 to 65% of the bank top freeboard, to allow for some erosion /degradation of the embankment, this has been taken & 55% and 65% for a 1:2 pnsm side slope and a 1:1.5 pnsm side slope respectively. Rectang ^ lining freeboard shall be the same as the bank fop freeboard as the masonry walls to the rectangular sections are less vulnerable to damage even if the adjacent earthen embankment eroded to some extent
1
F-4 SRtMA Engtnctnng (2)
56
|4 
11Ffjfnt/ Dtiwri
AfarM? */ U>/- c** E«r©
N/rf
.TBi/DiWKjr/ Prcj/wf
Bridge.* <a« «ndi shall be provided with tt least the freeboard provided to canal banks
T*bk 3-11: Freeboard Alfcrwzncc - Main
Canal Criferia*
Category
of Canal
Diachjrge
(mV.)
Unlroed
Freeboard
(mJ
Frerboard
Rectangular
(™)
FrcrbosirdI
Trapezoidal
(h :2b) (™)
Freeboard
Trapezoidal
(lvzl.5h) (m)
1-3 mVs
0.50
0-25
0.15
0.20
0.60
0.30
020
0-25
Slain/
Branch
______ _ >3
0.75
0.45
025
030
15-30 m*/i
0.75-1.00
0.55
0-30
035
0mVs>30mVi
1.00 1-00 
0.70 0™
______
0.40
1------- ' —-----
- J----------- *-- i -S.-u-SI 1 ;
0,45
_
•N B This applies tn areas of more ilian two secondary units lc- approximately 12D0ha and ^Jjc iVt
(c) Prism Side dupes
Proposed prum side slope? arc tabulated below Table 3-12: Priam Side Slope for lined Canals
Flow Depth, D (mJ
Side dope (IV : JTH)
< 1.5
1.5
>15
2-0*
•Side slopes of I : 1.5 mar be med for channel* deeper thin 2m where passing through rocky material
_?r5 Afaro CVn*/ 5Zrwcfurej
J. f. / 1 ’Aw Cerf Mi/ md ri>» Mfdtu/T/fffrtf Strutter?j
The Main canals hat e gated offtakes (head regulators) to control flow to each branch and secondary canal. To facilitate regulation of flows and water levels, cross regulators, each with a flow measurement flume on the downstream side, are provided at selected locations. Balancing reservoirs, drop structure* and escapes are also provided along the canals.
(a) Cross Regulators
Gated ’flume) cross regulators with overflow side spillways are proposed (sec Figure 5-6 and Figure 3-7). It is important that the duckbill spills outwards as shown on the figure below so diat bed sediment is swept through the central orifice. These structures irr designed so ihat, at rhe design fl™, 50% of the flow goes over the weirs and 50% goes through the gates, this is to enable a semi-automatic operation of the cross regulators, The allowable flow depth fluctuation will be □. 1 d, wluch means that the side warn will be set at 0 1 d below FSL.
The dissected nature of the terram results in numerous offtaking canals and it is not considered cost-effective to provide a cross regulator at each offtake, For the right main canal, cross regulators have been placed downstream of canal offtakes where offtake discharges exceed
0.5m'/s with additional structures proposed where control may otherwise be difficult to achieve Checks were carried out on the spacing between cross regulator, based on D/3 x S where D is depth of flow and S is canal slope For the left main canal the cross regulators have been placed where offtaking flows exceed Jm’/s with an addittonal cross regulator near the tail
LB ]■< SH04A Fngintcniiifl i'2;
57
u Mtr-nMr.,/ Dr<mti'
«f Ert*p*. W" & E"'’S>
F.tb"fw N’rifr Irvr&r"* aid Pwl
of the canal to provide better water level control In general, the secondary canals served bv left main canal ongatc land Mgnificandy lower than the mam canal itself. There wiU, therein be no difficult) in the main canal commanding the offtaking canals under all operating conditions provided the offtake pipe is set quite low The pipe should be of relatively small designed for a large head loss tn order to reduce the variability of the flow depending On Ul|(r level changes in the main canal. Flow measurement is provided at the head of each offtake canal to assist with overall water level control
Figure 3-7 : Plan of Main Canal Cross Regulator
The dissected nature of the terrain results in numerous offtaking canals and it is not considered cost-effective to provide a cross regulator at each offtake For the right main canal, cross regulators have been placed downstream of canal offtakes where offtake discharges exceed
0.5m’/s with additional structures proposed where control may otherwise be difficult to
LB f*4 SROIA Engineering (2)
5K
1+May "I'tdtnif Drn^rjti,-
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A//*Uf£> * W"^ r* Ser®’
achieve. Check? were carried out on the spacing between cross regulator* based on D/ x S where D is depth of flow and S a canal slope-
For the left num canal the cron regulators have been placed where offttkmg flow's exceed
lmVs with in additional cross regulator near the tail of the canal to provide better water levd control. In general, the secondary canals served by the left main canal trngaie land significantly lower than the mam canal itrelf. There will, therefore, be no difficulty in the main canal commanding the offtakirig canals under all operating conditums provided the offtake pipe is set quite low. The pipe should be of relatively small ind designed for a large head loss in order to reduce lhe variability of the flow depending on water level changes in the main Canal, blow measurement is prosided at the head of each offtakingcanal to assist with overall water level control
(b) Flow Measurement
Flume flow measurement structures urc proposed at the head of each main canal and downs Bream of each cross regulator- These will enable an acceptably accurate discharge measurement purely brom an upstream head (water level) reading-
Where possible, dropi have been provided as part of other stnjcrmo However where this is
not possible sepanic structures are provided to dissipate excess head in the canals and limit the mwmuni flow velocities The drop heighr is limned to 1 m for tmlmed canals and 2 4m for
lined canals, although smaller drops may be more economical Steel pipe drops with USBR
type 6 energy dissipates arc envisaged ar two locations near the tail or the left main canal where an elevauon change of more than 20m occurs over a short drstancc. They may also be appropriate for the head reaches of some secondary canals where there is a significant drop between the main canal and the command area.
lislancing reservoirs are provided along the mam canal as discussed m Section 3 2 2
L R F-i S-EtCM A Fjagiiinmiig (Zj
59
14-Mar-nof ElhfOpM, MftUffr) ofU'afrr C^Erff^ Lrhtopun iXtlt Irryjfjtjon jnd Drata? Pty**
).5.2 Main ComalCmss-drama# Structum
W TyP*5 Cros5
Structures
Cross drainage structures are required along the main canals. Hicrc arc four types of cross drainage structure to enable safe passage of water across the canals.
• Aqueduct (appropriate for sites with rock}’ foundations and pier heights not more th^ about 10 m);
• Inverted siphons (appropriate for sites with deep soils so that the pipes can be easily buried under the valley bottom);
• Inverted siphon - aqueduct (appropriate for sites with deeply inased rocky channels where the inverted siphon can pass down the valley sides but is earned over the river channel); and
• Drainage culvert passing under an embankment (assumed to be not more than 5m high below the bed of the canal) which carries the canal
These structure types are schematically illustrated on Figure 3-9. Figure 3-9: Cross Drainage Structure Types
Drainage Culvert
L’B F4 SR04A Rngmccnng (2)
60
|4-MivllRtfMrifEfhjapii. Mwtrn f< ITar/r fEvy
Efhitftwa Nik I'nfirtitu *W LWffa$r FW-i
Inverted siphons and inverted siphon-aqueducts may be constructed of steel pipe «r reinforced concrete box. A minimuni of two gated barrels would normally be provided so that one or more can be closed during part flow operating conditions to maintain the flow velocity in the remaining barrel (and prevent sedimentation) Only one pipe is provided near the tail of the led main canal at locations where the design velocities are high.
Aqueduct and inverted siphon structures would have increased velocities and reduced cross section sizes subject to the available head loss Maximum velocities through concrete box structures would be 3 m/s and through steel pipes 6 m/5-
In addition, local low lying areas on the upstream side of the canal will be drained by pipes under the canal
The head loss al inverted siphons / inverted siphon - aqueducts is approximated to:
1.2 v2/2g+ £Lv2/2gD
Friction losses ire estimated assuming 0 3mm fricuon coefficient represent:!live of slightly rusted steel
The mam components of the losses arc:
• Inler transition
• Trash / safety screen
• Gate / breast wall
• TonsilMKi from inlet to pipe
• Pipe friction losses
• Bend losses
• Exit cronsilion
Most of the losses arc a function nf V*/2g or AV*/2g, but (he pipe friction loss u calculated using Miller's equation :
(b) Cn»s Drainage Structure Type Selection
An initial assessment was earned mil which suggested that the structural concrete and steel reinforcement in the pieis and tzougb were a major proportion <if the cost for an aqueduct MCTOn, and result* suggested that over higher and longer valley crossing* a siphon aqueduct was likely tD cost less per linear meter Jn general. die channels in rhe valley bottoms have rocJe
beds.
Other feature* such as ease of draining a stplwn aqueduct rather than a siphon, which would require pnmpmg and ability to visually ,slesi the external condition render a siphon aqueduct crossing more al tractive
L'H M AftCMA HiigpiKEting (2)
61
14-Xhv 11FnM
MM .ffatn «f
Ethiffn Nik Irnga^t ad Drw^f Pr**1
(c) Inverted Siphon- Aqueducts
The basic layout of the inverted siphon - aqueduct consists of a transition from the man,
open channel section to an inlet structure consisting of usually two pipe inlets, protected by ,
trash screen / safety screen and isolated by a gate upstream of each barrel. The pipes Me ,urf^
mounted on concrete saddles and secured using steel stirrups and supported by thrust block, „ required. The nver is then crossed by mounting the pipes on reinforced concrete piers on pij foundations founded on rock The end of the structure is marked by an outlet structure, which
can be isolated using stop logs, which goes from a transition back into the mam canal channel
(l) Design
The main design catena were set out as follows
• At peak discharges, limited backing up upstream of die siphon inlet resulting in a
reduction in freeboard may occur at some of the structures. However, because the
siphon structures are very’ sensitive to excess flow, escapes will usually be provided on
the canal immediately upstream of the inlet.
• Velocities in the pipe were designed so as to be higher than the upstream canal
velocities in order to discourage sedimentation in the pipe.
• 'Hie pipes inlet soffits are to be located at an elevation where sufficient submergence b provided and reduce the risk of air entrainment in the pipe.
• The invert of the siphon in the aqueduct section is set at the level of the l :50 yr flood
+0.9m or at the level of the lrlOOyr whichever is the greatest However, when the
invert level of the pipe only requires to be set within rhe nver channel this was altered
to the top of the river bank.
• Pipes will be provided widi drain / washout valves at die lowest point and one or more
access points to enable inspection and maintenance
I lie trash rack provided upstream of the inlet is to both prevent trash blocking the siphon pipe and as a safety feature in case humans or livestock fall into rhe canal.
The two gates at the inlet are provided for flow management during reduced canal flows as well as enable isolation of the pipes for inspection and maintenance activities.
Siphon aqueducts are easier to drain down than siphons, which would require pumping.
Drawdown facilities arc provided in the vicinity of the watercourse. In addition access covers
arc provided at the crossings to enable inspection and maintenance operations.
It is assumed that rock will be shallow and therefore depth of concrete saddles, thrust blocks
and pad foundations for piers will require minimal excavation. Steel stirrups are proposed to
hold down the pipe. It is assumed that the saddles would be taken up to half the pipe diameter,
to help minimise deflection. Spans between saddles and piers were assumed to be a maximum
of 8m
It the structure crosses deep soils or soft material, the provision of an inverted siphon crossing should be considered as it is likely to be more economical
I 'B F4 SR04A Engineering (2)
62JtyM.-tfEfhr&fJ- Miati.'rt tf \Tj/ r f Enrrgf
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Depending on local geography and site layout rhe inspection road bridge wax either combined with the siphon aqueduct section nr runs on an alternative alignment with its independent piers
(ii) Cons miction Material Selection
Three main options were considered in the context of pipe material tvpe; steel, concrete boxes and GRP pipe
Steel pipes were selected for two main reasons; (i) A high standard nt material and workmanship would be required to ensure warerrighr joints in concrete box culverts (with rhe risk cd leakage through the concrete itself if nor ven- will compacted ! and, if compromised, would be difficult to replace/ maintain; and u) although GRP pipes arc an option which are available with satisfactory pressure ratings, if these arc no? buried, they could he subject to a reduced design life due to I TV and oilier external damage They arc also more vulnerable to damage during transport
1
Thr main uncertainly with st cd pipes is the avaibbihiy/cnsi and quality’ of site welding. It is assumed that the pipe* would be spud welded and supplied tn ihe longest length* suitable for transport, h is not proposed io provide complex manifold type uilrt / outlet arrangements io reduce die risk of leaking pints, but other structures such as rhe nun accesses or thr washouts and dir bends, will be potential weak poini* tn the struciurc (but would be in any alternative structure).
1 H 1*4 SR04A lingtiicenng (2,
63
H May.11I tcMVevwfic
Mmfr) ofW'aitr €7 fcany
Fjhtvptjn Kiir Im&ttM DruiK^f PfMrf
The major cost component of the siphon aqueduct structure is the pipe with a cost derived based on a delivery cost and a component linked to raw material/weight. ’Hus is to reflect thc high fixed costs linked to production /delivery
Preliminary pipe thicknesses were estimated and these will need to be confirmed at the detail design stage An allowance for corrosion was provided, as was an initial assessment for local buckling of the pipe. Thicknesses were based on the worst case scenario and in practice variations in thicknesses could be used to reduce costs or alternatively, external stiffeners could be provided which will enable a reduced pipe thickness. A factor of safety of 3 was assumed.
Table 3-13: Estimated Cotta for Steel Pipes
Pipe Diameter (m)
1
1.2
1.4
1.6
1.8 2
Assumed Thickness (mm)
•w
i
8
9
9
10
11
22
12
Weighi/m
174
238
313
357
446
546
655
Rate (ETB/m)
13, 00
7
16.700
20,200
22,300
26,500
31,200
36.400j
1
Approx. Rate (USD/m)
830
1.000
1.210
1.340
1.590
1.8*0
2,180^
1 USD = 16.7 ETB
A corrosion allowance Of 2.5mm » provided
Preliminary thickness calculations ONLY will need to be confirmed at detailed design stage. Steel assumed to be mild steel yield strength of 2 0 N/mm-
Calculation based on a maximum span of 8.0m and a design head of 40m
Design Factor of Safety is 3.0
The steel pipes form about "0% of the cost of the siphon - aqueduct structures
7
3.5.3 Cana/E-rcajxs
Canal escapes will be required wherever there is a risk of excess flow overtopping the canal banks due to either improper operation, blocked trashracks or heavy rainfall (when some surface runoff may enter the canal). Escapes will normally be provided upstream of the inverted siphon aqueducts and upstream of cross regulators.
The escapes will compose side spillways which may also include a gale for draining down the canal for maintenance or in the event of operational emergencies. Ilir side spillway and the gate arc each designed to lake 20% of the design flow in the canal
UR 1*4 SRlMA Fngrrxrring ?)
64
14-May-HfrAH^ A>* F”T**™ DfOtn^f Prw
I 54 OtherALmr Offj/ Strvrfarrj
Where rhe rectangular canal bed width is greater than 3 m> access ramps into and out of the
canal bed will be provided up sir cam and downstream ot structures tn enable entry of
equipment for maintenance. Ladders or steps will be provided every 0-^ hm (of so) to enable
people to exit from the canal
Road bridges are provided at each cross regulator In addition, tooTbridprx will be required, at intermediate locations to be agreed widi the local communities
J. 6 flight Bank M*in Cana/ Drsijfo
3,6. f Ctrnr/
'Lhe right bank main canal is supplied by a diversion weir currently under construction by ADSWF. and situated approximately 23km north cast of Fendika. The weir crest is assumed to be 1240m to command an FSL at the head of the canal of IZSQmASL, The profile along die rtght main canal is shown in Figure 3-5.
t H ?'4 SRl.M.A lingtriccnn^ (21
65
N-Mav-l |9/U jftr^h^
Lshuptm Ktlr Im&M* atd Dna^t PropJ
The total length of the right num canal is 100.3km and can be split into three mam portions:
• From rhe diversion weir to bcndika is approximately 30km long and is currently under construction by ADSWE- It is characterised by an average longitudinal slope of around 1:3750. The FSI. drops from around +1>239 to 41,232 masl. I’hc canal needs to be sufficiently high to pass along the crest of the ridge immediately east of lendika from where it can command both the Bcles valley and the proposed branch canal to Upper
Hyma
• Tlie second portion is a steeper section over approximately 10km with an average longirudtnal slope of around 1:100. thr FSI varies there from around 4 1.239 to * 1,133 mASL. terminating in an embankment along the crest of the ndge at about km 39 5 between the BeJes ind Hyma valleys
• Thr third portion of ihr canal which is approximately 60km long with an average longitudinal slope of 1:3,150 where the FSL vanes from 1,133 to +1,112 masl
x
*nirre alternative solutions were considered for crossing of the low pan of the ndge ar kin 39.5.
• A GRP or steel pipe or concrete box culvert inverted siphon;
• Place the canal on an embankment (height up to 7m to bank top level); or
• Accept a reduction of about 5m on the elevation of the main canal downstream of ihis point.
Tlic land suitability mapping foi die right bank area shows suitable land up to at least +1,135 m in the area downstream so a reduction of the command level would result tn a reduction in the command area Comparison of preliminary costs betw ren a steel pipe inverted siphon (about ETB 90 million) and an embankment (E TH 30 million shows that die embankment will be substantiaDv less expensive. The slightly* lower cost of GRP prpe relative to steel pipe would be offset by die need for rock excavation in order ro completely bury ihe pipe to protect it against damage
LF l
f.flcinrmng (2?
I4-May-Hfl/1
.Witfri *f ITafrr c*- bnaj?
Ei/nopm *''* 
p^
Development of thr num canal alignment is an iterative process with the following steps:
i Estimation of rhe canal hydraulic slope and hydraulic losses
ii- Identification of a preliminary alignment through definition of intersection points and corresponding curve radii
hl Processing of the alignment data to generate a script file which produces a line m
AutoCAD dwg format comp ruing segments of straight lines and curves.
iv Import of the line into the Global Mapper software which then extracts the profile
along the line from the digital elevation model and exports the profile data for use in
Excel.
v. Development of an Excel spreadsheet to combine the ground profile data with the hydraulic design lo produce a graphical canal profile.
vi. Inspection of the canal profile to identify where thr ground profile deviates from the hydraulic profile.
vii. Adjustment of either die hydraulic design and/or the canal alignment data and repeat from step (iii).
Once the overall alignment is satisfactory then additional IPs arc added to enable the canal to better follow the terrain- Adjustments to the alignmeni result in changes tn the ehainagr* of points along the canal Checks arc also made by overlaying the alignment onto satellite imagery to ensure that major settlements are avoided.
The honzonlal alignment of the right main canal is defined by 214 inrrrseetiori points with corresponding curve radii. These data enable the geometric alignment to be accurately defined and the canal length, and locations of chainage markers, precisely calculated. The alignment data are included in Annex I. Failure to correctly calculate thr alignment properties, including curve corrections, for canals the length of the Belts main canals would results in significant errors tn distances. The target minimum canal radius is 50m buT, exceptionally, smaller radii are accepted m difficult terrain to reduce ihe cost of earthworks
3.6,2 Sekitioit of Sfrfiox Tyf>(
On land with vary shiDaw slopes, unlined regime slope and regime width ranah ace inevitably the cheapest option unless seepage losses would otherwise be high, for example due to light textured soils.
Lined sections also have the advantage of unproved sediment transport, more certain channel stability, increased flexibility of operation; reduced routine, though not ncceSKinly periodic, maintenance; and increased hydraulic certainly.
For canals on sloping ground, lining is usually also justified for the following additional reasons: * Foi canals on steep fte.>8%) cross-slopes, lining reduces land take (particularly for
larger canals where berms arc required) and cut / fill volumes, and also reduces risk of failure by providing channel stability; and
• For canals without a cross slope but aligned down a strep slope, lining allows greater flow velocities and reduced channel section sbie.
tli Fl ^Rlha fin^nccno^ p)
G7
14 May-1 1Jrdrrx 
kdwrtus Xf4 Jms*« Pnsf.x* frr^r
»f W" & Bw®'
Around 30“»of the right Main canal is on land with cross slopes ol less than 3% while 23% of tlw canal length is on land with cross slopes greater than 8%.
Table 3-14: Variations in cross-slopes along Upp<~t Bclca Right Bank Main Canal
Cross-slopes
Length (m)
Percentage (•/•)
x < 1%
3670
3.7
1%< X < 3%
27120
27.1
3%< x <8%
46645
46.5
«%< X
22770
7
Note Around 30° ® of the canal length where cross-slopes arc low corresponds to the section with a 1% longitudinal slope.
limited sections of the nght main canal traverse land where the cross slopes make the use of a rectangular section more economical. However, to avoid changes in section type over short lengths it is proposed to construct the whole canal with a trapezoidal cross section
The right bank main canal has some lengths in cut and others in fill. In estimating quantities for costing purposes an estimate of depth to rock depending on land slope was made based on soil survey data and interpretation. Deep soil and shallow soils'' were estimated along the canal alignment using the Land Suitability map From the interpretation, approximately half of the alignment passes through shallow soil.
Table 3-15: Estimated Depth to Rock
Crow-Slopes
c/.)
Deep Soil
Shallow Soil
Rock Depth (mJL
Rock Depth 
(«)
0
1.6
0.56
5
1.6
0.56
10
1.6
039
20
l.(M
0.19
30
0.90
0.15
40
0.80
0.15
50
0.50
0.10
60
030
0.10
ll is anticipated that extensive rock blasting will be required. This leads to two main
uncertainties:
• The jointing/fracturing patterns of the rock
• Hie achievable quality of the excavated surface leading to uncertainty in the hydraulic parameters and friction losses. Manning's n for rough rock channels is typically 0.040 instead of the adopted value of 0.018 for lined sections
For these reasons it is considescd advisable to line section* of the canal where excavated in
rock.
ShaBou sod. defined as area* on 1 jod Suitability nup with suhsenpr d. Le. soil* of tailed depth
I B 1*4 SRiMA I npnrmng (2)
14-MavllFrlrftti
Ethrtpw, Mimity </ ST 'aftr f* Ettf^
AWp W-fr*< 4^ P«W JW
Review of (he design led ro the following condtuioru: the initial 30km of the canal will require substantial rock biasting/cxcavabon and it is therefore not recommended to leave this portion i mimed The second section is on 1 longitudinal slope of around !%> where the steeper slopes permitted by a lined channel reduce the cost of drop structures, therefore lining is recommended, The third portion of the canal crosses more broken terrain and has sections with steep cross slopes (around 16 5km with slopes >R%). rock ocavatkm will be required in the cut sections and therefore the only sections where lining is considered an option is in fih sections (about 10km identified!, this would increase berm widths and require additional land rake, it is therefore nor recommended,
J rf. J Gum/ Drk’/w^ C
r
A discharge statement was prepared for each Main canal (see I able 3-16) showing the budd-tip of Main canal flow developed from offtakmg secondary flows and conveyance losses along the canal 'The Main canal flows were determined from the secondary canal flows plus an allowance for conveyance losses (opcrauonal k>5scs» seepage and evaporation) for each reach. Seepage and evaporation losses are proportional to wetted perimeter and surface ar ex respectively. which can he approximated as proportional to NQ (flow). Operational losses would be distributed along the canal and can also be assumed to be proportional to Overall cmaJ conveyance efficiency will tend to reduce as the canal becomes longer with losses becoming proptntionalh- (ie asa percentage) larger for .smaller flows. The halancmg reservoirs on the main canals wluch will help absorb flow fluctuations and reduce operational losses.
The main canal discharge statement was prepared using design discharges at the head of secondary canals of 1.11 J/s/ha fur smallholders and 1.18 1/s/ha for the large scale
commercial/ sugarcane cstatrs This is based on the surface irrigation layout rather than the Option with part pressure irrigation for the commercial sugar estates. The discharge statrmmt provides a cumubtne build-up of losses based on the length and flow in each reach.
A conveyance loss coefEcicnt C= (lOOW/s/km for lined canals was adopted and input in the seepage loss equation:
Where L is the length of each reach, QI and Q2 are the flows at upstTeam and downstream end of each reach being calculated and VQ approximates to the wetted perimeter The convey'ance loss is assumed to occur at the end of each hydraulic reach fur which it is calculated
l*of the right main canal the overall conveyance loss amounts to 6%. Table 3-16: Right Main Canal Discharge Statement
Offtaking
canal
Chainagc
m
Reach
length
m
Net irrigated
area
ha
Irrigation
duty
l/s/ha
Offtake
EHscJiarge
m’/arc
Conveyance
Lot*
m7j«
Gro«a
discharge
Headworks
0
KM.-LA
RSC-lAl
5] 67
J
1001)
21tX)
HMX)
1100
8.3
■>XJi AJ
1.110
i ii i n
0.01
0.05
SI.67
iSciA2
RSQlB
3550
5000
1450
1450
•mi
8,4
22.0
1.110
1 110
0,03
0.01
0.02
0.06
□ 07
0,07
51.61
51.53
5145
P^SRtMA iXnipncwing
69
14-May-11iEK M
l)£
fc) ifnuMiJitfcr.[ yhIMS W Hll
il^ry j)j9t (| /i u/iwjv 
J9
/W*J4?
•/ d-Ffr^.
^r> If^iaK Dnrnage
r—---------OflSala^
canal
Chainagc
m
Reach
length
m
Net irrigated
nca
ha
Irrigation
duty
l/a/ha
Offtake
OiBclurgr
m’/iec
Conveyance
kni
tn’/iec
Gton
ditchaige
m’/aec
toy- —->—■ • —
----------------
76250
3000
57.8
1.180
0,07
0.06
7.97
77200
950
123
1.180
0.01
0.02
7.64
rSC 23A-3 
fPtRJTjV3 j -- - ------
5SF-27A
jkcFA-1
RsrZ?7A-2
 —
77950
750
153
lyV .—■— --■ nCfZ23h
_____
1.180
0.02
0.01
7.81
791 fK)
1150
199.2
LIEU)
0.24
0.02
7.78
80250
1150
T512
1 180
2.07
0.02
732
80700
450
114.8
L110
6.13
0.01
543
61450
750
31 8
L110
0.04
0.01
530
BL95O
500
10.6
1 110
0.01
0.01
525
psC27B
626 SO
”00
39 1
E110
0.04
0.01
5.23
rStFC______ _____ _
^STJW' RSC-27E
63250
600
37.9
1J10
0.04
0.01
5.17
asano
2550
313
E110
0.03
0.04
312
86450
650
19.4
J 110
0.02
0.01
505
RSC-27F
89200
2750
51.6
EI10
0.06
0.04
301
KSC-2H
89550
350
6339
L110
0.70
0.01
4.91
RSC29AAB
8964 M)
50
66E0
1 110
073
6.00
4 21
RSC-30A
89750
150
14(18
1110
0.16
0.00
347
HSC yiB
91200
1450
121.2
1310
033
0.02
331
Rsrvic
92450
1250
62.7
1.110
0.07
0.02
3,16
RSC 30D
93450
1000
110
E1I0
001
0.01
307
rsc-jod- I
93900
450
403
1.110
0.04
0,01
3.05
RSC-30E
95750
1850
556
1.110
0.06
0.02
3.00
RJii JOF
96300
550
36.6
1.110
0.04
0.01
2.91
RSC30G
97300
1000
1306
E110
0.14
0.01
287
RSC-31 iRSCJZ,
97600
300
986."
1.110
140
0.00
2.71
RSC-33 fRSC-34
9991)0
2300
6755
EHO
0.75
0.02
E61
RS 35A & RSC 35B
100263
363
7517
E110
0.84
000
0.84
% conveyance loss 6.0%
Xtf.4 Cana/ / Ijdnwfii' DtJtgn
The hydraulic design ot the right Mam canal follows Lhr criteria set out in Section3.4.4 and is presented in Annex E.
Average flow velocities range from I 0“ m/s at the head to 0 39 m/s at lhe tail with a peak at 2.4m/s (in the section of canal containing numerous drop structures). The flow is sub-critical throughout with Froudc numbers varying between 013 and 0.58.The b/d ratio for the trapezoidal canal vanes from 0.5fl to 2.76.
Concrete thickness for lined trapezoidal canal is assumed to be 100mm for flows greater than 15m’/s and 75mm for flow’s less chan 15m$/s.
Engineering (2)
71
14-May-l 1l
W l^rrTM,
«f ITa*r <*- iifffjt
Ertufcw Nii |h^i>hi rftu' Pncc<r Fhptf
3.65 5mwwjh ef SfrMtwrr*
The proposed nght main canal structures arc summarised tn Table 3-17. It is assumed thnt an average of I footbndge per 2km will be provided These will also be suitable for livestock. Heavy vehicles will cross the canal it the cross regulators
Table 3-17: Summan' of Right Main Canal Structures
Structure Tspc
Number of Structures
Row flume
i'■
Cross regulator with (low measurement flume
n
< brakes to branch or 'econdan canals
84
^pbon - aqueducts
12
i
38
Bscape
8
Culverts under canal
61
Balancing reserwers
4
| Fcctbcdges
50
Detailed schedules of the right main canal structures are provided in Table 3-18 to Table 3-24 Table 3-18: Schedule of Right Main Canal Offtake Structure*
Branch/Secondary Canal Head Regulator
Chxmj^r
Ofltakixtg Canal
Q
offtake
Flow
(mVa)
FSL
Bed Width
|m|
DBL
BTI
toco
RSC-1A
001
51.67
1238.10
6.50
1234.20
123BJ
2100
ftSC LAI
M3
51.61
1237.97
6.50
1234.07
3550
RSC-1A2
001
51 53
1237.7?
6.50
1233.91)
ini-
5M
RSC IB
0.02
51.45
1237.03
6.50
1233.14
1237'
3650
RSC 1B1
OjQI
51-35
1236.95
6.50
1233.0'
123“ J
GW
RSC1B2
001
5130
12M.8?
6,50
1232.99
123"j
6£S iJ
RSC IC
005
Sl2fi
12345 KI
6,50
1332 93
1237J
7650
RSC !C1 fexiudes RSC-1C2&3)
0,02
51.18
1236.71
6.50
1232.83
12374
8730
RSC 1C4
M2
51.12
1236.58
6 50
1232.70
12372
9200
RSC l DtRSC lDl-5)
019
51.04
1236.53
fi-50
1232.65
12372
12566
RSC 2A
0.14
SO S3
123532
6.50
1231.46
1236.?
13450
RSC-2B
0.02
50.51
1235.26
6,50
1231.41
1235 2
13750
RSC-2C
002
50.46
1235.23
6.50
123LIB .j_
2J5.5
1+9TO
RSC 2D
0 28
50.43
1235.09
6.50
1231.24
123V
15700
RSC ZE
0.02
5O.0«
1234 99
6-50
1231.16
J2353
16450
RSC-3
0.98
5(102
1234.90
6.50
1231.07
123^
16700
RSO4A
0.00
49.01
1234.30
&.5U
1250.51 ]
2j5JJ
171®
RSD4B
0.01
48 TO
1233.82
6 50
1230-02
J 23*?.-
I75M
R5C4C
0.05
48%
1233.76
6.50
1229 9?_
RSC4D
007
48.85
123339
6.50
1229.59 _
21520
RSC-5A
0.40
40.66
123129
6.50
1229.50
227W
RSC S A 1
0.05
48 23
1233.15
6.50
1229-«J.
125*J3 123^
IS-'J?'-
Cfs M SEM h f
%
72
H-Mav-HJ-
1,/^K N# 
K ‘7wW'' *fBtU4>u‘ W*"!? '""* ■r,'**-'r
e- Um#
Branch/Secondary CaoaJ Head Rcirulaior
Chdflajjj
O fluking Canal
Q
offtake
Flow L (»V-)
FSL
Bed Width
fm)
DBL
BTL
23400
RSC-5B
0.30
48 12
1233.06
6-50
122930
J 233.76
24750
RSC-6A
0.47
47.78
1232 90
6.50
1229.15
1233XW
" 25900
RSC6A-1
0.03
47.24
1X52.76
6-50
1329.03
123346
2?4#D
R5C 6B
(1.45
47.16
123237
630
122835
1233 37
27750
RSC-6C
0.07
4665
1232.54
6.50
122884
1233-34
28750
RBC-1
4.00
46.57
123142
630
1228,72
123312
29850
Upper Ifyrru
12.00
42.52
123229
6 00
1228-85
1232.90
M120
RBC 2
9.40
30.47
123210
600
122920
IZ32J0
35750
RSC-7F
0-55
21JB
1187.66
0.90
1185X1
US821
34150
RSC-7A
0.20
2038
117923
0.90
117741
1179 JB '
35600
RSC-8
0.81
20.16
1J 6730
0.90
1165X8
116805
35900
RSC 7 C
0.38
19JO
116330
0.90
116152
1(63.85
37400
RSC 9A
0.32
1891
1141.97
0.90
114020
114X52
40950
RSC-9B
0.45
18 54
1133 67
5.00
J13141
1134X2
42550
RSC-10
0.68
17.98
1132.76
500
J13OS4
1133X1
44(150
RSC UA
0.12
17.25
113121
500
1129.03
1131.76
45750
R5C-11B
0.23
>7.09
113096
3.00
1128,79 1
1131X1
47^50
R5C 12
0.83
1681
1129 66
500
112750
1130X1
44050
RSC 12 1 (rndudw RSC-12-2&3)
0.05
15 92
1129.46
500
112737
1I3001
50100
fuse-13
0.77
15-83
112930
5.00
112721
1129X5
52250
RSC HA
0.38
15.04
1127.98
5.00
1125.94
112833
54600
RSC-14B
1 10
14 60
112763
500
1125.6?
112S08
55650
ISC 16
1-34
13 44
1127,47
500
112535
1127X2
J7400
Use 1 BA
0.09
12.07
1125.88
125
112X41
112633
5J+&0
RSC-18B
0-18
11.93
1124.95
125
1122.48
1125.40
60300
RSC-18C
0,10
11.70
112-4 82
125
112238
1125-27
63200
RSC 18D
020
1159
1124 39
125
1121.96
1I24JE4
63950
RSC-19A
0.50
1132
112428
125
112107
1124.73
64550
RAC 19B
022
10.81
1122.19
125
1119 82
112264
66550
RSC-20A (RSG20A1i
036
10.57
1121 3B
125
111904
1121A5
68250
RSC-20A-2
0.01
1016
1121.13 |
125
1118-82
1121X8
69300
RSC-20A 3
0.02
10.11
112057 i
125
1118X7
! 121.42
_ 71000
RSC-20B
0.29
10.07
1120.10
125
I117J3O
1120X5
73150
RSC-21A (RSC-21B)
0.84
9.75
1119-77
125
111731
112022
_ 73)7Q
RSC 22
0.70
886
1119,77
125
1117X0
112022
_ "3250
RSC-22A i(22A-1 22 A-21
0.19
8.16
1119.44
125
111734
1119.89 1
^6250
RSC-23A-1
0.07
737
1118.14
125
111606
111859
_ 772QQ
RAC-23A 2
uoi
;.S4
111725
125
111508
! 11750
_ ."2^
RSC-23 A 3
0.02
7,81
1117.16
125
11150)
1117.61
-_ 7<J)og
_ . RAC-23B
0.24
7.78
1117.02
125
1114.86
1117.47
L_HO25O
RBC-3
’07
7.52
1116.SS
1.25
1114.7S
111733
Vft I"i Si! Ma
H-M*y IIFrrfrm/
R^M.‘ oj EJatyu. Nuify a/lFafrr Cr Entr#
bibt-cpiM Nik W L?nr<4jjr Prarnr
Branch/Secondary Canal Head Rc
gulatior
ChMlfiAgC
OfFtaking Canal
Q
offtake
Flow
(nP/«)
FSL
Bed Width (“)
DBL
80700
RSC-27A
013
5.43
1116.55
1.00
1114 64
8)450
RSC-27 A 1
0.04
5.30
1116-46
1.00
1114.57
1 81950
RSC 27A 2
0.01
5.25
1116.40
LOO
1114.52
-ll!2£
.’j.’cs 11V. t
82650
RSC-27B
0.04
5.23
111631
LOO
1114.44
1 lift*1
83250
RSC-27C
0,(M
5.17
111624
1.00
1114.38
1116 6
85800
RSC-27 D
0.03
542
1115.57
1.00
1113.71
. 1116(1
87450
RSC-27E
0.02
5.05
1114.84
LOO
1112.99
89200
RSC-27F
0.06
5.01
1114.63
LOO
1112.78
89550
RSC. 28
050
4.91
ni4 se
1.00
1112.76
JJ15j
insx llUf
B9600
RSC29
0,73
421
1114.58
LOO
1112.8"
1114.0
89750
RSC 30A
046
3.47
1114.32
150
1112.72
1114 6
91200
RSC-3DB
0.13
331
111445
150
1112.58
1114.4
92450
RSC-HW
0.07
316
1114.00
1.50
1112 46
1114 J
93450
RSC.-WD
0.01
3.07
1113.88
1.50
111236
1114.1
93900
RSC 30D 1
0.04
3.05
1113.83
1.50
111231
1114.1
95750
RSC 30E
0.06
3.00
1113.01
1.50
1111.51
11132
96300
RSC-30F
0.04
2,91
1112.95
1.50
1111.46
11132
97300
RSC-30G
014
2.87
1112.83
1.5(1
1111 35
1113.0
97600
RSC 31
110
2.71
1112.79
1.50
111136
1113.0
99900
RSC 33
0.75
1.61
1112 35
0.80
1111,06
1112-6
100263
RSC 35A & RSC-35B
0.84
0.84
1112.50
0,80
111134
11127
L'B F4 SR04A Efig^nrenng (2;
74
bl-SLiy 11‘f
tfW'attr Ewrp
■frM-Mfr Schedule of Right Main Canal Crow
Flow Measufemrnt ___________ %
Bed Width
FJowfmV*)
FSL
Canal Slope
Chs*£!£S-
1647L-
ti 1 ^o
ji * _____
DBL
RTJ
49.01
1234.90
0.00012
650
1231.10
OIL Art
21.03
1232.09
0.00015
600
j
1229.70
v}755
20.38
1187.65
O.OO22O
0.90
1185.82
1188 20
54200
20.16
1179.12
0.00220
0.90
1177.31
.
1179.67
35605
19.30
1167.49
0.00220
0.90
1165.70
1168 04
3591O
37410
18.91
1163.28
0.00220
0.90
1161.51
. 1163 83
1854
1141.95
0.00220
0.90
1140.20
. 1142.50
41000
17.98
1133.66
0.00015
5.00
1131.44
113421
42600
17.25
1132.76
0.00015
500
1130.57
113331
rsoo
16.81
1130.69
0.00015
5.00
1128.54
1131.24
50150
15.04
1129.30
0.00015
5.00
112726
1129 85
55-00
12.07
1127.46
000015
5.00
1125.64
1127.91
64000
1081
1124.27
0.00015
1.25
112191
1124.72
73200
8.16
1119.77
0.00015
1.25
111747
112022
80300
5.43
1116.87
0.00012
1.25
1115.02
111732
89650
3.47
1114.57
0.00012
1.00
1113.00
1114.87
97650
1.61
1112.78
0.00012
1.50
1111.67
1113.03
Table 3-20: Schedule of Right Main Canal Flow Measurement Structures
Flow Measurement
I Chainagc
Row (mV■)
FSL
Canal Slope
Bed Width
W
DBL
BTL
50
51.67
1238.99
0.00012
6.50
1235.10
123969
Note Flow measurement is also provided downstream of cross regulators. SecTablr 3-19
I
1
’-<,E n<‘crinx (2)
14-May-M
75at Miautn tffTjtrr (*“ H*rp
Stir Srr^j^t Dr*U Pw\f
Table 3-21: Schedule of Right Main Canal Drop Structure*
Drop Structure*
Churugc
Rov(mVa)
Drop
Height (m)
Upstream
FSL
Cuul
Slope
Bed Width (m)
DBL
btl
31350
2103
10
1228 94
00022
0.90
122709
31420
21.03
10
1226.78
0.0022
0.90
1224.94
122949
1227.33
31675
21.03
10
122422
00022
0.90
122238
31770
21.03
10
1222.01
00022
0.90
1220.17 1
1224.77
1222.56
31860
21.03
10
1219.82
0.0022
0.90
1217.97
122037
12050
21.03
20
1217.40
00022
0.90
1215.55
1217.95
32150
21.03
10
1215.18
0.0022
0.90
1213.33
121573
32340
21.03
10
121276
0.0022
0.90
1210.91
121331
32380
21.03
20
121067
0.0022
0.90
1208.82
121122
32450
2103
10
1208.52
0.0022
0.90
1206.67
1209.07
32550
21.03
20
120630
0.0022
0.90
1204 45
1206.85
32650
21.03
2.0
1204.08
0.0022
0.90
120223
1204.63
3F5O
2103
10
1201.86
0.0022
0.90
120001
1202 41
33000
21.03
2.0
119931
0.0022
0.90
119746
1199.86
33250
21.03
10
1196.76
0.0022
0.90
1194 91
119731
33380
21.03
10
1194 47
0.0022
0.90
119262
1195.02
33450
21.03
2.0
119232
00022
0.90
1190.47
1192.8"
33550
2103
10
1190.10
0.0022
0.90
I 1188.25
1190.65
35800
2038
10
1186.00
0.0022
0.90
118418
118655
33900
20 38
10
1183.78
0.0022
0.90
118196
1184.33
J4000 2038
10
1181 56
0.0022
0.90
1179.74
1182.11
,
--------------- 1 
U325---- 20.16
1.0
117730
0.0022
0.90
1P5.49
1177.85
——I-
f 35300
20.16
10
117416
0.0022
0.90
1P234
1P4.71
35400
20.16
10
1171.94
0.0022
090
117012
I 1172.49
35W
2016
10
1169.72
0.0022
0.90
1167 90
117037
1165 74
0.0022
0.90
1163.96
116629
35700
19.30
20
1161.94
vinTS
1891
10
116139
0.0022
0.90
115962
—2^—i-
V.1Q1 i
115922
0.0022
0.90
1157.45
1159.77,
18.91
20
1A*W) 1
1891
20
1157.11
0.0022
0.90
115534
r 115766
0.0022
0.90
< 1153.01
115533
VklSO
18.91
20
1154.78
1 115057
1152.89
36550
1891
2.0
115234
O.0022
l) 90 
:
id nt
1149.90
0.0022
0.90
1148 13
1150.45 _
36975
,' 37100
37275
j-’yiq
J’900
1147,41
114513
1142.75
114000
IJJ7M
1135.08
0,0022
0,0022
0.0022
0.0022
000221
0.0022
114564
114336
1140.98
113825
1135 59
1155.55
i
114"%
1145.68
11453Q
114055 
(
1137.89
1155.65
14-May-l'
’6
UH F4 SR04A Eepnctring (2)v*'"
Scht»«ute of Right Main Canal Major Drainage Crowing*
I overled Siphon
Bed
Width
Valley
Valley
Depth
Width I (To BTL)
i? 07
95
7J£
5.U
5.05 3.00
FSL
11T68
123637
1234.28
1127.17
1125.85
1121-97
1120.95 2119.14
1118 07
1116.17
1115.50
Canal
Slope
0.00012
0.00012
0.00012
0.00015
0.00015
0.00015
0.00015
o.ot 015
0,00(115
0.00012 0.00012
H1378 1 _aO(XH2_j
/ Aqueduct
Proposed Structure
Aqueduct
Inverted Siphon Aqueduct Inverted Siphon Aqueduct Inverted Siphon Aqueduct Inverted Siphon Aqueduct InvcrTed Nphon Aqueduct Inverted Siphon Aqueduct Inverted Siphon Aqueduct Inverted Siphon Aqueduct Inverted Siphon Aqueduct Inverted Siphon Aqueduct Inverted >iphon Aqueduct
tal MA Schedule <>! nigni
------------- ----------------------------------------------- _
Escapes
Canal Flow
DBL
BTL
| Uuinjgt xirwi
FSL
Canal Slope
Bed Width w______
51.45
1237.68
0.0001
6.50
123379
1238.38
16H*1
48.99
1234.28
0.0001
6.50
1230.48
1234 98
■------------ '■---------------
1127.62
55750
1107
1127.17
0.0002
1.25
1124.70
65950
10.57
1121.97
0.0002
125
1119.63
1122.42
75150
7.97
1119.14
0.0002
1.25
1117.06
1119.59
83750
5.12
1116.17
0.0001
1.00
111431
1116.62
lablc 3-24: Schedule of Right Main Canal o
a Lancing nese
rvoirs
Balancing Reservoir
Jiinagt
Balancing
Reservoir
Flow (m'/i)
FSL
Canal Slope
Bed Width (m)
DBL
BTL
_ H150
RBBR1
21.03
1232.09
0.00015
6.00
1229.70
1232.64
RBBR2
17.25
1132.76
0.00015
5.00
1130.57
1133 31
Wl50
RBBR3
15.04
1129.30
0.00015
5.00
112736
JI 29.85
I JJXX)
0.00015
1.25
1121.91
1124'2
___ RBBR4
10.81
1124.27
14-May 11
n
‘ nP erring
77fJewfcrtAfii
A&wnp ua*^ e I-^t
Lrrnfm Silt irr^twn a/ Dnmgp Prwnr
J.66 R/^V Ata< Cimai IS/xbunkmrfr/. £s*MMirt jW Coj/ ErtWrft
Quanaoe* for the Right Bink Main canal channel works have been calculated using the proposed section design, canal profile and the terrain cross slope. J Tic quantities have been
calculated using an Excel spreadsheet which calculates the quantities ar 20m intervals based n
• 
The original ground profile
• 
The hydraulic design
• 
llie cross slope
• 
The estimate rock depth
• 
Ilic proposed section type
Fill quannties were excluded for canal sections in fill where the bed is more than 4m above the centre-line ground level becausr aqueducts or tnvenrd siphons would be appropriate for these
tociDcns.
ExcavuDoo quantities did not allow for a canal side access track or berm along the canal in deej cur f>4.5 m) sections which would be advised to enable canal access, inspection and maintenance and possibly also be required for pnsm stability-
The quantities and costs of the main components arc given in Table 3-25 and Table 3-26.
Extensive ruck excavation is anticipated over large portions of the canal resulting in approximately 25% of the cosl
Table 3-25: Main Cana! Channel Costs
Description
Site clearance and remiJvaJ of top soil io a max. depth of 1 IS cm
Excavation in ail type of soil racept rock and disposal for haul dis tamer withut 5COjn
1 Excavation in rock us mg explosives and disposal for haul i durance up to 500m
1 Fill wnh selected marenaJ from excavation, including [compacEiDn
Fill with selected ma renal from borrow pit* within 500m, 
Unit
Quantity
Rare
U-TB
Atnouni
(ETB)
r.
-
m’
J,489,29t!
l,4»9 29C
T
mJ
622.77? 1 33
r
| 20,551,476
r
m1
1,047, (F3
1 212 ) 221,970.476
m’
43! 129
r
321
13,802.528
J n
2-
25.-
M
1 including compaction
m’
2,987,576
<52 |
185.229,712
21j*
J Provide and place C 10 Iran concrete
m’
6881
1.01B
TOOJfrl
ji.r
1 100mm thick concrete lining over geotextile and 
| impcrrneable membranE
| 75mm duck concrete lining over genrextile and
1 impermea hie mem brane
L —---------------------------------------------------- — 
Note Unit rates hi ted on exchaflgr rate 1 USS - lilTl F6 7 (TJecember 2Dl(Jj
I Tl1 I
1.001.91J 310
310.593340
1 n
'
|
4739926/
| 252|
I ] 9.446,1251
Total Cost i 873,792,337] 1
35.5",.
Ji™
O0.P*'
t B M SRoiA Engineering ,2}
14-May >1.
oflTatrr &F^
Canal Slntcturt!QuantilUi and Cott Vahmatt
JP
Petard de»ig«. drawings, quantities and costs were prepared for a range of represent
RUlrl canal structures for both main canals including:
. Cross regulators at RMC CH 31 + 150; RMC CH 64+000, RMC CH 89*650; LMC CH 41+830
• Head regulators at RMC CH 31 + 120; RMC CH 73+250; RMC CH 80+250; RMC CH 89+550; LMC Cl I 25+960. LMC CH+41+820
• Plow measurement flumes at RMC CH 31 + 150; RMC CH 64+000. RMC CH 89*650 LMC CH 41+830
• Inverted siphon-aqueducts at RMC CH 57+700. RMC CH 59 + 600. RMC 86+500; LMC CH 41+850
• Aqueduct at LMC CH 41+850
• Drop structures at RMC CH 32+340; RMC 37+275; RMC 38+200
• Balancing reservoirs at RMC CH 31+150; LMC CH 86+010
These accurate quantities and costs for the selected structures allowed a best-fit relationship to be determined for between structure “sizc/chaiactenstic’’ (usually flow and another characteristic such as drop height or structure length) and its cost which was applied to determine the costs of all other structures in the same category
For example, a curve relating discharge to cost was adopted for the main canal cross regulators which fir the cost discharge relationship for those structures for which designs, quantities and costs were determined. Details are given in Annex G
Table 3-26: Right Main Canal Overall Coats
Structure
Quantity
Cost (ETB M)
%
.Main canal channel works (length excluding structures)
95.3km
873.8
613%
1 SC Head Regulators
84 No.
4.6
03%
1 Cross Regulators
_ ....
17 No.
19.8
1.4%
Measurement Humes
18 No.
3.1
0.2%
Drops
38 No.
193
1.4%
Siphon-Aqueducts
11 No.
457.7
32.1%
Aqueducts
1 No
10.9
0.8%
Balancing Reservoirs
4 No.
26.0
1.8%
Escapes
6 No.
0.5
0.0%
Minor Culverts
61 No.
6.2
0.4* •
J’ool badges
50 No.
3.0
02%
Jotal
1,425
100.0%
< Init ra[„ b.ued on exchange rate 1 USS = ETB 16 7 December 2010)
IT* total cost for the right main canal and associated structures is about ETB 1,425 million (’bout USS 85.3 million), equivalent to USS 2,70? /ha of the Upper Beles net imgable area of 51.509 ha.
***•' ■ ngmcc-n,
’9
1+May-11Ab^-rp m* U 4f<r cu k*rp
.X-i uu.f Pnr*<r rr»*f
J. 7 Left Bank Mm CahoJ
/ rj GwAd^puw*/
The left train canal alignment starts at the proposed dam site at the northern end of die piojc area and runs dong the left wdc of the Beks valley. 'live principal design objective is to command as much land as possible on the Work Medfl plain. This cause* the canal further upstream |o run on the left Fide of the Ikies valley above the potentially irrigated land.
A key- factor in die canal alignment selection is whether die canal cuts across a saddle with an elevation of about 1335m at 2434001% I273100N and about 50km along the canal from the dnervion ww Cutting across this saddle will involve up rock excavation. the extent depending on the canal elevation* but llus shortens the length of the canal by about 20ltm compared with traversing around die hilly area to the west of the saddle. Ilic nvo alternative alignments arr shown on 1'igure 345
It is considered preferable to mule the canal through the saddle, even if rock excavation is invoked* because parts of the alternative alignment w ould be traversing steep slopes on rhe sides of ndges However, Lhe shorter alignment of the main canal docs result in an increase length of Branch Canal 1 bui llus is considered an acceptable penalty because the branch is a much smaller canal to be constructed on lower and less steeply sloping land than the main canal and will consrquendy be less expensive in order for the canal to pass over I his saddle the proposed elevation al the of [hr canal is + l 355maBl A lower starting elevation would
(
result m a flatter channel slope with a larger and more costly cross section
1
Ul< l-i SR MA I -fipnctiing /2 ;
14-Mar1 f/fW*
* E*"X>
IW
There are «vcral orher loarioru along the left num canal . provides the opportunity to pass through a saddle (often w h”' zn alternative to passing around a hid Similarly, there u foL
t
ndgc makes an attractive alternative to passing around twoTid^ f
“ CVit’on of the canal
’O'" °f "cavjt;o"J as
' hr°‘*h ’
Construction of short tunnels through some ndges should"^ ” 7 ’ stage as an alternative to routing the canal the canal around nd^s
After identification of the key constraints on the alignment the ,t.r. .. alignment followed the procedure described in Secuon 3 6 1 H °3? ° 61
<ktliW dcs,*n
ik
* dc,aJcd
t»* process for the left
main canal was much more nme consunung because of the more broken JL requiring X
more tmersecnon points. A further factor affecting the detailed alignment w iheLs.onZ whether to cross a valley or go round «. Hie assumption wa, that a crossing would be cost effective if it saved about four rimes its own length of channel
The horizontal alignment of the left main canal is defined by 974 intersection points with corresponding curve radii, fhese data enable the geometric alignment to be accurate!* defined with precise calculation of the canal length and locations of chainage markers, f ailure to correctly calculate the alignment properties, including curve corrections, for canals the lengih of the Boles main canals would results in significant errors in distances \Thife the canal horizontal alignment is based on a minimum bend radius of 50m, there are several locations where the bend radius is lower in order to better fit the terrain. The absolute minimum bend radius is
25m. The intersection point data are included in Annex I. Figure 3-16: Profile along Left Main Canal
n fctnccnn£
H Mav II
81st II afr c* Ewnp
IdrfwpiM Xw jnd Dm# Pnjttf
}. 7.2 Self dun of SkIm 1‘jpf
On hnd with ven shalkw slopes, unlincd regime slope and regime width canals are inevitably
the cheapest option unless seepage losses would otherwise be high, for example due to light textured soils Lined sections also have the advantage of improved sediment transport; more certain channel stability, increased flexibility of operation, reduced routine, though not necessarily periodic, maintenance, and merrased hydraulic certainty.
For canals on sloping ground, lining is usually also justified for the following additional reasons
• For canals on steep (i.e. >8%) cross-slopes, lining reduces land rake (particularly for target canals where berms are required) and cut / fill volumes, and also reduces nsk of failure by providing channel stability; and
• For canals without a cross slope but aligned down a steep slope, lining allows greater flow velocities and reduced channel section sizc_
Thc cross slopes on the left main canal ire summarised m Table 3-27 and shown on Figure 347 Around 5% of the lettmam canal is on land with cross slopes of less than 3% while 72% of the canal length is on land with cross slopes greater than 8° o. Overall. the cross slopes on the left num canal tend to be significantly steeper than for the right main canal In general, the steeper cross slopes occur tn the secnon of the canal upstream of the Abat Beks river crossing
Table 3-27: Distribution of Cross-Slope^ Along Left Main Cana)
Cross-slopes
Lengih (tn)
Percentage (%)
x < 1%
170
0.1%
l%< X < 3%
6160
4.7%
3%< x <r/«
30230
219*/.
8%< a <20%
42640
313%
20%< x <50%
41780
31.7%
50%< x
10980
83%
Figurr S47 : Variation in Cross Slope along Left Main Canal
180
160
140
* 120
1 100
s
- 80
* 60
40
20
0
0 20000 40000 60000 80000 j00000 120000 140000 Canal Cham a ge (m)
VB 1*4 SRfM A Ijiplcrnn;! (2)
R2
|4A|iy-11efMhttf**. \Mitn *f Faftr c*-
■ zv^^ '*'*'
>
p ,,'’n'
$W‘
Kft tank num cm.! h., ,o™ l-ngdu m „, „d otht„ , 
„
«.»» r"T»’" * ™”"' ‘“'P* » ««k d^ndmg „ 
>|opi
d
«m to. >" mmqum.mm D«r ■«! »«l M. .nd,.: WOT
" “l
o,»g *« L~d Sm..bd. m.p, „„ *. 
nf
.pp,.^
J.gnmcnt p«s« «Hrough shallow soil.
to Rock
Deep Soil
Shallow Soil
(%)
Rock Depth
(m)
Rock Depth
(m)
0
1.6
0.56
5
1-6
0.56
10
1.6
0.39
20
1.04
0.19
30
0.90
0.15
40
0.80
0.15
50
0.50
0.10
60
0.30
0.10
It is anticipated that extensive rock blasting will be required This leads to two main
uncertainties.
• 
The jointing/fracturing patterns of the rock
• 
The achievable qualiry of the excavated surface leading to uncertainty in the hydraulic
parameters and friction losses Manning’s n for rough rock channels is typically 0 (MO
instead of the adopted value of 0.020 for rectangular lined sections. A substantially
larger section would therefore be required to have the same conveyance properties
While lining is recommended for all the canal length, for the above reasons it is considered particularly advisable to line sections of the canal where excavated in rock. In addition, the proposed rectangular lining will help to retain the slope uphill of the canal.
The proposed section types for use for the left main canal are listed in Table 3-29. These section types were based on the analysis included in Annex C.
Table 3-29: Left Main Canal Section Types
Channel Section Type
Starting Chainage
End Chainage
----- Rectangular
0
51.000
Trapezoidal
51,000
62,860
._____Rectangular
62,860
80,500
L----------- Trapezoidal
80,500
131,940
as areas on land Suitability map with subsenpt d, i.c. soils of limited depth
Hpnccnng (2)
! 4-May-11
83d,^. » few** */“w E*n35
h;h^«w Xd? Irnj^fiiot >«•• DnaMff Pnft^
3.73 Cand/DiKbarja
The man canal discharp: statement w*s prepared using design discharges at the head of secondin' canils of 1.11 l/s/ha for smallholders and 1.181/s/ha for the large scale
commercial/ sugarcane estates This is based on the surface irrigation layout rather than the option with part pressure irrigation for the commercial sugar estates The discharge statement provides a cumulative build-up of losses based on the length and flow in each reach
A conveyance loss coefficient C= 0 0O7m’/s/km for lined canals was assumed and input in the seepage loss equation
CL l Q,+Q
iooor 2
(
})
Where I. is the length of each reach and VQ approximates io the wetted perimeter. For the left main canal the overall conveyance loss amounts to 11.2%.
Table 3-30: Left Main Canal Discharge Statement
Ofhaking
canal
Chainage
m
Reach
length
m
Net irrigated
area
ha
Offtake
Discharge
m’/a
Conveyance
lOM
m’/a
Grots
discharge
m’/a
HcuhrorU
0
40.43
lsc ia
9320 ] 9320 |
36.9
0.04
0.41
40.4.3
LSC IB
9900
580
17.1
0.02
<1.03
V1.97
LSC-1C
10900
1000
14.5
0.02
0,04
3993
LSC. ID
11540
640
21.9
0.02
0.03
39 8”
LSC IE
12360
820
24 0
0.03
0.04
39 82
LSCIF
13600
1240
81.9
009
0.05
39.75
LSC 1G
15525
1925 1
754
008
0.08
39.6!
LSC-1H
16750
1225 1
87.9
0.10
0.05
39.44
LSC 11
17570
820
29.6
0.03
004
39 29
LSC-1J
20370
2800
85.1
0.09
0.12
39 22 
LSC-2A
20R70
500
86.8
0.10
0.02
39.00
15C 2B
21850
980
1941
022
0.04
38.88 
LSC-2C
25960
411(1
644.8
076
0.18
38.62 _
LSC-LA
26440
480
57.6
0.07
0.02
37.68
LSC-4B
31360
4920
49.1
0.06
021
37.60
LSC-4C
34700
3340
2213
0.26
0 14
3733__
LSC AD
36240
1540
116 J
0.14
007
36.92 
LSC-5A
37690
1450
781.4
0.92
0.06
3672
LSC-7A
38480
790
2525
0.30
0.03
35.73_____
LBC1
41820
' 3340
3914.8
462
0.14
3540 
LBC2
62SS0
J 21030
2746.4
324
0.85
30.64
LSC4LA
86000
23150
37.1
0.04
0.87
26.56
LSC-8B
86780
780
95.8
0.11
003
25.65
LSC-8C
8"82O
1040
3336
0 37
0.04
25 52 ____
I5C-8D
90880
| 3060
134.8
0.15
0.11
25.11 __
ISC -9A
91725
845
318.3
035
0.03
24.85 _
LSC9B
91710
5
373,4
0.41
000
24 47 .
LSC 9D
92000
270
20.4
0.02
0.0!
24.05
ISC-10
93950
1950
9693
108
007
24.OL—-
130
95150
1200
89102
10 28
0.04
22.88_____
ISC-12A
96000
850
2396
0.27
0.03
12-56 __
15C-12B
96730
L.
28.4
0.03
002
12;27
I "H P4 SKOlA UnpncmnK (2)
84
|4 UnAhanrnr
Offtake
Discharge
9“40
Reach
len<th
m
850
160
300
.
Net irrigated
area
ha
224
174.0
2281J)
Gross
discharge
m’/a
1222
6^5
19035
45.0 ‘
119000 
[ 12y
5227.5
135 6
125470
128100
128500
128630
131940
6470
2630
400
130
3310
1449 1
884.5
% conveyance loss
j 7 4 (.Mai I hdnvila: DfJtf
The left Main canal hydraulic design follows the criteria set out in Section 3 4.4 and is presented tn Annex E
Average flow velocities range from 1.39 m/s at the head ro 0.88 m/s at the tail The flow is sub-cnncal throughout with Froude numbers varying between 0.23 and 0 68. For the rectangular section of the canal the b/d ratio vanes from 1.94 to 2.34 and for the trapezoidal section the b/d ratio vanes from 0 32 to 1.71.
J 7.5 Surnfftaty of Stnt.1*nf
The proposed left mam canal structures are summarised in Table 3-31. It is assumed that an average of 1 footbndgc per 2km will be provided These will also be suitable for livestock Heavy vehicles will cross the canal at the cross regulators. Numerous small culverts will be required to provide local drainage to areas on the uphill side of the canal One culvert per km is assumed.
Only two balancing reservoirs are proposed for the left main canal due ro the prevalence of steeply sloping ground along much of (he alignment which would make large reservoirs very expensive. The mam balancing reservoir will be constructed where the canal enters (he erk Meda plain and a further reservoir is located near the tail of the canal
nHp<WMAp_
14-May-II
A 1 •'’WnecntiK f2)
85Dewwofi/
Ejttytjji AVi
A/jirj'fti nJ U aitr d*
jflrf Pmrujpr ftw.r
Table 3-31: Summary of Left Mata Canal Structures
Structure Type
Number of Str..-,,
Mow measurement flume
1
Cross regulator with flow measurement flume
«
Offtakes to branch or secondin’ canals
43
Siphon - aqueduct?
22
Drops
3
Escapes
12
Culverts under canal
120 feEiimatrdi
13dancing reservoirs
2
Footbridges
60 (estimated)
Detailed, schedules of the left main canal structures arc provided in Table 3-32 Io Table 3
Table 3-32: Left Main Canal Offtaking Structures
Brancb/Sec undary Canal Head Rcguta I or s
Cbainage
Offtake
Q
offtake
5
Flow (m /*)
FSL
Bed Width
(mj
DBL
9320
LSC-1A
0.04
39,97
135(1.06
7.50
1346.21
9900
LSC-1B
002
39.93
1349.82
7.50
1345.99
I09W
LSC-1C
0.02
39.87
1349 49
7 50
1.345.6”
11540
LSC ID
002
39.82
1349.28
7.50
1345.46
12360
LSC-1E
0.03
39.75
1349.01
7,50
1345.20
13600
LSC IF
0.09
39.61
1348.60
750
1344.80
15525
LSC-1G
0.08
39 44
1347.1X7
7.50
1344.17
16750
15C1H
0 HI
39.29
1346.96
7.50
1343-17
I
17570
LSC-11
0.03
39.22
1346.69
7.50
1342.91
1
20370
LSC-11
0.09
39.00
J 345.76
7.50
1342.00
1
2&07O
LSC-2A
0.10
38. 88
1345-60
7.50
1341.84
i
21850
LSC-2B
0.22
38.G2
1345 27
7.50
1541.54
1
25960
LSC-2C
076
37.68
1343 45
750
1339.-8
l
2644C
LSC-4 A
0.07
37.GO
1343 29
7JO
1339-63
1.
31360
LSC-4B
0.06
37.33
1341.66
7.50
1338.03
L
34”U0
LSC4C
0 26
36 92
1340,08
7.50
1336-47
L
36240
LSG4D
0.14
36.72
133?,24
7.50
1335-65
37690
LSC J A
0.92
3573
133876
7.50
133524
1-1
3&4A0
LSC 7A
030
35,40
1338.50
7.50
1335,00
B
41820
LBC1
4.62
30.64
1337.40
7.50
133426
13
62850
LBC2
3.24
26.56
1327.07
1.00
1324.12
13
86000
LSC BA
004
25.65
1317.33
200
1314.64
13
867 80
lsc -a a
0.11
25 52
1314,86
2.00
1312.18
13
87820
LSC&C
0.37
25.1 J
t314 5|
200
1311 jj_ __
131
90880
LSC Hl3
0.15
24.85
1313.03
2.00
1310.3"
Bl
91725
LSC 9A
0.35
24.47
1312.74
2.00
1310,10
13J
91730
LSC-TO
0.41
24.05
1312.74
2,00
1310.12
J3I
92000
I.SC9D
0 02
24.02
1312.64
2.00
1310.03 _
Dj.
9395(1
LSC 10
1.08
22-88
1311.98
200
1 W 42
* ' _ _ -
131
95150
LBC3
1028
12 56
1311 57
2.00
1309.61
iH
96000
ISC-12A
0_27
12.27
13W.83
200
1308.96 ~|
1311
UBF4 SR04A Hnpnernn^ £2)
14 Ml?-a^Uro!'’1-’^-
MrMn<uZtrrv*VofeV f' ‘'a>r""rrrd&’EE*«r®^,
rrx*X‘
_____ ____________
Canal
T.hk 3-33: Left Main Canal Cross Regulators
-
Cross Regulator
r
Flow
(m’/s)
FSL
Canal
Slope
Bed Width
(™)
DBL
BTL
Flow
Measurement
llflW
30.64
1337.40
0.00033
7.50
1334.25
133’95
Yes
6 "*860
26.56
1327.07
0.00034
1 00
1324.12
132’62
Yes
86010
25.65
131733
o.ooom
2.00
1314.64
131788
Yes
1256
1311.5”
0.00040
200
1309 68
1312.02
Yes
95155
WM5
9.26
1310.02
0.00040
2.00
1308.37
1310.47
Yes
L Vr?6o
2.99
1300.71
u.00040
1.00
1299 46
1301.01
Yes
119010
2.82
1297.31
0.00100
1.00
129633
1297.61
No
128635
0.96
1259.99
0.00100
0.60
I259J2
1260.19
Yes
Tabk 3-34: Left Main Canal How Measurement Structure^
Flow Measurement
Chaioagr
Flow (m’/s)
FSL
Canal Slope
Bed Width (id)
DBL
BTL
50
40.43
1354.98
0.00033
7.50
1351.12
1355.53
Table 3-35: Left Main Canal Drop Structures
Drop Structures
Flow
Quina^
FSL
Canal
Slope
Bed Width
(m)
DBL
BTL
Drop
Height (m)
1272HO
265
12’8.82
0.0040
1.00
1278.14
1279.12
17.0
U9ipO
_ 0.96
1259.12
0.0040
0.60
1258.64
125932
27.0
B0d2fj
0.96
1228.44
0.0OW
060
1227 96
1228.64
14.5
lfeF4SRft*M4>
’ ^pnernng 7}
14-May-ll
8’Fejtfuf
tf'E/hiettii. .\fiiutn ofU^er <>
.\'rJr Imptwi 4nd Drmqp Pnrra
Table 3-36: Left Main Canal Escape Structures
I'Acapcv
Chainagc
Flow
FSL
Canal Slope
Bed Width (m)
DBL
, 7M.
40.43
1354 56
0.0003
7.50
1350 70
BTL
13S5 1|
16270
39 44
1347.72
0.0003
7.50
1343 93
13482?
22190
3862
1345 16
0.0003
7.50
1341.43
1345 71
1 32870
3733
1341.17
0.0003
7.50
1337.53
1341 72
41810
35.40
1337.40
0.0003
7.50
1333.90
1337 95-
56590
30.64
1330 06
0.0003
1.00
132693
.
1330 61
78830
—
26.56
1321.19
0.0003
700
1318.20
1321V
85590
26 56
1317.47
0.0003
2.00
1314.74
1318 02
S8090
251!
1314.42
0.0003
200
131175
.
1314.97
KM890
9.20
1306.88
0.0004
1.00
1305113
130733
L,?749_
9.20
130072
0.00M
1.00
12988-
1301.17
121620
2.82
1294.50
0.0010
100
129352
1294.80
t
Table 3-37: Left Main Canal Inverted Siphons
______________Inverted Siphon / Aqueduct
Chainag
Flow e (nP/i}
FSL
Canal
Slope
Bed Width (m
Propoted Structure
v.n«
W.dth
Valle)’ Depth (To BTL)
730
40.43
1354.5<
C.0O033
7.50
Siphon under spillway)
40
2080
' *143
1353.81
0.00033
7JO
Inverted Siphon Aqueduct
220
25
3000
40.43
1353.C
X;1 0.00033
7.50
L*a°
Inverted Siphon Aqueduct
150
21
40.43
1352 05
0.00033
7.50
Inverted Siphon Aqueduct
150
21
9460
39.97
1350.02
0.00033
7.50
Aqueduct
120
9
f 16280
39 44
1347.72
D.OOO33
7.50
Inverted Siphon Aqueduct
340
32
22200
3862
1345 16
0.00033
7.50
Inverted Siphon Aqueduct
180
18
24400
| 38.62
1344.01
0.00033
750
Aqueduct
100
/
32880
37.33
1341 16
0.00033
7.50
Inverted Siphon Aqueduct
280
29
35790
36.92
133972
0.00033
7.50
Inverted Siphon Aqueduct
110
24
41850
30.64
1336.94
000033
700
Inverted Siphon Aqueduct
680
72
44440 
1 30.64
133524
0.00033
7.00
Inverted Siphon Aqueduct
660
40
46040
30.64
1333 691
0.00033
7.00
Aqueduct
120
48740
30.64
1332.75
0.00033
7.00
Aqueduct
120
13
56600
30.64
1.330 06
0.00034
1.00
Inverted siphon Aqueduct
520
37
[ 78840 '
26 56
1321.19
0.00034
7.00
Inverted Siphon Aqueduct
910
52
80300
26.56
1319.711
0.00034
7.00
Inverted Siphon Aqueduct
200
10
1 88100
25.11
314 421
0.00034
2.00
Inverted Siphon Aqueduct
250
11
104900
920
306.87]
0 00040
1.00
Inverted Siphon 3queJuct
840
37
t
1O73OU T
920 1
305.25]
0.00040
1.00
Inverted Siphon Aqueduct
300
29
, 121630 T
2.82 11
294.49
0.00100
1.00
Invrrted Siphon \queduct
500
28
2.65 |l
283.831
100100
1.00
Inverted Siphon Aqueduct
340
15
UH H SR04A I npncenng
(2)
H8
14-MiyH. Left M» Canal Major Culverts
ln
Major Culvert under Embankment
C»n»l
Slope
0.00033
Bed Width
I™}
DBL
1351.12
BTL Valky Width
1355.53
Valley Depth (To BTL)
0.00033
0.00033
0.00033
0.00033
1350.38
1347.71
1354.79
1352.12
1347" I
1347.71
0.00033
1345.20
1352.12
1352.12
1349.56
0,00033
0.00033
1342.91
1347.24
134291
1347.24
1346.69
[345.16
[343.93
1343.45
0.00033
0,00033
0.00033
1342.91
1341 42
1340 19
1347 24
1345.71
1344 48
O.OOO33
1339.78
1343 29
1343 29 
0.00033
1339.63
1343 84
0.00033
1339.63
1338 50
0 00033
1335.00
134384
1339 05
30.M 1335.88
0.00033
1332.51
1336.43
133524
J33369
1333.61
0,00033
0.00033
1331.8"
1330.33
133579
1334.24
000033
133024
1334 16
133361
1333.61
1332.66
1331.96
000033
000033
0.00033
0.00033
1330.24
1330.24
1329.30
1328.59
1333.21
1332.51
1331.93
0.00034
132880
1331 93
1331.93
J33L93
1331.93
1330.06
0.00034
000034
000034
0.00034
0.00034
1328.80
1328.80
1328.80
133248
1332.48
1328.80
132693
133248
1332.48
1332-48
132902
0.00034
0.00034
0.00034
1325.90
1330.61
1329.57
1329.02
1325.90
13293'
1329 02
J329.O2
1329.02
1325.90
1325.90
1329.57
0.00034
1329 02
1326.62
0.00034
0.00034
1325 90
1325.90
13295"
1329.57
0.00034
1323.63
1329.57
1327.17
1326.62
1326.62
1326.62
1326.62
000034
0.00034
000034
0.00034
1323 63
1323.63
1323.63
1323.63
1327.17
1327.17
1327.17
1327.17
000034
0.00034
0.00034
1323.63
1327.17
1326.62
[32^62
1326,62
0.00034
0.00034
0.00034
1323.63
1323.63
1323.63
1323 63
J323.63
132^17
1327.17
1327.17
1327.17
1327.17
1323 63
1327.17
*326.62
0.00034
0.00034
132363 | B2747
14-May-U
89Mtfyty c^ Lflirjy bMrdpun- Xfjr JmiMCwff Dnaiun* Preprt
C*i*maye
80400
Flow
(n>7s) FSL
26% 1319.71
81900 2656 131920
83000
Mm
85150
87150
2656
26.56
2656
2552
8 ?WJO 2552
-91850
 93200
£371 Hl
97000
97950
99600
24.05
2402
24.02
12 22
11.96
920
131920
131920
131920
1314 B6
1314 86
131274
131254
1312.64
131054
Cuud
Slope
0.00034
0 00034
0.WXI34
0.00034
£00034
£00034
O.OOT34
0.00034
0.00034
000034
0.00040
Major Culvtri under Embunkmenr
Bed Width
(«)-
DBL
btl
7.00
1320,26
2.00
1316.47
1319.75
2.00
3.00
2.00
2.00
1316-47
1316.47
1316 r
B12J8
2,00
131218
1319.75
1319.75
1319.75
131541
1315.41
2r»
131042
1313 29
2.00
200
2,00
1310.03
1310.03
1308 67
1313,W
1313 19
1310.14 O.OUIMO
1310,99
200
130935
■ 0 00041 k
1308.28
1307.50
131059
1309 80
----- - - —---------------- =---- —
__ _
ihllflCMRipeRjroitrnn-n____________ ir
------------‘----------------
Cbaiixtgc ROOlfJ
r 1_!J76O
DalAfllCUl^g
Reservoir
RBBRl
RBBR2
_____
_
Flow
25 65
2,99
FSL
1317.13 —1300.7]
Carnal Slope
ojttxm
C.OOOW
r Btd Width
. w
200
1.00
DBL
1
1314 64 H 1299 46
UH F4 SR(MA Fngmrcnrtj; i.2l
14-May-Qu"”'"" CM
M*' for the Lef’ Bank MiUn canal channcl woAs hlvc bccn calculated using the proposal ^ U*n°nC$ canal profile and the terrain cross slope Further details of the methodology are
seco
00 de5
*P
in Section 3 0
1,
, , The quantities and costs of the left main channel works are presented
6
^Tsb^i-40
Extensive rock excavation is anticipated over large non.
^proximately 30% of the cost. 
Tabic MO: Left Main Canal Channel Costa
° n’ canal resulting in
Description
I___ _
rlronnccanH removal of fop wl to a max depth of 15 cm Exinnon m ill ope of soil except rock and disposal fnrhaul
Jjjancf within 300m______________
• fcoviDOfl tn nxk using explosives and disposaTfbr hid distance
j to 500m_______ ____________
fill nth idecred material from excavation^ including compaction
Amount
nV
m’
L
i
1,685.347
%
0.1%
20.313.896 1.7%
315%'W.939,771
Swith seketed nurenal from borrow pits within 500m. 
'
yd'jdiflg compaction
PrtvxklndpuccC-10 kin concrete ____ _________ _ Pronde md r b <■ stone nu ■ ■•nr> above plinth
ikftnm thick concrete lining over geotextile and impermeable
l.6%l
m’
m‘
m'
4.623,665
623.861
1 19.963,536
62 28^667^
1.018
____901755
645 272.P9.2621
404.102
Preside ind puce Cl 5 concrete _
310
125,271.698
m1
'hr duck concrete lining over geotextile and impermeable
28.215
1.418
40.008.674
'merhoae_______________
m2
292.869J
252
73,802,877 60%
Total Cott
1226,734,074 100.0%
•W Unit rate. tn.ed on ndungt rate I USS = ETB 16 7 (December 2010)
f c ^cnn ,3
K
91
14-Mayll.Uto/H K lTa rr e-hrrp
N4 Irr^rfftM *•■< /W
1
A ’ 7 L^j JftflM Caw/ Jm^iUTTj Qnantitiri and Cost Ejrinraft
IStimatcd quinmra and costs for the main canal structures were calculated using the
methodology described m Section 3.6 7. The costs arr summarised in Table 3-41 j - t j ano trinfc derail* are provided in Annex G
Table Mh Summin of Left Main Canal Overall Coals
Structure
Quantify
Com (ETB M)
•
Mun canal channel u-orks length excluding itruaurW
12&2km
1.226.7
z
s:
Scrondan Canal Heid Regulators
43 No,
2.7
(
Main Canal CrowRcKuiitoo
R No
7.2
c
Main Canal Row Measurement Flumes
9 N o.
0,7
0
Main Canal Drop Structures
3 No
6.3
0
Siphau-Aquedwo
18 No,
1.0012
43
Aqueducts
4 No.
28.0
1.
Bilanang Reservoir*
2 No-
28.7
L
Escapes.
12. No i
1.1
0.1
Minor Cuherti
120 No.
12.1
02
Footbridges
60 No.
3.6
(12
TamJ
2.318
10C.G
Note LToir ratrt hainl cm aehjnge rate I USS " ETB 167 (December 2010)
The total cost for the left main canal and associated sirucinres is abour ETB 2,318 million
(about USS 139 million), equivalent to USJ 4.289 /ha of the net irrigable area of 32.362 ha.
It can be seen that the major cross drainage structures form a major part of the total cost.
P4SKO4A Pngmrcflng (7i
92
14 May 11Pn ”^ Prnt
U
).!'
Branch Canal*
finnt. 6 Cnwl Dtlaih and Corts
There ire 4 proposed brunch canals (3 branches and J , l
ub
lbe Jeft bank (6 branches ,nd 3 sub branches). The br
W "ghr b^ ,
lnd
ands md groups of second^- canals The key data for the bra 
'»* —
Table 3-42. The rota] length of the nght bank branch canals u
*" ,Um^d «
fc ft bank branch camfaB fMJkm. Manr of lhe
c . -oral length of the
lad
difference dong then length ind will requite numerous drop ’ ’U
b,tJntuJ haght
of Branch Canals
Branch
i Length
(m)
Gross
Irrigated
Ares (ha)
Net
Irrigated Area (ha)
No. of
Tertiary
Units
Height Difference Along Canal (m)
RBCI
1,897
3,884
3,599
60
2.4
RBC2
15.478
8.622
7,963
151
113.0
RBC2A
4,331
Included in RBC2 above
30.7
RBCJ
10
1.952
1,752
20
0.3
LBCI
16.073
4263.4
3884.5
95
107.9
ucu
2,108
Included in LBC1 above
406
LBCIB
5,392
Included in LBCI above
35
LBC2
19,068
3023.1
2746.4
67
172.5
LBC3
21.468
10082.4
9240.2
172
192.8
LBC3A
2.155
Included tn LBC3 above
30.1
LBC4
13,609
2493.9
2281.9
43
1645
LBC5
17,112
5779.1
5225.9
103
187.7
LBC6
7.130
1611.7
1449.1
30
1135
Branch canals are dcstgned for 24 hour operatton and use the Similar design parameters as the matn canals The nght bank branch canals arc located on relatively smooth terrain although RBC2 has a drop of over 100m along its length. Trapezoidal concrete lined canals are propose
On the left bank, branches LBC1 and I-BOB pass through terram with significant cross slopes.. It is envisaged that these two canals have rectangular lining The ot
branches are located on less undulating terrain and trapezoidal concrete lining Branch LBC3 drops nearly 200m along >» 21km length The terrain characteristics a envisaged sccuon types arc shown on Table 3-43.
|4-.Majr 11
93LWrtf Rjpidd/ E/fcwyw. Afav/n if M'jftr c*" fc'wrp /irvapu* .Xti JrrtyWMt «rnZ PntM^ Prw*»f
Table M3 : Branch Cnnd Section Type*
Length
(“)
Net
Irrigated
Area (ba)
Flow
("’*/•)
Height DifT
Along
Canal (m)
Average
Long
Slope
Average
CroRg
Slope
Indica tivr
Section Ty^
RBCl
1.897
3,599
4.00
2,4
0.10%
1.60%
RBC2
15.478
7.963
9.40
113
0.70%
RBC1\
4J31
1,057
125
30.7
0.70%
1.40%
Trapo,j| |
dl
Trapezo^j,
RBO
10
1138-4
2.07
0.3
2.70%
3,60%
7 rjpeznJdaT"
Total
2IJ16
13,757
—
1 LBC1
1607 J
3.885
4-62
107.9
0.70%
9.80%
Rwanguiar”’
LBCIA !
2.108
1,399
1.66
+0.6
1 90%
2.90%
TrapezoidaJ
LBC1B
5,392
U97
L66
3.5
040%
21.50%
RcctanFuIjr
LBC2
19.068
2,746
3,24
172.5
0.90%
6,40%
Trapezoidal
IJJ-C3
21 .+68
94+0
10.28
192.8
0.90%
1.50%
LBC3A
2,155
1,513
1.68
30.1
1.40%
2.1014
Trapezoidal Trapezoidal |
LBC4
13,609
2,282
169
164.5
1,20%
L80%
Trapezoidal
. LBC5
17.112
5.226
5 80
187.7
LlOla
2.60%
T rapcrnidil
LBC6
7.130
1,4+9
1.61
1135
1.6014
2.60%
TrapewidaJ
Total
104,115
29,137
Costs of the branch canals arc estimated based on flow, section type and cross slope (for rhe rectangular channel sections) Analysis of the designed lined trapezoidal channels on slightly sloping terrain has indicated that the cost follows the relationship:
Cost (ETB) = 600 • Q-5
where Q is the flow at the head of the canal in m’/s
The cost of the rectangular channels is strongly influenced by rhe cross slopes and the cost per metre has been increased in proportion to the slope The estimated costs for the branch canals arc presented in Table 3 44. These costs arc based on the two mam components, channel cost and drop structure cost, with an allowance of 10% for other costs.
94
UH P4 SKEW A Enjpnwrirtfl (2?
1-LXtai-HCanal Costa
Indies rive
Section
Type
Trapezoidal
Trapezoidal
Trapezoidal
Trapezoidal
Cott
ETB/ m
Channel
Cott ETB
Other Cotts
ETB
Total Cott
ETB
1381
2,619,433
261.043 2,881376
1,862
28,822,292
918
1.096
Rectangular
Trapezoidal
Rectangular
3.417
1.016
3,585
1383
3,977,876
10,965
35,430366
54.92X669
3,690.996
72X066
1,096
4381J02
5344.188
40.600,952
4397,728
1X061
48.192J17
60.986.071
2,141328
289,617 3,185.785
LBC1A
LBClB
19321.786
1,932.1’9
lbcT
Trapezoidal
LBC3
ILBCJA
Trapezoidal
Trapezoidal
24.457,655
41,248.495
7
2 19 .956
t
Trapezoidal
Trapezoidal
Trapezoidal
16355397
26.910359
DropCoeu
ETB
8,08",664
292,786
0
8380,450
^19314
754,840
0
4.865.739
17307,170
526.639
4.334331
10343,450
2,932339
5.845366
272,459
2,068,963
3,’25381
40,490,701
Lrzd taper udal channel cost Based on ETB 850*Q*035 where Q is flow ar head
Lined rectangular channel cost for JBC1: Based on ETB 2000*Q 0.35 where Q < ^ou’ head
7,159,744
194,715389
1.939319 909,906
23320399
21353,965
3X255.734
64301331
X997.054
22,758391
40,979,190
10,008,969
258,726389
A
s
Lined rectangular channel cost for LBC1B Based on ETB 3OOO*Q'XL5 where Q is flow at head Extra cost of recfangular channel reflects construction on cross slopes.
Drop cost: Lined rectangular.
Iancd trapezoidal:
J 9 Secondary Can*J Design
* 9,1 StkdtoHofSfMon Type
12300 H®"
14,730 Q°" H,fl
or flat and gently sloping land, where lining is not justified purely on seepage losses due to
rclativeh heavy clayey sods, unlincd canals are by far rhe cheapest option. However for more
c pl} doping land the increased cost of drop structures for unlincd canals (due to thar more
IP^duil slopes) means that canal lining becomes more viable
fro ® consideration of construction costs, but also recognising the benefits of canal lining such duced seepage losses (marginal for the heavy Bclcs sods), operation flexibility without
3 anu8 > and reduced risk of breaches, the channel selection catena presented in T able
c
W adopted for the Bcles secondary canals:
t nhned trapezoidal canals to be used where slopes are shallow and few, if any drop structures are required (i.e. slopes less than about 0.8%);
•^ed trapezoidal channel to be used where drop structures are required at intervals of 50,15 or (Le. slopes between 0.8% and 3%). Lined channels u-dl enable steeper
c^pes, subject to a maximum Froude number value of about 0 , which reduces the paired number of drops. A typical drop height of 1.2m is assumed. Higher drops may ** Pptopria(c where the slope is locally steeper.
a
14-May-H
4 Wcnug (2)
95f
AbuJ/n y IHrtr c**hwrp
/ i/fwywi Niit Irr^tUM a«d* Dnr«4(f ?rw\T
Ijncd rrciangulir channel to be used where drop structures arc required at
less dun 50m (lc_ slopes greater than 3%). The rectangular section enables the ° mote compact, ind less expensive, drop structures. 
J.92 GkJ i ijJnutSf Deleft
Hydraulic designs Tor the Belts secondary canals arc broadly consistent with criteria grven previously in Section 3 4. and arc based on*
• Manning’s uniform friction flow formulae to determine die discharge for a specified cross section area and longitudinal slope,
• b/d ratio limits for width stability of unhned channrk;
• Velocity limits for bed stability representing canal slope, tractive force. Froude numbe- and sediment transport criteria
Night storage reservoirs ire proposed to enable day time only irrigation. The reservoirs will be located at locations where there is available opera ring head and will lie within 3 km of the tcruanes to be supplied However. up to half the total command area of secondary units may be upstream of the night storage reservoirs and use the incoming canal flows in the day time. If a canal serves both smallholders and the commercial estate, a night storage reservoir will also be provided at the boundary berween the two farm types in order to enable two separate operating units. More details of the proposed night storage reservoir design arc presented in Section 3.2.3
Flow measurement flumes wall be provided at the head of each secondary canal downstream nf night storage reservoirs and also where canal* cross secondary unit boundaries, (which includes boundaries between smallholders and the commercial farm).Flow measurement will usually be undertaken using flumes although drop structures may be used.
Secondary canals will have check structures to command each ternary offtake, Ihr check structures include a culvert io facilitate farm access from a track or road that runs along each secondary canal Drop structures will be provided as nrrdcd (in conjunction with selection of channel type as described in Section 3.9.1 to keep vcloriiits within lhe design limits.
The secondary canal check structures include both gales and spillwars to enable canal operators to quickly achieve full operating conditions in rhe secondary canals each day when flow-, are released from the night storage reservoirs. Ihe basic operating procedure will lie to first open the gates To allow water to flow to the tail of the canal and. oner that is achiev ed, dose the gates as necessary (o impound the waler in each reach up tn the weir crest leveL To reduce the length of the spill wrir sections and the cost of these cross regulator structures on the secondary* cand? ir is proposed that the orifice be designed ro take 100% f the design flow, with about 20° ©
U,C of
o
taken by rhe spill weirs.
rhe Second^ c«al h«d r^lnn
«pabl
h y; and (u) flow ™ ad
(
)us(m„t. r„ lhcn„ Judl 5[ruc(ura cjn u
dischvge b»ed on gar. opening and up!trclm (ao<J rfoUTOUwn fnf
,wU However such duch^ge estate, ire inaccurate .nd specific flow measurement structures ar the had of each ternary arc therefore proposed
96
14 May 11
L'B M SR4M A Fngrrirmng (2). ... . .
/W design flows take into account the night storage reservoir operation and arc ^ondary greats of the required daytime and night time discharges. During the night the
design^ f°
r
_ reservoirs are rwcu.
■ downstream of the last (in case of more than one) night
St °^ server being zero dunng the night,
storage re.
1 flow head losses, minimum head losses are adopted for the hydraulic
Props may be tn
needed.
. Row measurement flumes: 0 10 m
. dc<J 1S pan of these structures where there is more head available than
t
- ii mnlv levels fl*L) along the secondary canals at each tertiary offtake location "'X" J L - » be — „ ® ..I .£
pl
“ *«h «>»<•""“ f“ “"“r' “ MMs m
n . and Civ) and 0.05 m for the ternary canal head regulator. This typically requires randan' canal FSL to be about 0.2-0.4 m above the highest ground level in each tertian-
unit.
!9.4
^XZed
canals on foe nght bank and I49 proposed
can^s
on the left bank. Some of the secondary canals are short canals feeding > srngk ternary bk£
Pk secondary canals are listed m Table 3-45 and Table 3-46 for the right bank and left bank
tespecovdv. lhe majonty of the secondary canals mn down-slope
afew ~ ~
canals The total lengths of the right and left bank secondary canals are 288 km and . respectively.
14 May-11
‘ ©nccmjg fT
n
973Imrrr) UkTr c* J t»np
Nri J^uc»f DnvM^r f^iW
CmuINum
Cuul
Lchgib
t")
Nrr Air*
(M
No of
Ttttiary
Blocks
Total Drop ( )
m
Average
Slope (m]
■ype
RSO2C
650
14
18.9
19%
RSC2D
3,248
240.2
n/i
45.5
1.4%
RSC-2E
Ml
119
n/i
tl.4
2.1%
RSC-3
M6
829.7
n/i
9.6
1.0%
---------
RSC-3A
2.623
271.4
n/a
318
d
1.3%
-------- -^L L^ptTmd.1
RSG3B
R5C-3C
2.037
2 STS
171.1
153 &
n/a
A
263
13%
- * -JticJ jrapexr ndd
luned rrjp-T^j—
RSC-4A
217
38
„ 
n/a
27.4
5.2
1.1%
2.4%
, _ ljneJ ttape/nicbr ’
KSC-iR
501
10,7
n/a
t-i i e Jptz/f ita laj
84
RSC4C
1.7%
404
392
n/a
7.3
I 8%
RSC-4D
1,307
61 8
n/a
41.2
RSC5A
3.2%
<883
335.7
n/«
68.3
RSC 5A 1
1.4%
660
443
o/a
no
33%
RSC-5B
3,197
257
n/a
57 0
RSC6A
l.B%
3 ined
5.185
39A2
n/a
72 2
RSC6A-1
1.4%
652
F .rn c J impcvi
24 8
1
15.0
23%
RSC-6H
2.037
Ijinrd inn<-7m4j|
366.9
7
25.4
RSc :-fiC
12%
606
59.7
1
1 R
RHG1-SC1
0 3%
5595
600
9
562
IjO%
RHC1-SC 2
1 IIIll! rrn.pn«rfj||
,
1,670
710
12
17.9
RBC1-SC-2A
1 1%
linrd irapi .midiJ
3,163
404 4
7
43 B
RBCl SC-2B
1.4%
1,B3?
Lined' rrapejnmdW
2022
3
32.8
1 8%
RBCbSQZC
Lined I'ffipcroidal
799
103 4
2
48
0.6%
RBC1-SC 3
Uriltnetl
2,611
566-3
10
37 1
1.4%
lined tn'K-zimEi!
RBC1-SC -3 A
1,036
1552
3
171
RBCI-SC-3H
1.7%
lined tnnez&dd
2,431
411.1
7
104
0.4%
I Inlrncd
RHCI-SG4
1.861
710,7
11
36 1
! RBCI SC-IA
1.9%
JjTicd Inpr^i^dnl
5,194
442 B
7
3.0
0.1 %
Unlmed
RBCI-SG4B
i?99
267.9
4
19 8
04%
t 'nJirird
RBCI-SC-5
4,014
460.5
9
51.1
1 3%
I jnrrj fraiH-/< Jidal
RBCI SC-5A
4,071
2329
4
444
1 1%
lined irapFH lacEar
RBCI SC-SB
1,905
2276
5
22.8
□%
Lined Traric.1! udaJ
RBCbSCM
3535
428
7
31.0
0-9%
Lifted M-dpeKiwlaJ
RBCI-SC4B
2,151
1238
2
24.7
1.2%
Dried trapsmadbil
RBC2 SC IA
4.273
329.1
6
60.7
1 4%
Tartcd trapeznuid
RBC2-SC IB
2,636
481J
8
23.0
D.9%
IjdcU irapci'CMdd
RBC2-St:*5A
2.403
299.6
6
16.9
0.7%
1 "ruhried
RBC2-SC-2
<466
1.09200
29
3.0
0.1%
1 lidmed
RHC2-SC-2A
<498
3323
6
745
1.7%
lined irape^fidal
RBC2-SC-2H
1,160
149.1
12
604
5.2%
J jned' TErCTiingiil
RBC2-SC2C
1,294
111.9
2
30
0.2%
L'lfiLined
RBC2 SC 2D
3.556
498.2
9
50
0.1%
Lnlinrd
RBC2-SC-3
3,533
489.5
9
31.8
09%
Lintxl trtpcitHcW
RHC2-SC4
5,171
497.4
9
30.9
fl 6<.
Unirnex!
RHC2-ST -5B
3>67
392.9
6
21.0
0 5%
L’nluiwd
RBC2-SC-fiA
1.312
114
2
7!
05%
Untlljrd
RBC2-SC-6B
5.637
677.1
13
283
05%
y n lined
RBC2-SC-7
8,379
9483
14
27.5
03%
OnEtacd
RBC2-SC- 8
2,821
523.2
10
4.0
0 1%
Llnlrcd
RHC2 SC 9
5,129
M3.9
9
37.0
0.7%
1 ?nJnrd
RBC2-SC10
3,321
517.9
tl
3.0
0 1%
IJiilmwl
RfWJLA -SC-1A
2.638
190
4
II 5
0.4%
IJnimrd
RP2A-SC-IB
1.899
413 7
6
2.0
0.1%
Unliacd
RHC-2A-SC2
2,521
4512
9
24.9
1.0%
Ijned mpr/rndaJ^
~RSC 7A
1.539
!?1.7
5
1L7
0.8%
L'nluicd
~R.SC.7H
2.560
4€9
5
103
0.4%
l.nlinrd
WSr 7C ,___________
2.858
323.3
r
5
30 8
1.1%
Jjiied rfMpc/nidaJ j
rB j 4 SR CM A Lnpinccnnjt (2)
98
14-May I 14 ^Apnin
14-Miv-H
n Pncain (J)
R
99k'fdmd Dt****r.
/•/*wrww .Vti /rrgux Pst^r fr**l
tftT^trr c^Eanp
Canal Name
Canal
Length
(»)
Nel Area
(W
No of
Tertiary
Block!
Total
Drop (m)
Average
Slope (m)
Prtdoo“^'«^ .
n
Type
RSC-301)
255
11
1
10
04%
RM 3001
264
403
1
10
08%
Online d
rm*-w
.
RSC W
112
556
1
1 0
0.9%
----- Lined tr i
-
RSC-MX»
1.104
366
1
3.0
03%
L’nlmcd
1.085
130 6
3
280
16%
1 Jn«l
RSC-31
3.541
986.7
18
735
11%
lancd tripc/fj^p
RM .32
3.206
498 8
10
215
0.7’zi
1 Mined
RM.-33
2,622
675.5
14
73.1
18%
Uncd frapr ^i“
/(n<
RM. M
4.695
4397
.—-’-
J
75.4
1.6%
lancd tnpCTfiida]
RSC-35A
4601
3058
834
1 8%
6
1 med trarMvrvidai
RSC-35H
5,136
4469
1 i -
586
1.1%
Lined trapc/nxhJ
Table 3-46: Schedule of Left Bank Secondary Canal*
Canal Name
Canal
Length
(m)
Net Area
(ba)
No of
Tertiary
Bloekr
Total
Drop (m)
Average
Slope (tn)
Predominant Section
Type
1SC1A
778
36.9
2
26 9
3 5%
Lined rccunguUr
ISC IB
441
17.1
1
92
11%
1 jned rropc/owid
LSC-1C
145
14.5
1
5 7
3.9%
! died rcciar.gulor
LSC-1D
527
21.9
1
16.1
3.1%
Lined rectangular
LSC-1L
889
24 0
1
36.9
4 2%
Lined rcctingulir _
usc-ii-
1.178
819
2
586
5.0%
toned rectangular
ISC-1G
939
75.4
3
413
4.4%
Lined rectangular
ISC III
306
87.9
3
336
11.0%
Lined rectangular___
ISC 11
235
296
2
53 4
218%
1 jneef rectanpdar
1SC-1J
672
851
3
59.0
8 8%
J med rrc [angular _
ISC 15
830
86.8
3
587
7.1%
Lined rccungubr_
ISC 2H
2,944
194 1
5
81 6
28%
1SC.-2C
3,495
236 7
8
952
2.7%
] ,in<-J_ trapezoidal Lined trapcr< »dal
LSC-2D
3,583
600
2
57.5
1.6%
Lined trapc/oidaJ___
I SC-3
3124
3481
7
31.9
1.0%
loncd trapes ?d*L _
LSC4A
605
57 6
2
416
6.9%
1 jncdrccong^r _
LSC-4B
244
491
2
613
25.1%
lined rcctin __
LSC-4C
4340
2213
8
1256
29%
l int 1 • M<laJ _
ISC 40
1.588
116.3
3
830
5.2%
lint d rcctangubL —
ISC-5A
4.557
213.1
4
117 8
2 6%
Lined trapc/o«y—
IS< 5H1
708
866
3
23
0.3%
L'nuned__ __ —
ISC 5B2
2J97
218.9
6
29.5
1 2%
J^ncdjrapczoidil^
LS< <
4314
2616
5
42 3
10%
loncd rrapcz<ad?L—
ist 7\
2,1*8
2515
5
880
4-3%
1 Jnedpri ranguUr__
IS< 7B
590
30.3
I
15
04%
Lnbr>cd______
LHC1A-SC IB
2,00)
191
5
234
12%
Lined trapc/j "d^_
LHCIA SC 2C
3 130
260
8
265
0.8%
Loncd rrarcz<*d^L
LHCIA SC 1C
262
63
2
5.2
20%
loncd trapc/Didd — -
LHCIA Si -IB
3312
222
5
465
1.4%
Loncd trape/’jjdd
LHCIA SC-IA
2JO2
11!
2
341
1 5%
l-incd -
LHCIA SC 3A
1 4aa
274
9
17.8
12%
toned trapeT'Md _
IJU 1A-SC 3B
1373
167
2
14 5
6.9%
1 med trapc/p*^
i & i sc-i
4,987
406
12
57.4
12%
loncd ?’
624
167
3
213
3.6%
loncd recung’‘Lir
1 BCI SC-2B_
2,609
197
6
47 4
1 8%
toned traju/<*«W ..
1.514
8!
3
25 8
1 7%
Unvdtnpc «dal
IJ3CIBSC -1A
1.724
57
1
43
25%
toned lrapc*‘
4.879
442
16
57 5
1 2%
loncd trope?ijidd _
LIU IB S< -2
1 B< 1 M 1
LHCI VsC-2A_
1 HOB SC IB _
[J4C1B-SC-3
I HCIK-SC-4
3338
297
5
34 8
1.0%
loncd trajM znidd _
587
1)
43.5
0 B%
j jned iropcvoidaJ
__ 1,758
3
9 9
1) 6%
I ’nlincd
LHC2-SC IA
1,198
169
2
1JIC2M IB
_ 2,711
r: «.
149
1 2*5
lined ’ i|>LV-»»djl
3
37.6
1 4%
_
Lined trope/’’•dd _
j.W 2 M -1C
910
_
30
1
222
2 3%
lined iropcz"»dd _ J
rK P4 SR04A l-Jigmc-cnnf (2)
too
14-Ma* 11JEW M-V "fV^n
Dna'^ Pnfe‘1
^Canal N<mc
Cand
Ixngth
(m)
Net Area
(ha)
No of
Tertiary
Block*
Total
Drop (m)
Average
Slope (m)
Predominant Section
Type
208
151
3
53
28%
laned trapez'wdal
1 B' - •
- ,h< 2 >< - 11
t>:2-sca_—
—“Z. 1 Cf~ J
I R< 2 4
_
1 24* - 22—-—
lJC£j*£2z - — "yjC2-SC6A-------------
LR< 2<* on
 _ LBC2;SC 7 — LBC2-ST L\
—; o/’A cif\R ; H< Z-a*
1.722
80
1
27.2
1.6%
ljncd trapr/i«dal
1.759
203
6
256
1.55.
Lined trapc/nulai
~ 5,8%
588
13
604
1.0%
1 aned trapezoidal
859
97
2
20.1
23%
ljncd traprzawdil
1.690
187
5
368
22%
laned trapczutdaJ
1 |h 24*- <P LBC2SC5D ._
1 158
170
4
256
22%
lined trapezoidal
L0I8
68
2
249
24%
I med fap<v<«daJ
760
46
1
58
0.8%
Unlincd
2.469
297
7
17 3
0.7%
Unlincd
2373
320
10
282
1.2%
1 aned trapczcwdaJ
1.574
120
2
342
22%
Imcd trapezoid
1,492
128
5
355
24%
1 aned trapez- ’vdaJ
1.401
37
1
356
15%
Imcd t rape/ rrnial
|5CjA _______ — ISC-8B
1.156
96
2
21.7
1.9%
t
Imcd trapcMrtdal
I.SC4C
1.SC-81
2,732
2080
334
135
3
31 0
13%
lined trapw’z<miaJ
3.786
318
6
61 8
1.6%
laned trapez* rt<lal
I5C-9A ____
30
20
1
05
1.7%
Imcd trapezoidaJ
|3V“*'______ —_____
5.062
268
5
78 5
1.6%
Imcd mpc/mdil
I.SC-9C t cc i i
,
3,958
3 728
105
2
575
13%
1 aned trapezoidal
639
12
339
0.9%
laned trapezoidal __
~! C/ 1 ? A
-
2.708
240
5
62.7
23%
laned trapezowlal
Laned rectangular
»cr* 1 ■’H
663
28
1
21-7
33%
r cc* 1 X'
294
22
8.0
27%
I aned trapezoidal
LM- 1 LSC12D
t nri <ic il \
1
2,337
219
4
489
21%
ljncd trapezoidal
.
|BC3 S< UH
4 133
299
6
46 6
1.1%
laned trapezoidal
- -
t RCl kC 10A
3 160
182
5
38 4
1.2%
Imcd traprzcadal
Lnhned
..
1RC3 SC 10B
2.706
342
7
168
0.6%
1 840
243
4
128
0.7%
Unlincd
-- IJK3-SC-7
4.343
497
9
208
03%
Unlincd
LBC3SC 8
4.158’
590
9
159
0.4%
UK3-SC IA
3.559
757
13
590
1.7%
LB( ' SC IB
635
127
2
9.1
1.4%
L’nlmrd
laned trapeze vial Lined trapc/otdaJ _
I3C3-SC 1C
745
126
2
10.4
nn i
1.4%
1 4%
lined trapc/uidal
lined trjp<z<«uial
LBC3-SC-2
IJ3C3 SC-3B
5,670
434“
578
418
11
7
416
1.0%
laned trapc/oidaJ
LBC3 SC-3A
175
3
368
1.1%
Imcd trapc/iutiaJ
3.380
I3C3-SC-4
7,031
691
15
50.8
0.7%
Ununro
13C3-SC-SB
4.188
291
6
240
0.6%
LBC3-SC 5C
977
158
3
8.2
0.8%
L8C3-SC SA
2.557
77
1
164
0.6%
LBCJ-SC-6A
1.829
174
4
333
13%
Imcd trapezoidal
LBC3n -■ B
L ruined ________ ljncd tra]*zoKbl
Unlinrd
I aned trapcz* <dal
J-BG3SC 6C
laned trapezoidal
.LBC3-S1.9A
f aned trapezoidal _
_LBC3.SC 9R
laned trapr/(»i>id _
lbo-sc-w:
iga
Lined trapezoidal
1-BC3SC-9
lined trope/<<dal
1-RC3-M 12\
LHC3-SC 12B
1,136
I jned trapc/indal
5,153
3,737
1 med trapczotdal _
1^OSC-12C
I-BUSC-J3
Lncd -tx- .-' 'Cj1 -
4.S96
• B- u s< l A
J3C3.VSCIB
LBOA m 2
_LBC3A7sC3 “
lined trapc/‘«dal
1 ancdjrapez* 'idal____
L'nlmed_________
Unlincd________ _
laned trapezoidal
-£h<XSC1
7,876
4.214
" ljncdtrapa^da!
LBC4-SC-2 '
Lined tnpc/oidal
—
I’nhncd_________
JJKXg I
8,012
2364
L-
14-May 11
1
R
 - Rinecnng (2)
101infra/ Dtwacraftr Rrp»«v af&bafaA Afccrfn a/'ITafrr cw Lenjr IL'AwftJit ,X’*> /rrgy^Bi 4«J PrMMp Pr»ftf
Canal Name
Canal
Lrngtli
(m)
NdAftt
(h«)
No of
Tertiary
Blocks
Total
Drop (n>)
Average
Slope (m)
P>e<hmin. v -(£
mc
Type
IK< SC 4 B
11%
182
4
10.9
or/.
llu:4-SG5
6,169
523
10
59 6
1.0%
. tI"jn- t-d——L ttiton_7*U SLTaJ’*
LSC-1U
200
1%
3
to
0.5%
UM3&M&4
2-234
163
4
57.7
26%
Janet] trirHvotdil
1BCS-SC40H
1,401
142
3
30.7
2.2%
lancd rrapryrjihr^
m.y-si:-iot:
5 3«
r
209
5
81J
1 5%
J -incd Ini n-j i ficlaJ
LBM, 1A
5,166
498
10
99.1
1 8%
lancd trjprni^*
1J4C5-MMH
2.492
174
3
5.0
QJ2%
Unlincd
1J5C5-SC X\
277
77
2
2.2
08%
taned inpc^TdJ “
IJK3-SC-2H
3,259
222
5
688
11%
finedl frapc/t 4dal~
UK3SL-2C
4,885
310
5
70.9
1.5%
1 aned trapes *Jjj
lir.VSC 3 A
3.191
342
7
35.6
1.1%
T jned trJpe?ojdjl ”
IJW3SC 3H
1598
151
4
9.5
0.6%
L’nltncd
LBG5SC-4A
1231
145
3
29.0
1.3%
I jnrd rrapr/rrnlil
LBCS-SC-4B
2^40
306
. 5 
29.8
1.3%
Fined frapr/uidd
i LBO-SC-5
4,693
558
9
693
1,4%
l-incd trapr/nidd
LHC55C-6A
2.152
196
4
446
2.1%
lined irapcrcadal
LHC5-SC-6H
5.087
220
4
52.7
1.0%
lined trapeanidaj
IJICMC-7A
2.897
3436
7
55 7
1.9%
lined mpE/yidil
IJK:5 SC7B
2,2*6
158
3
42.1
1.9%
lined! tiaperiJidal
IBC5-5C8A
1,861
233
5
34 0
1 8%
1 .incd trapezoidal1
IHC5-SC-SH
4.255
118
2
57,t
1-3%
lined tniprauKhl
1BCS-ST 9
V*f
629
13
38 2
1.0%
lined lEBipesu tidd
I-SC-13B
2,327
77
2
83.6
16%
Lined rcTfangulxr
LSC-13C
30
15
1
60.0
200.0* «
lined rcctanguhr
LSC43D
50
30
1
WO
80.0%
lined rectangular
LSC44
5.860
515
10
93.3
1.6%
Ijncd mpc/uidd
lsl-ua
1,604
22
1
52.4
3J%
1'irwd rectangular
LSI. MH
1.6M
27
i
46.0
18%
lined truricznidid_____
1 .SC-15
2^65
321
7
31 5
1.4%
I jnrd trapezoidal______
LHC6 SC-IA
4492
201
5
69.5
1.5%
1
Lined teajwv-'*fal _____
LBCCrSC-2A
2.804
3M
9
33.5
1J%
Lr>cd trape? nailed
LBC6-SC2U
2.000
265
5
25.0
1-3%
lined mpraoidal_______ (
IJ3C6-SC 1R
1,855
95
2
20.7
1.1%
Lined rirapt'Z.twdaJ____
IJBC6-SC-3A
1J6R
95
2
13,7
1.0%
f jrxd rmjXTrxdal _
1-BC6SC-3B
6,246
325
7
103.B
1.7% 1
linn) trapes*4dd
1TW-SC 2H
1 %0
r
87
2
21.4
1.6%
lined OTprrindd _
IJV-ST 1
30
202
5
3.0
T0.0%
lined rectangular
LPW-SC-1A
2,29Ci
11
I
1.5
0.1%
L" a lined_____ _
UTC'-SC-lB
50
11
1
20
4.0%
tuned reeranguLtr _
1JW-SC-1C
627
24
I
179
2,9%
lined rnjpr/gtdjl _
U’W-sc-ib
298
5
I
9,4
32%
Lined rrcnrtgular
IJW-SC-lli
910
100
2
140
15%
tuned frapaiokfal ______ 1
IPW-SC 2A
1,484
232
4
19.8
1.3%
1 inrd traptToid^ _
[ LPW-SC-2T
1.499
266
5
22.5
1.5%
fined iraprjcfidd________
X ft. 5 CLaW F’J*ba*b*fnr Striton, Q*atfitiu dftii Coil Edhntair
Canal bank-top freeboard and rmbinknimts arc broadly in Accordance with the .standards adopted for the project as detailed in drawings STD/11 and STD/14 included in Annex F and as described Scction.3.4. Service roads are tn be provided along selected secondary canals bur mostly there will be an umurfaced access track along the bank top A few of the canals will howrver have greater embankment widths to accommodate a wider access / village fold ChapicrT)
In. general rhe upper parts of the down-slope secondary caoali will comprised either masonry rectangular or concrete trapezoidal section» but the uuials may be unlincd in their flartcr hid sections Mie choice o! section type for each canal is based on ground slope as dps mix’d above-
UH F4 SR04A hngmeenng 0)
102
H May ITff
A br„kdown of the Jongirudmxl slopes dong each secondly canal (mdudmg lhe btanch
. abutted bdow and indues, for the 663 Ion total length of seconds canal,, that lrntng
^uremen-A^^en'nfabkS.47
... ,7- Summary of Secondary Canal Types
Tab'Li’^—-—- — r. _ ~----------------------------------------------------------------------- ------------------------------
r
No berm, are proposed for the unhned sections pronded the discharges are less than I rn’/s Bini top freeboards are typically 0 4 m.
Subject to commanding tertiary offtakes and providing good working head for the night storage reservoirsfto avoid large land take) rhe secondary cands will either be in balanced cut and fill ‘ where the excavated matend is suitable for filling or. where excavated matend « unsuitable for filling, the cands will be predominantly in cut to reduce the quantity of fill required. The matend excavated to form the cand prism in red sods is expected to be placed and compacted to form the adjacent embankments. Excavated black cracking vertisols matend is. hourver not suitable for embankment fill and would be discarded in sped banks, and suitable imported (red dayey-loamy) material used instead.
Stnndary Canal System (htantitus and Cost Estimate
Detailed hydraulic designs and quantity calculations were prepared for selected secondary canals. These, together with corresponding designs prepared for selected canals for rhe Negeso Dam irrigation project, provided a basis for relating canal cost to the channel type and flow. The following parameters were derived:
• Lined trapezoidal channel
• Unlined trapezoidal channel
• luned rectangular channel
Cost (ETB)=1050V5
Cost (ETB)=300V5
Cost (FTB)=1100V5
L’sing the above parameters, the costs of secondary canal
length of each canal, the design flow at the bead and the a
drop structures for each canal has been estimated using the
die maximum design slope for the channel type and an ass
Maximum slope = 0.004
Maximum slope = 0 0004
Maximum slope = 0.005
d sing die c }unnd type. The number of
along each canal, height of 1.2m-
ron dcd for other structures,
Awuce of 10% of channel cost + drop structure cost has en p $ uch as check structures, along each canaL
X «ht storage reservoirs have been costed on the following basis
• No reservoir provided for canals with flows 1
• One reservoir for canals up to 5km long
• Two reservoirs for canals longer than 5km
^rinccnng *2)
103ndew IWw Rif «E'lhnp J. 
<JEiiTr C+ £*T
Eftwspfcffl A'jJf
JMipftt
The cost of a reservoir is related io the canal flow (and hence volume). The following rdiuonship has been derived
Com = ETB 6000+ Q * 880.000
This cost docs not include a geomembranr lining which would increase the cost significant The need for the membrane should be decided depending on site conditions. Two factors would indicate the use of membrane.
• Permeable ground conditions
• The haul distance for suitable fill for embankments The provision of membrane will enable the use of the vertisol dap for embankments thus avoiding hauling in of more suitable material for embankments
The co$r> of the right bank and left bank secondary canals are mmnurml in 1 able 3-4H and presented in detail in Table 3-49 and Table 3-50.
Table 5-48: Summon of Secondary Canals Quantities and Coats
Prefer!
Canal
Length
(“>
Channel
Cmi ETB
No or
Drop*
Drvpi Con
ETB
Other
St nu er ure*
ETB
No o4 NSR
Cofi of NSR
ETB
1 Tout Com
ETB
Ktgki Bank
zsajff?
148.M1.K77
2.«y
34462329
27472472
!05
33J97>684
243,774^
Left Bank
375,474
1^,797390
4,W
49,001,570
29.Rft7.7M
127
1 J 1,872469
3Q74^^_
Table 3-49: Right Bank Second an- Canal Quantities and Costa
CmiJ Nome
CuuJ
Length
<“)
Fknr
(«7»)
Channel
Coit ETB
Noor
Dropa
Drop!
Cwi ETB
Other
StfU-CHifrs
ETB
No
of
NSR
Co*t of
NSR
ETB
Total ETB
RSC 1A
171
0.009
17434
2
0 274JIL
RSC-1A1
4 IS
0.O26
20,987
0
7,528
0
u
0
Cl
2V?Z.
RSC-1.V2
RSG4B
R5C lRl
«SC 1P2
RSC-lC
RSC-IC1
RSC4C2
146
926
2M9
414
609
130
224
0,009
14,803
3
11436
0
0
28,753.
0.024
0.D12
(MH 3
151,940
7
3548 ’
7
0
0
52439
12
36444
10,067
i 7,169
0
0
0
0
207,113
4'V
7T229.
0.052
0.007
41,463
11424
0.003
14,454
4
2
7
31,99]
6,837
5,320 j
;,476
H.395
2.614
18.828
4435
7,021
29,381
1,816
1,977
0
cF
0
0
0
0
RSC-1O
217
O.C06
17.143
4
12,820
0
0
RSC-IC4
724
0.023
114,674
7
35407
0
0
102,835 10.977 _ 7l,T5l 32,960
165401
R5C-ID1
RSC-1D2
RSr ID3
JLSC-ID4
RSr-ll)5
1420
0 05S
334,632
25
172,972
2,996
I5.01R
50.760
0
0
All
355
345
374
0.060
240,861
0
0
0029
<53,637
15
7
99.851
38439
0
0
374,783
~ 117,38_3.,
0 011
Gon
38.152
40.916
6
A
24,01 D
31,787
0
0
0
0
~rs< >2a
1,944
424
650
3,248
Ml
946
0139
761.34ft
34
34,071
10.217
6416
7.270
107,481
J
128.427
RSC 2H
RST-2C
IbSC 2D __________ USC 2J-.
RSC 3
0 024
0.017
72463
87,722
0 283
DO”
1.815.653 04 03?
1OJ52
16,074
2214OT
0
0
b
□
1
255.424
0
-
rSC’-IA
0.979
982,838
1
867.560
6842?
79,07J_
IJIO.^1
] fl 768 J
170,817-
2.6W.7’
143.21®
2.L*O4* |
2,623 0 320 2,037 ] 0.202
1454.596
961,051
15
16
34
ij
6
25
19
313,461
30.153
73,021
306,436
4% vtn
'3054T7“
303,484
198,076
6
186,208
115.013
1 287, M22
1 113,670
2J36j1°
T.JW.jOjJ
i IB F4 SR04A EHpnr«’«ig (2)
1174
14 Ah)M,. ✓&***
« rr*'r *
length
Flow
(«’/•)
Channel
Cost ETB
Drops
Cost ETB
0417
I-VY4
No of
Drops
18
Other Structures
ETB 198.764
15.257
4
11.871
' «»< 13
11 Otf
59.110
6
25,058
91,234
5
3X052
1303 _
4.88'
660__
3,!q~
5.115 _
6$2_
0073
388243
35
12X460
0 396
3,226.953
52
677,130
0.052* 0 yS
165.989
19
56>84
1,848,585
46
548.455
0.470_
0029
3.731.897
54
"43,930
117,113
12
66.139
" 2,O37_ ~ 606_
5.595
"0.433
1,407.328
18
241367
 0.070
48,253
I
9353
0 666
4.794,314
37
571.91£
0788
0449
1.556.670
12
196.082
2.225,131
33
447,819
"0224
911311
26
280.687
0.115
81,206
4
47J56
0629
~2,17.3.607
28
424,623
0.172
451.499
13
128,611
49X653
9
214,249
j3CbSC4_
tfCt4C4A
7SCV9C4B RBT1 SC-5
1PCI5C-5A BC1-SC5B IBCI6C6A
2BC.I SC-6B KBC2-5C 1A WC2-SC IB WQSC-5A WQSC-2
RBQ-SG2A
RBC2-SC-2B
WC2-5C-2C
Jguy-a/
J8Q-SC-J jjjChSC-4
WC2.SC-5H
*?gSC6B UQ-sg? " HQ-SgI'
jjOjc? jSJscfF'
0.456
0.789
1.735,563
29
474.018
0.492
1,092,417
1
24,706
0297
539.699
18
345.909
0511
3,013.304
37
524.093
0 259
2,146.691
30
339,334
0253
1,005.384
16
179,609
0475
X4I3.61B
19
26X706
0137
837,243
17
156.094
0 388
2.795.935
46
595,088
0568
X065.853
14
205320
0 354
428.634
16
335.254
1.289
1.520,871
1
40,003
0.393
X959.657
59
766.086
0.176
535,216
55
298,904
0.132
141,063
2
25.611
0.588
817,948
3
81,060
12>29
51,070
3ft 401
2X227
239JO4
447,583
18,325
164,869
23,042
536,623
175J275
267,295
119,200
51.585
259,823
58 01!
282.761
220 958
446.849
354343
353.740
248,603
118,499
267.632
99334
330,102
229.117
30555$
624>5O
372,574
83.412
66.669 1 359.603 _ 1
0578
2.819.358
20
294,953
311.431
1
0.587
1,188,474
29
78X949
0464
789,910
19
455.9O8_
0.135
144>61
6
77>5_l
0.799
1.511.599
26
818,997
LI 19
2,659,055
24
894,678
0.617
664,966
3
83,069
0.642
1.23X692
35
988.121
0.611
790.577
1
27.549_
0224
374.726
10
166,86J_
0.488
398.043
1
24.622
0.535
1.935.745
16
230,039
0.203
207.819
11
174.486,
0.553
571332
9
235,945
CGI
*C»A
0.381
1.853,512
21
270.081
0.814
3,745,794
33
544^923
0.324
53X656
14
280,944
0.453
615,883
20
474,560
354391
___ 0 272,869
53349
0 386989
0 70,608
699>28 401,018 203509
107,001
559,162
157,599
407362
700,212
55,253
267,685
455,816
233,497 228,320 424,070 126,928 347,737 505,782 317,105
1,139,933 351>8O 160,825
122,197 523,331
514,297
63,650
413,987
124,378 82>10
110,471 549,291
68,479 543,787^ 203,29£ 435586 476.6O3_ 184^93 493.01<r 341,715 721,977 291352 404,953 607.130
0.683
2.521,899
15
233.806-
5v :>b
3,049
X%6
4L
761
n Lnffncenng (2)
0.119
16.683
0
0
_ 0.229
38X409
3XW
7B8>69 2
498,327
88,765
93X239
l,42l,493__ 299,214 888325 327.250 216.636
JI69,066
216>78
2 15X922
32X911_ “ 21X359
429,072 L 1 325.440 436,lj7 275570
L668 41.501
Total ETB 2>59>79
29-n
92,585
135,614
561.773
4,649,083 2H5O1
2,909,613
4.976," 59
201 >76
X2OO.553
80.649
S 973.461
2,627,554
3,341462
_l>14.707 287,548
3,417,215 795J20
3.130.751
1,619.225
1,507.536
4.346.953
X968.125 1.531.811
3 >68.027
1.219.599
4.077.863
3.026.071 1 >86,548
3525,156
4,449 897
1,078360
~355.M^ 1,781,942 3.940.040
X823.M2
X158.132 J35.O5£
3.345J45 5,085.698 1.596.539 3,177 617 1,689.16^
' 961 >20
1.027.317
2,858.965
7!9j2l_ " 1>23.198
2,677.667^ ’"$,441,766
U3O>92 ~ 1,931j74
J.638,405 129333
664,068 14-Majr 11
SRaiAK .Fedtafc" R/t*a£- 9f lirfactj. SLfu/n tflTefrr c- L*r*p
!idhqvn Nsif ITqsxi*« 
Pnw.f
CimINmc
C*iul
Length
(-)
Flow
Channel
Cost ETB
Nu of
Drops
Drop*
Cotl ETB
3,410.070
21
349.175
RSGI2
3J563
0831
Cotidf
NSR
ETB
737.137
RSGI2-1
157
0.008
15,195
1
3.665
RM 12 2
570
0Ml
30.295
2
1X487
RSC-12 3
157
0 008
4.157
0
0
356.314
RMM3
3.032
0.767
25M.S79
22
RMM4A
1544
0.381
1.130,344
14
179,981
RM HH
1278
0286
1,278.443
13
151.973
RM* ISA
3,640
0592
#39,871
3
81,312
rm: 15H
L272
0.21 B
624.027
8
85.578
RM'.-lt
3.667
1338
4 452,993
21
40,586
rm: 17A
4,810
0508
1.027,997
26
65X741
RMM7B
1J62
0.212
160391
6
97,285
Ollier Structure*
KTB 375.925
1,886
21113
1,663 314,489
'l 31,032
143.042
368.473
70 060 406J56
672,295
103070 5.631
681,168
341,299
257,397
526.550
198.1 at
1J 83.026
1 452.616
1 192X89
RSC-I8A
149
0 095
48 J 89
1
8.125
0
HMZ-I8R
2/M2
0 181
9I2J18
27
271.513
rm: ISC
145
0096
49.493
20
80.400
KMZ-18D
1,82#
0.195
841,958
34
350,510
RSC-19A
3.582
0 496
2.649,977
33
46X946
RSC-19H
1,295
0223
642.651
23
247.909
RSC2UA
ISO
0.365
153.954
4
15.104
RSC2UAI
1521
0.12®
270,239
3
37.776
118^73 | 1
12.900 119.84- 30292
«9,&56 95.62-*
123306
1.955
______ 0
165.291
0
442,855
202,569
326.762
118355
RM 20A2
145
0013
4,888
0
0
RM SQA3
548
0 017
21.726
1
4,657
rm:-2or
1.IB3
0285
663229
15
175,234
RMJ-21A
1548
0839
2.4W,9<XI
24
400,301
RSC-2IH
X2B
0 441
1.597.323
20
271.214
RSC-22
3,494
0.698
3,065.260
49
769X55
RSC22A
1,569
0.18A
713>95
10
101,757
22,799
2,4553 <038.2
1.067.9;
+4>
R5i’ 23.5 I
291
0 068
1
0,203
R5C2JA 2
347
0.015
4 3,195
1
4.373
rm: 23A 3
285
O.tllH
11.488
1
4.735
RSC-23B
1.078
0235
548.774
18
197.307
rm: 24
4,145
0.242
611,446
3
51,905
74.608 265372
RM M A
244
0 264
137.959
13
86,577
RM.-24H
3.177
0-277
1.754.765
47
543,688
RSC-25
3.972
0.561
3.122,713
64
934,5%
RSC-26
5X79
0.724
4,806,219
61
969.305
R5C 27A
16
0.127
6.283
□
0
256.877
744,510
4OJJ77
620317
”T7l JU6
0_
0
0
21X849
218,768
218,498
249,505
'409344,
75,7211
118 137
" RM 27Al
536
0035
30.211
6
0
12.084
RSC-27A2
54
0.012
6,443
1
1,405
RSC27B
13
0.043
812
0
0
RSC27C
320
0.042
19,690
0
0
RM27D
92
0 035
16,923
5
12.114
RSC-27E
13
0022
2,098
1
1,001
RSC-27F
1 31
0.057
7.790
0
0
RSCM
5,606
0.704
4.937.581
59
928.066
”rSC-29
IJI5
0.734
1,245.665
6
95,754
RSC-29A
1^78
0 338
841327
34
420,194
RSC 29H
3.757
0396
706,913
13
208 148
rM’ JWA
885
0156
384.8K
29
140,542
586.625
134,142
126 152
398,824
53.340
23
0435
9X*j
0
0
73.919,
651 665
303,533
354,132
14V«
I 24 JW
RSC-30B________ rsc-sog
31
0.070
8.996
1
3,418
RSC-viD
2=A
□ 012
8.453
0
0
rst^jpi
264
0.045
16,792
1
7,472
I—
jpUJw-—
o<Zr* uib'
112
0 062
29315
0
0
0041
66,756
2
14.206
jSCJOff___________
hSi^-W- ____
— 1 104
,
l,Mb‘
3.M1
0-145
433.763
24
224X92
1 MS
3,891.072
61
1.1 II.006
-
65,805
W2l7T
960,809
i4Mjy11
UH 14 SRMA
®Can*1 Lent*1'
2,622
4395
Flow
(tn’/*)
Channel
Coal ETB
No of
Drop*
Dropt
Cott ETB
Other
Structures
ETB
No
of
NSR
Coal of
NSR
ETB
Total ETB
0.554
0.750
715.665
21
550,663
506.531
1
493228
2266,686
2383.945
64
1,028.719
341366
1
665.823
4.419.759
“ 0 488
0339
3.444.012
59
823.065
426,708
1
435.499
5.129 2M
X814.633
68
841.480
365.611
1
432* .430
^04% 44.607
3,798,228 148,841.877
41
X483
57X034 34362,629
437,32
27372372
2
105
55.653 33,197.684
4,866241 243,774.762
ba<cd <*n exchange rate: 1 USS -
-Q. Bank Secondary Canal Quantifies and Costs
Canal
Jxnftb
Channel
Co.t ETB
No of
Drop®
Drop®
Cott
ETB
Other
Structure!
Coil of
Total ETB
OalN**
ETB
I 7X200
23351
isc-LL--
1SC 1* _
63.795
20.235
9j 1383
| | H
11.664
22.940
390.698
298.817
59.775
JSC-1G
ISC-Ill
J38.688
129,508
122.124
43,750
23.465
16.898
256.8(4
106.964
31399
128309
252337
657,520
481,255
258.1 B
185.878
495.206
221,194
45,019
50,459
LSG2A
I5C-1B
105,141
46.856
227.189
283395
77L63<
55X048 2.683.674
j4 - :
1.939.441
1 041,043
X169.588
963)8)4
225,102
290253
I.SC2C
1SC-2I)
131,97’
276,749
131,737
187,121
133302
bCJ_
LSC4A
LSC4B_
ISC4C
ISC4D
173300
64.605
2.333,940
1,261,589
647.1 CM
2,399391
364,783 1,143,241
244.634
30.524
25.173
359,553
101,189
2073H
251.789
0
367,467
236.836
126.766
3.444.578
1.466.322
3.058.439
335.761
276JB8 4.191,919 1 J39.84^
354.263
36,171
4.124,178
LSG5A
ISC 5B1
222,525
1301.585
15G582
LSC.4
67.808
1,279.149
~ 3,410.319
2.522,453
ISC-7A
1,235.691
151.662
284.675
179.440
33.468
997.457
1.820,377
75,007
22,531
237368
324.299
558,713
13327
17X968
J91~499
29,988
227383
9X925
233306
278,892
268.196
18.718
2342,039
65,514
117.042
201.188
10W
204334
275.984
0_ _
1,491.802
2,489,047
115.495
2363^_
3631.805
1,779,906
8.36.776
397,621
234.982
217.753
107,176
JO? .065
8X627
121.262
hW,196
290,522
179,413'
1,40X236
864,518
733.191
3.624.3’I
H6.132
93,077 
_____
554.598 
417,897
427,590^
179.41 r
210.565
1,088308 5.024.457
2 6H7?1
304,703
1320.801
491,472
455329
3,588,333
109.280
415,014
41.398
1 62,905
263.015
27-3.582
65.438
7l'.834
2.119.961 719.815
790.179
572,946
2.012,405
4.334,416
334,776
544,817
914.580
281.889
416.128
229.429
473.341
4)7.746
296,110
58X382
__5.015.152
~2.819.833
5,79X15°
' 398592
 360.578
~IJJ U21
201326
2_2U.441
64.657
J71.079
882306
0.188
0103
~1O1,752 233.936
96,M2
1360.211
_ 114.852
14-Mk-II
n ^ <vnng (2J
n
107l-nirrv,' r>rr*rtf^ RjpaAfc9f Mrn *7r <** E«^p E/Aaf^ri .Vti Mau*#< tfW ni"jr<j|* fW>f
Cu«| Nanx
Cual
Length
(“)
Row
(mVi)
Channel
Cott ETB
No of
Drop*
Drop*
Com
KTIJ
Other
Sirocnirm
h 1B
No
0<
NSR
Coil of
nsr
ctb
Tot»U
uw.>sl-ic
TO)
0.033
187,775
18
103.529
29,130
0
0
LBC2 sc ll)
2»
ai«
89.411
5
49,020
13,843
1
-j - J ZB
153,497
LBC2SG-IK
IJ22
a<»9
538,802
21
166,94’
70,575
0
d
1-HC24SC2
1.759
0225
876.728
19
205.385
108,211
1
204 790
iJ3C2-SC4
5.8%
0653
5*001.461
40
614.179
561.564
2
5MJ5S
LBO^CSA
«S9
0 l«
295.958
17
144.020
43,998
1
100,750
LBC2-SC5B
i.cw
0.206
8OM6O
31
326,144
113.460
1
1 88/i62
-> ——■
1 436:
LBC2SC 5D
vim
0.189
528.182
21
214,096
74,228
1
172.056
.
9Rfl '
LBC2-SC H l
1.018
0075
293.666
21
1SM30
45.190
0
o
497 (
LBQSC^A
760
0.054
5M2O
5
41.052
37.669
0
0
LBOSC6H
2,469
0250
438.492
16
333,796
308,915
1
314.405
—JAM
IJ95.6
UK2-SC-7
V73
0.378
<466,577
20
256,351
172^93
1
338288
I.BC3.SC-3A
1,574
0,142
621.907
-
28
259,653
88,156
1
130.608
1.100*3
t£C2-5C-3B
1,492
0.151
606,041
30
284.188
89,303
I
138.915
U2tJ
1SC&A
1.401
0044
307,376
30
188.683
49,606
0
0
545,6
15CS0B
<156
0113
408,530
17
146.455
55,498
i
105,686
716.1
LSC-0C
3.732
0 394
1.800,878
35
454.998
225,588
i
352,826
2,834,23
LSC-SD
2,080
0.159 1
871.687
24
231,380
110.307
i
146 J 84
1.359,5!
KSC 9 A
3.7W
0375
2,435.143
49
626,761
306.1 W
i
336,211
3.7043C
LSC9D
30
0.024
4.839
0
0
484
0
0
U5C-9B
5 06?
0316
2988.958
61
737.428
372,639
2
2W.29T
4.389,31
I5C-9C
3J2«
0.124
1,377,847
«
399310
177.716
1
115.1)32
2,069.90
1 LSC-11
1.M8
0.754
3.608.748
2D
322,070
393,682
1
669.538
<993.43
LSCI2A
v<*
0.283
1,513.159
53
617,804
213.096
1
255.216
2A99.27
ISC12B
663
0 033
132,564
IB
42392
17.496
6
0
192J5
LSC-13C
294
0.026
49.738
7
37,085
8,682
0
0
95J&
LSC-12D
2J37
0 258
1,247.415
41
463.698
171,111
1
233.410
2,115.63!
LHO-SC-llA
4.133
0.353
<577.694
32
+01.076
297,077
1
316,402
J.593,lfl
IjiOSC-llH
3.160
0-215
1,537.634
27
287371
102,491
1
194,989
2,202,38?
LBCJ-SC-IOA
2,706
044M
515.707
15
335,805
340.605
1
361.133
1,55^,
Jjw3-SC-1 OB
1,840
0287
295t5«
12
226.447
208.813
1
258.331
989,177
J.HC3-SC-7
4J43
0.586
997.770
W
512,760
6U4.2t2
i
522.085
2^36.^J
I.HC3-SC *
4.158
0.6%
1 040.013
14
411.658
580,989
1
618,656
2.65W6
LBC3-SC-IA
3.559
0R93
<531.802
47
800,395
433,228
i
792.069
5.557,578
msr ib
635
0.150
258,111
6
56,691
31.480
i
137.877
484,1«
' IJi( 5-SC -IC
745
0.149
301,628
7
65,967
36.759
i
136,838
541.193
| I.BC5-SC-2
5.670
0.682
4.916,740
61
950,323
586,706
"»
612.195
7^065.965
LBC3-SC-3B
4.347
0493
3^05,591
27
377.970
358 156
i
440,051
IJU_3 SC-3A
3.3BO
0207
<612,746
25
262,572
187,532
i _
107,720
IJR-J SG+
7.031
0.815
1.904,664
48
1,527.436
1,372,840
2
729.554
LUO SCAB
<i«r
0.343
736,233
22
454.310
476.217
1
308,174
LBC3 SC 5C
977
0.186
447,949
4
40,618
45.357
1
170.067
IJJO-SC 5 A
2357
0.091
231,227
IS
17
159.338
156.226
0
0_ ] Jtf 617
4,581,%® 2,250.569
47
“S(534. l '7.974234 701.991.
--------546.791
- 1,455.246
LBO-SC-M 1 BC3 SC-6H
1,829
1.013
0 334
175.616
4
81.458
102.830
1
, ,
~299,B67~
TBCVSCOC
<289
0 173
1,001,002
II
109.072
111,007
1
158,645
ljjO?C-9A
1.702
O.09J
545,636
11
88.862
63,450
0
0
I..1T9JS
(.07.9-14
~T Hf LSC-9ft
832
0,160
349964
19
183.623
53,359
t
147J22, _
974
1X141
392.775
It.
S 50,385
54.316
1
134,800
LxM-J--**- _ -_____
B.W2
0.223
4,394,333
47
506332
490.066
2
200.258
<598^9°^ 678 604
i 7a/’H ‘-12A
1,136
0.129
42V Al
9
80,853
5O.fc_3
1
119.186
I PO SC-12H
1
5.153
3.737
0250
0301
<706,191
2,152.403
45
31
503^10
368.659
320,9 7tJ ~ 252.11x7
■>
23<1+l
270.792
UM _S - TSevscjA—
"JJICSA SCJA
4.596
"*053
□351
0.251
3,58y56
1,080.710
41
13
59 V 38
145.685
417.769
122,639
1
490.933
227.T79
.
“ 5.762,81 - . — 5,0063??
0343
2.253*176
20
248,459
250.162
1
308,174
3.05925^
Ly3A4C-1B,
’ 3.662
■1.1 M
0331
914577
W
775.508
676,034
1
4W.5tO_ _
XB+JA?0.
ins
14-M+r11
UM 4SR<MA I flg>n^ P
in 3mW'
0*"
O"*1
LenClb
Channel
Coat ETB
1.836,898
(.>‘<132
3.298.64 3
5,505.852
386J32
" 56X502
5,088.572
No of
Drop*
SO
65
"" 8,012
■—1364 .
1.15*
0-428
0.297
H ,'i 5
0 I'
Drnpn
Coat
ETB
1,424,648
%02i£
465364
547.845
J26.687
71,478
587.862
Other StruciMfri
ETB
1.VM.618 726.134 376,461 605370 285368
63.698
567,643
Coal of NSR ETB
52X893 495.086 388.939 267.677 194.989
555.083
Total ETB
5.153.438 8.510370
4.636.153
7.O48/XJ7
1366.463
895.666
6J99J60
’ ' 6J 6°
1>2L
0160
(l|9?
0K8
0247
24,036
0
200
2.234
1.028.744
X76X798
4335.222
51X976
254,879
_ 9.614
154,172
85.704
701.607
546.940
553.659
147222
175259
153.453
229.026
18QJ73
1 871.151
yga i% 4.045.371
"3,308
1201.367
529.123
6.619.371
63.873
8,010 647,555
16l.05£
9368
239.898
186.682
0
236,525
750360 105349
28/5*il
684/133
378.718
32X904
4.493.797
196.267
939.708
1370.754
4,04 3.366
L053.953
2,687.076
1,938.830
987,618
314,445
115,420
203.147
27X302
244,293 _1
124.675 1
I
!
338.358
JJBCS-SC-4A
JC5-SC-8B
TSCS-SG9
ISC-158
ISC-13C
IST-IJD
1ST 14
LSG14A
ILSC-15
iiffSsc ia
JJCWIA
A ^SC5h *
Wscu
scip u *sc<
^•SGX~"
LJotal -
4358
10,037
4.652J32
2^5.721
297.019
1.419,618
2.634.169
1,93X167
1.138,948
63X494
466.443
3.939.077
18,463
6.077
107.454
24,421*
.318,341
790,731
443,761
855,250 37.437 196,797,590
2 76.515
98,639
92X10
1.072.901
91.112
22X203
289,211 
649.84'fl
321.267
21X463
117.792
75J2£
1.035323
14,498
0
1,432
80.1507.722
85374
158,154
130.768
200.900
49,001370
114395 164306 482.812 144.931 308,020 254284 13X598 129,91? 199.652 367.469 10X485
10X90
10^25
572,503
36,683
51,922
170383 ________ 328,401
225343 135,141
75.029 M317
497,440 “ 3,2%
30.445
751
18.760 VH 40.391 94.888
57.453
105.616
29.867,754
361J33
153.497
147,636
304.901
551.054
197,453
2M.7J0
363.500
1603M
233,594
121362
620.407
515.052
319353 280.481 _ 384,998 264,852
98.796 98.796 
329.460 281.458
_
'.474
103,680 23X618
0 265.829
31,8723*?
3.00354
589.859
1,404.876
2,11X263 5.861,986 1.791.691 3,622.928 3.160.638 1,618,908
~1.66X703_
X317.431
4,66X563
1.127335
113.18? H237£
h.R1Xj8‘> 403.516
571.145
2,199,265
3.89X893
X863.776 1,751.404 924.HL 695.180
' 5.801.300
106.556
8,260 206.-364
'5,357
547.986
1.276391
_6L282 ~ '1.427.605
367339X82
S, *c ( °«> arc baud on exchange rale. 1 USS = ETB 16.7 (December 2010)
[X\| r
14 Mjv-11
pn <tnng (2j
109J Drwnrfk •/
Jjtapua \i> a»i P^ut* r*w.f
J.J0 Dhrnion Works
i. 10.1 Rj$k Krci Dtrmoit ITrrr
*.’’M rfArr Cw Ewrp
The daemon war for the nght bank num canal is already under construction by the Atnh Design & Supervision Works Enterprise and is not considered further in this report
1 102 Ijft BjwI Pnrrita II Wr / Djm
If a storage dim (see report SR(MB) is constructed it will supply water to the left mam canal If
a storage dam is not constructed because there arc lienor locations for large scale storage on the Bdes river, then a small dam will be required to accommodate the expected fluenuttons between the day and night time flows bom (he hydropower station (the flow will vary in order
io match supply of electricity to the demand' and command the left main canal
The proposed crest level for the small dam is +1 ,360m to provide storage for daily flow fluctuations from the hydropower station plus dead storage for sediment A minimum design water level of 1356m will command the left main canal
’Hie estimated cost of this small dam option is ETB 618 million (IJ$$ 3? million).
3.10.) Exutiit^ U■ fir N tar Pawi
It is proposed that about 1,018 ha of land dose to the Bcles River at the downstream end of the left bink command area be imgated by a contour canal from the existing weir near Pawr (see
l igure 3-19. Hus will both make use of the existing structure and enable the development of this area to be independent of the overall left bank development because rhe alternative source of water for dus area would be from the tail of left branch canal I.BC6 I lowevcr, an intake structure will need to be constructed to feed the canal This should also include a facility for flushing sediment in the vicinity of ihc make.
L H H SRO* * I ngmetting (3
HO
I-I Mm 11p^lDf*** 
, W !tn^9
MwrtH efll Mtr c*- jg<ify^
Aw*/
The canal length from the weir i% about 33km as it follows the v^. 
■.
cos, of 1TB 12Wtn (to .nclude cross-dramage structures) .he cost'f rh^ ’
be E III 39.6 mtliton. 7he canal cost would be mtntnused by not provdtng an adjacent service road because an existtng r<-ad ts nearby 1 he canal cost ts about L SS2 330 / h»
than die per hectare cost of the right main canal
’^tLSSZJJO/ha ufach .slower ** °UCr
ill
14 May 11Wl . itof* 
,fr,u" & E,,v
4
nN-FARM IRRIGATION and drainage works and land §2velopment for surface irrigation
latroduction
*' In this Chapter the design and costs for the on-farm irrigation and drainage works are described mduding ternary and field irrigation canals and field, ternary and collector drains land development comprising levelling and bund formation to form terraces for other basin or nnrnw tmganon. as well as land smoothing for plain land, is also desenbed and costs estimated
7erfl»n *nd Field Irrigation Canal Layout Options and Design
Standard layouts have been prepared for selected tertiary units and these layouts were used to determine the typical lengths of ternary and field canals and the required number of structures, particularly drop structures. The key differences between these layouts are explained in Section 2 9 The following land development options were assumed”:
• Option 1: Commercial furrow irrigation of slopes<3% with lay-flat tubing for about 2,950 ha (23.3% of the gross irrigable area of 12,658 ha);
• Option 2: Smallholder furrow irrigation on <3% slopes with open channels would be adopted over a smallholder farm area of about 1,830 hi (14.5%);
• Option 3: Furrow irrigation on terraced 3-8% slopes with open channels would be adopted over the remainder of the commercial sugar estate area, about 1.05" ha (8.4%)
• Option 4 Basin irrigation on terraced 3-8% slopes with open channels over a mostly smallholder farm area of about 5,700 ha (45.1%); and
• Option 8: Basin irrigation on terraced 8-12% slopes with open channels over a mostly smallholder farm area of about 1,11" ha (8.8%).
The quantities and costs for each of these development options are listed below: Table 4-1: Tertiary and Field Canal Quantities and Costs (per IQOha)
Quantities (lOOha)
Coati ETB (lOOha)
-----
1
Option
Canal
Length
Lay-flat
tubing
Length
Pipe
Lengih
Division
Boxes
Canal
Drops
Canal and
Tubing
Costs
Division,
Riser Boxes
& VaKes
Canal
Drops
Total
Cost
US8/
ba
J Option 1
J 'ption 2
Jjpnon 3
( ‘pQon 4
5.618
4.706
8
12
848.034
141.176
11.765
599
6,029 I2^3O
9.122
8
82
193,552
78,431
41.176
188
19
595
151.860
189.189
297,297
382
16
438
145.660
162.162
218.919
315
L2pt<m8
2.885
—
0
15
472
133.0901 153.846
236.014
313
C,k ulatjon of the overall quantities and costs for tertian- and field canals was undertaken by tombinmg the quantities and costs given in Table 4-1 with the I.UTs and slope categones for Cldl $eco°d*ry unit. The resulting overall costs are summonsed in Table 4-3 and I able 4-3 and
details of quantities and cost are provided in Tabic 4-5 and 1 able 4-5.
11 Se.
'’ 4
9 J c - D
• “• Report D5SR01B January 2011
14 Mar 11
113I Prwwntftr
qf Erfyta. Afrairfn */ iHtfrf c* Hanj)
fiWnpf*ni NrJr L^n^xSe* J’tJ Pn*«-£* Prwftf
1
Table 4-2 ; Sum m.in of Tertiary and Field Canal Costs for Rii
SDA
Total Com (ETB)
Area (ha)
Coit/ha (ETBl
LA
47/06/60
7,870
5.991
BE
61,394,102
6,853
8.959
1B\V
62,111,443
6.966
8,916
IBS
10,907,481
1,410
7.733
in
34.038.072
8.400
4.123
Total / Average
216,257,857
31.509
6,863
The average cost of !tniin and 6dd canals is ETB 6 863/ha (US$411/ha).
:
?
Table 4-3 : Tertiary and Field Canal Qu antitica and Costs for Right Bank Area
SDA
Item
Unit
Qty ’
Com^T^I
Tertian ? field Clfuh
m 492,877 12/22 509
Lay flat tubing
m 140,631 20,110,480
TA
Ternary / field canal division boxes
No, -52 9,391,102
Ferdin / field canal drops
Nd.
10,768
5,559,668
Ternary flow measurement flumes
No. 41 123,000
Total
47,206/66
Teroan / field canals
m
400,417 7/41,833
Lay-flat tubing
m 286. r 5 40,923,0*
IB E
Tenixn / field canal dfiduoo hoars
Nd, 610
Tertian- / field anal drops
No.
i Ternary flaw mcas urerment flumes
No.
4,838
14
9,910,757
42,000
Total
61,394.102
Ternary / field canals
m
Lay-flat tubing
m
427,821 ”,955^' _
283/80 40,580j4j_
Tertian / field canal divhiuci boxes
No.
640
|(I.187,575_
IB -W
Tertiary / field and drops
No.
5.940
T^riarv flow measurement flumes
No.
21
3.324721. 63,000___ ,
Total
62411-**!-
Tertiary / field canals
m
107.971
Lay flat ruhing
m
IB S
Trrtiirv / field canal division boxes
Nd.
Ternary / field Canal drops
No.
33/52
182
4,035
1,8M,77B <7M,97’_
2/6IJ23. 1 2.058,907 I
Ternary flow measuremmi flumri
No
9
Total
Tertian / field canal*
m 562/28
— — ---------------------------- ------------------ -— ■-
Tertun' / field anal division boxes No.
Ijic-flat rjhuw
m0
974______
HI
Tertii n / field canal d/opj
No.
20,985
Ternary flew measurrmenr flumes
No.
42 
Total
Total Right Bank Area
2
10,907.48l_
0 _
9/36/10 _
j 0,492,451
-i
16^57,8jZJ
UH |'4 aSRMA IXnginrewig (7)
114
I4-MJV fTf**"1"*^** pn^
,1
■ g..mm*rv of Tertian and Field Canal Com.. fo Left B»nk
f
Total Coat (ETB)
Area
Cott/ha US*
20,853.488
2,909
18,882.004
14,983,076
2.138
1,746
23307,482
91,046,333
2,746
13.984
20.512,715
10,314,819
3,639,192
5361
429
529
514
_________ 506
_________ 390
229
________ 251
________ 214
203,439,109
The average cost of tertiary and field canals is ETB 6,286/ha (USJ376/ha)
376
Table 4-5: Tertian and Field Canal Quantitici and Costa for Left Bank Area
SDA
Item
Unit
Qty
Coit (ETB)
Tertian' / field canal*
m
220.109
3.911.793
Lav-flat tubing
m
60367
8.661.137
Tertian- ! field canal division boxes
No.
359
4,394.612
KA
Tertiary / field canal drops
No.
7.470
3,810,946
Tertiary flow measurement flumes
No.
25
75.000
Total
20,853,488
Tertian' / field canals
m
130.763
2,455,979
lav-flat tubing
m
84.731
12,116,493
Tertian / field canal division boxes
No.
201
3,136.914
KBW-I
Tertian / field canal drops
No.
2.067
1.139.618
Tertian flow measurement flumes
No.
11
33,000
Total
18,882,004
Tertian- / field canals
m
113371
2,057,753
Lav*flat tubing
m
62.915
8,996.901
KBW-2
Tertian- / field canal division boxes
No.
178
2.616/781
Tertian- / field canal drop*
No.
2,436
1,296.441
Tertian’ flow measurement flumes
No.
5
15,000
Total
14,983,076
Tertian / field canals
m
174,628
3.255.438
Lay-flat tubing
m
94,755
13.549.947
1 I'W-3
1 ertian / field canal division boxes
No.
286
4,122,808
Tertian’ / field canal drops
No.
4,226
2J3U89
Tertian flow measurement flumes
No.
16
48.000
Total
23,207,482
Tertian’ / field canals
tn
841.442
20268,672
Lav-flat cubing
m
313.838
44.878.786
K’C-N
Tertian’ / field canal division boxes
No.
1,297
17.159.036
Tertian' / field canal drops
No.
16395
8,589.839
flow measurement flumes
No.
50
150.000
91,046433
Tertian- / field canals
tn
358.204
9.474.068
five's ^2
^y-flat tubing
m
o I
0
n ff»iccnng qj
14-May-11
115l-oirui R/f.M.«
Xi*
»i I>n«t^r Prw.f
Tertian / 6dd cinil division Ixw* Tertian / field anal dn>p*________ Tertiary flo^’ measurement flume* Total_________________________ Tertian’ !held canals_______
Lay flat tubing________________
y y^
V-W - ■
Tertian’ / Geld anal division boxes
*
Ternary / Geld anal dmps
| Tertian flow measurement fumes
TtouI
Ternary j Geld canals______
Lay-fill tubing_______________ Tertian / Geld anal division boxes
—- —--------------------------------------
t Ternary / Geld anal dr ps Tenur flow measurement flumes
f Toul
Total Left Bank
4J
Land Development
3
W Land Smoothing / Gradrkg
Land development has two components Smoothing and terracing. I and up to 3° c slope will lie graded to provide uniform slopes of about 0.5% in the direction of the furrows. Earthmoving quinones will be those required to smooth out any micro-relief and a quantiry of 500 m /ha is assumed. 1-and steeper than 3% will require bench terracing
4.3.2 Terrj.Tffg
Where surface irrigation is proposed there will be terracing for suitable irngibic land for slopes from 3 12% (brown-red loamy day’s) and from 3-8% (vertisols). About 12,210 ha (17% of the total imgable axea; requires terracing compnsing 5,539 ha of smallholder farms and 6,6~2hi of the commercial area.
Table 4-6: Ten icing requirem etna
Jutafha) I % I
1
__ Description
Smallholder (LUT I)
1 12
Red soils with > 3% dope
2,607
37%
1 ’•* - Vertisols wnh with > 3% slope
2,931
42%
3r, 4r, 5r
3v, 4v
LJ
Sub-texaJ
5339
7.9%
Commercial etuie (WT 2)
Hr - Red sods unh > 3% slope
1,458
1 -4[ Vemsds sods with > slope
Sub-lout
5.214
6,672
21%
7.4%
9.5%
3r. 4r. 5r
3v,4v
f— 1 
Tool
12^10
17 0%
Note ImpHr Atta «'*0.451 ha
(JB 1-4 SWOIA Enpncenng (7/
116
14 Mar11.XU^tfn a/Uatrr e- EHfT^f
"** ' V* W‘ DnMV P’*M
Terracing of the slopes Wl result tn some (short) term Jos, i„ _
f
extensive soil erosion if they are not maintained. This n,k „„ , 
' )l and P‘M« » nsk of
following: ° W eX1cnl ^ihgatcd by the
.Adopting an upper slope limit for terracing of (vernjols) and 12% (ted loamy
day*);
Construction of stable terraces bunds with relatively shallower back-slope for vertisols than for red loamy-days (i-e. 1 V:2H for vertisols and 1VL0.5H for loamy days); provision of an on-farm drainage system for safe removal of surplus water;
Provision of an end-bund to terraces to present uncontrolled flow from the terraces; Removal of any stones from the fields and placement at the toes of terraces to increase terrace stability; and
Construction of terraces as part of the project, and before irrigation water is supplied Dirtin* only irrigation with nighJ,t‘ s6"tor‘ sage torage res rerevoi serrvoi s isr ps irsop prosopedosed to farther mitigate against
. wu«« 
Ultn
over-irrigation and washout of terraces. Vertisols arc very vulnerable to erosion as shown in Figure 4-1.
Figure 4-1- Eroded Gully in Vertisol Soils
Narrow terraces will reduce efficiency of field operations and the terrace widths ptopo not less than 10 m. The proposed terrace widths are shown below, along with th age irrigation method
117
N-Mav-11<ITxrr c L**^r>
v
LiffafitJI A‘*> /“TAJ.twr st J [>Flt9jft /‘Wif
Table 1-7: Suggested terrace width*
Stope (%)
Terrace Width (m)
Suggested to
minimize costs
Adopted for Study
Schemes
Envisaged
Irrigation Method
60-150
100
30-75
60
Furrow irnganon
12-30
6“ 15
3-7.5
40
30
___ 25
23
Contour furrow /
2-5
3-40
Basin irrigation
4 0-80
ai-12.0
___ 15___
2 - 3.0
10 ( min;
| Bistn Trrigauon
Indicative cents for terracing arc tabulated below in Table 4*8. Unit rates. were determined for levelling by grader and bv manual labour. In all cases grader levelling is likely in be cheaper, unih land levelling costs varying from ETB 12,000/ha (USS 720/ha) for Ian J where only
.‘•moothing is required fir < 3% slopes), to ETB 32,000/ha (USS 1.920 for more steeply sloping land (8-12% slopes).
Table 4-8: Grading and Terraeing Unit Coats
■
■ »K<»J
1 Terrace 1 Width 1 (“>)
Cut
/Fill
Terracing
(m’/ha)
Land
Smoothing
(m’/ha)
Unit rate
(ETB/m')
us Log Grad er
for Terrace*
U ni t ira t e
(ETB/m’)
using Grader
for Lind
Smoothing
Total
Cost
(ETB
| /baj
Ton!
Coil (L SI i
1 to) |
0- 0.1%
1-
-
500
24
01-0,15%
1
1 -
*
500
24
a. is - 0.2%
I.
0-2 05%
-
-
-
-
-
500
24
500
24
12.000
7JU
Ll--^
-
500
24
-
1
■
500
...
’1 1
2J‘i
■-7
500
24
JpJU
Fein1'
3 6%
4
15 1
1338
1.27
844
500
16.05
24
J25.S46 .
6 8%
0.35
0.88
875
500
12.04
24
1.^
i 8 12%
»T
0.5
1.25 .
1450
500
J 6.05
24
.CJ/Oif
1.9A.
’f
FirJinipt- rarer [JSJ 1.0 - ETB 16 7
Trnawg and Smoot fang Cort
For the scheme the mud grading / retracing cost is about ETB 939.6 million (US$ 56 2 million),, see Table 4-9, equivalent to US$881 /ba over die net irrigable area of 63.87 j ha.
The actual area to be terraced / smoothed is greater than the net irrigated area because the atra occupied by the slopes around the terraces. For estimating purposes the gross area to be terraced is assumed to he midway between the nel and gross irrigable areas
8 FM SR (MA f'ngin<<nng f2.
118
14-May II
e 4
■
9
2 "
> fi
-- -----------------z»<
Tahir -4-9: (trading ■ nd i rrmchi^; Coit
/ SDA
Net Irrigable Am ♦ Terracing Area fha)
Con ETB
\
0-2V.
1 2-3%
3-6%
6-8%
8-12%
Total
02%
2-3%
M
6.027
1.082
819
74
32
8.034
72.320708
12.985.408
----------- 20 910 330
3-6%
1
1
6-8% \
8-12% \
Total \
1.674.226 I 1.027 616 \
108 918 288
IB E
5.907
591
397
0
9
6.904
70.886.627
-.089,304
10.136.575
0
I
297,003
88.409 508
IB W
5.653
733
690
0
0
7.076
67.841.534
8.792.510
17.629.749
0
0
94 263 793
IBS
720
218
548
13
0
1.500
8.642.029
2.614.061
14.006.143
299,786
0
,.
25.562.019
111
3.319
2,465
2,933
102
8,829
39,832.966
29.584.173
74.936.158 1
2.291.056 ’
299.502
146.943 834
Total Right Bank
21,627
5,089
5,387
189
51
32.343
259.5il.864
61,065,455
137.618,954
4.265,048
1,624.121
,
464.097,442
IVA
1,132
663
1.172 1
94
46
3,106
l3.5Sl.75n
7.950.369
29.929.580
2,116.344
1,485.356
55.063.379
IVBW.Phase I
1.570
380
216
9
0
2,174 1
18.834.202
4.556.409
5.518.719
203.583
0
29,112.914
IVBW-Phase 2
1.138
355
295
0
2
1.791
13.659.137
4.265.772
7,524.346
0
80.08!
25.529.335
1VBW Phase 3
1.920
442
442
8
0
2.812
23.036,779
5.303.698
11.291,977
175.583
0
39,808.038
1VC-N
11.369
1577
1.167
44
31
14.188
136.426.426
18,920.616
29 815.377
989.723
1.001,547
187.153.689
IVC-S
3.052
1.299
1.087
64
8
5.511
36.625.839
15.592.890
27.765.667
1.451,099
262,612
81.698.107
V-N
898
722
850
65
0
2,535
10.781.403
8.664,604
21,706.434
1.454.270
0
42.606.711
V-W
870
61
115
3
10
1.061
10.445,305
735.784
2.947.491
70,581
328.754
14.527.917
1 Total Left Bank
j 21.949
5,499
5,343
287
98
I 33,177
263390.821
65.990,143
136,499.591
6,461.185
3.158,351
475,500,090
Total
1 43,576
10.588
10,731
| 476
149
65,520
522,914,685
127.055,599
274,118,545
10.726,233
4,782,471
939,597,533
|
Total
$56,263,325
Net Irrigable Area
$881
USD Coat
USD Coat per
ha
Net Irrigable
+ Terracing Area
$«S9
I
Gross Irrigable Area
$799
Adopted rale IUS$ “ ETH 16.7 (December 2010)
UH l’4 SR04A I n^nccrwg (2)
119
14-May-llI .W RipHc
Ethuf^n Stk Inyrt" ni Ovi# ZWr
•fV.*' c* £i-r
<4
4.4.1
Teratty tad Field Dttintge Syrian
Kjtwnjj
When thy. infiltration rates of the cracked vertisols ire very rapid until the soil swells
which infiltration is virtually nil Sub-surface drainage is not effective in these soils Jntj ” surface drainage is proposed. 
The non-verasols in the command area, are generally all well or moderately well drained Th main need is to ensure that excess rainfall and lmgation can be led off the land safely surf, ' drainage to existing streams.
The Upper Beles project command area is bisected by riven and streams which provide a natural drainage network Additional (smaller) drainage channels and associated structures are however necessary to: (1) ensure safe removal of excess irrigation / rainfall from the bench terraces to avoid terrace failure and soil erosion; and fu) to prevent water logging, salinity bwid up and associated crop loss in the flatter land
°B>
llic surface drainage system should ensure that surface water from heavy rainfall (1:5 year return period or similar) is removed from the fields within 24 hours for dry foot crops and within 3 days for any nee crop.
4 4.2 I)ruinag System l^ryouf and \omenclatun
(a) layout
The Lpper Belcs command area drainage system comprises field and tertian' drains which drain the tertiary blocks. The tertiary block drainage areas arc typically 10-20° o larger than the net irrigable areas. Field and ternary drains arc essentially similar in size, capacity and design, the difterencc being that tertian' drains are aligned along the boundary of a ternary block while field drains are aligned along the end of furrows / basins within the ternary block.
The ternary and field drains normally feed directly into the minor streams and nvers that bisect
the command area although collector drains are required in some areas where the natural
drainage network is less well defined.
Inlet /outfall structures control flows from one type of drainage channel to another, and from constructed drains into the natural streams/nvers, preventing over-fast run off from fields resulting in downstream drain capacity being exceeded and over topping. Drop structures arc
also required in some drains to prevent excessive flow velocities, erosion and drain pnsm
(b) Nomenclature
The adopted drainage system nomenclature, illustrated below, composes: (i) drainage channel type i c. collector (CD), ternary (TD) or field drain (ID); (h) secondary unit number, and finally (ui) teruary drain number starting from downstream (outfall) and proceeding upstTeam
There are no main drains and few collectors as the drainage systems for each secondary unit
feed directly io the steams/rivers that bisect the command area.
H-Miy-H
l.’B F4 SRO4A Engineering (2)
!20•f *
v
tr
P ^n'
4-2: Drainage System Nomenclature
Fip?— -
0
0
0
0
•
•
0
0
0
0
0
0
0
0
0
0
0
FD6-3
TD5B-1-1
TD6-2-1
T 1062
CD5B-1 f
I
'ID 6-1
River A
•
0
0
0
•
*
V
L_
4 4 J Dutfi Tattr \jntb
Under drainage is ineffective in vertisols and for these soils the drainage system is designed so that surface water is removed. The design (flood) water level tn the tertiary / field drains in the flatter land vertisols should therefore be just 0,2-03 m below natural ground level but may be exceeded for a few hours during storms.
The non-vemsols sods have sufficient depth, mfilnatton and permeability to allow drainage, and leaching if necessarv. As for the vernsob the pnonty would be to remove surface water following rainfall and from excessive irrigation For non-verasols on the flat plain some degree of groundwater table control to maintain water levels below the root zone would advantageous and a des>gn water level in the ternary / field drains of 0.5-0.6 m below natural ground level would be recommended For the non-vertisols found on the well-drained (terraced) slopes, the design (flood) waler level in tertiary / field drains need only - below natural ground level This ‘freeboard” is provided to guard against drainage chann
over-topping rather than to draw down the water cable.
water levels in the Collector drains are dependent on the waler les els required ternary / field drains where they join.
•Mimmuxn design head losses at drain junctions are 0.05 m.
n Wnccnng
14-May 11
121FdrnJ Dr^nrt.'
tfElbtfu, Mimjfry dfW'at/r & E*ip
h/Awpuw NJr Imbues aidDnaittf Pr^rrt
4.4.4 Drama? Mtdnbti and Deitfi Ducbarpr
rtc design discharge is the product of the diunagc modulus ind the drwuge irei. The
drunige *iea is the gross or total land area upstream of the point considered l or the small tertian and (kid drains a constant section / design discharge is usually adopted 1 fowtver f0I
larger collector and main drains the design discharge increases along the drain
Two different approaches to calculate the drainage modulus Q/s/ha) arc given in
/ water resource supplementary report
• Drainage modulus for sloping land (slopes > about 1%)
• Drainage modulus for flat land (slopes < about 0.5%)
As the on-farm drainage channel* arc to drain either the flat land, or the terraced slopes the flat land method applies
The flat land approach is relatively simple, and the drainage modulus is the design storm divided by the evacuation umc. The adopted evacuation time is 24 hours for dry-foot crops (3 days would be adopted for paddy ncc) The proposed design storm is the 24-hour with a return period of 5 years, assumed to fall on wet / saturated land so that all the storm rainfall needs to be drained off within 24 hours, hot the Belcs command area the design storm rainfall depth is M mm This gives a drainage modulus of 9.7 1/s/ha.
This calculated modulus applies to drainage catchment areas up to 5<>0 ha in size For larger areas the following area reduction factors should be applied
Table 4-10: Area Reduction Factors
Nr | Area (ha)
Reduction Factor
t
Eras than SOU
1.0
2
500-1,000
0 90 - 0.95
3
1.000-1300
0.75-0.90
4
1300-2,500
0.65-085
5
2,500 - 5.000
0.60 - 0.80
6
5,000- 10,000
055-0.75
7
More than 10,000
0.50-0.70
fcmrw SunoJmral (
fur Rural
m ihc’l ropo & Subtr.^m*. Fhctvt
122
H-Mit it
CH F< Engfoer'mg &(a) Introduction
_ and fieM dnunS W n°' ,ndjv,duall>'
Mth" ^^dard dramage channel lections
Tcf V tfd for discharges up fo about 1 m’/s (ie. draintng an area of about 100 ha), larger
drains are tndivsdually designed, but there are feu- of these in Upper Belcs where most
drains dx5char?c
lntD streams and rivers.
. tertian and field drainage channel sections are therefore prepared for
3
M
 • Design flows up to 1 0 m'/s in 0.2 - 0.3 m /s increments;
for various longitudinal slopes, but such that maximum permissible velocity and /or tractne force is not exceeded;
• For accepted / recommended maximum water (lc full supply) levels in the drain, Le.
(t) 0.2 0 3 m depth lo FLS from average ground level for the vertisols on the flat land; and (u) 0.5 0.6 m for non-vertisols in plain (flat) areas (if any). For the natural draining terraces profile drainage is not required but it is suggested that drain design water levels arc kept about 0.2-0.3 m below terrace land levels for all soil types to safeguard against overtopping and terTacc erosion.
(b) Approach
Two parameters which need careful consideration for hydraulic design arc the longitudinal slope and the bed width/ flow depth (b/d) ratio.
Manning's cquanon is used to determine the required prism cross sectional area for rhe design discharge and longitudinal slope. To the extent possible the adopted longitudinal slope should give Ok maximum permissible flow velocity (calculated using Manning's equation) for the design discharge. In addition to the maximum permissible flow velocity the tractive force should be considered to ensure against erosion. Ikerefore longitudinal slopes will decrease going downstream as design discharge increases
(c) Channel Roughness
^h< channels arc designed for a Manning's n value assuming the channel is established with wtnc wred growth and not freshly dug. A Manning’s n of 0.030 is therefore adopted.
d, Maximum Permissible Velocities and Tractive force
flow velocities to prevent weed growth and dislodge snails and control schistosomiasis * 0Uki ro ab°ut 0.6 m/s. Chow (page 158) suggests 0.75 m/s is appropriate to present
f . This would seem appropriate for a large drain (say 10 m5/s or larger). However J Lne vertisols in which the majority of drains wall be excavated such a high velocity is likely to
C ' particularly for smaller channels.Hfrul Dmiraft. 
Minty 9‘ITjfr^ E^
l-.ftvopwri Sth lrvipO" nd Drw* P^f
The maximum permissible velocity in drains for the design discharge will be d critical boundin’ tractive force (prism stability) considerations using the equation:
Trm. =CpgDS
where:
T«> = Boundary shear stress at channel bottom g = Density, 1000 kg/m3
g = Gravitational acceleration. 9 81 m/s; D = Flow depth, m
S = I lydraubc gradient
C = Correction factor for b/d ratio
C = 0.77 
C = 1.0 for b/d >4
for < 1 b/d<4
2
Due to the nature of the vertisols which are cohesive when wet but hard and non-cohesive when dry the acceptable tractive force varies. If the soils were assumed to be non-cohesive an acceptable tractive force of only 2.4 N/m may be adopted, increasing to 9.6 N/m if cohesive was assumed
For the Lpper Belcs drainage channels a maximum tractive force of 3.0 N/m was adopted lor
2
:
the vertisols and 6 0 N/m- foT non-vemsols. These are rather higher than adopted tor the irrigation channels recognising that the design drainage flows occur irregularly (depending on
the return penod for the design rainfall rvem).
(c) B/D Ratio and Pnsm Side-slopes
Choice of suitable b/d ratio ii important for lateral stabihiy of the prism section An over tight (narrow) section would be prone to development of meanders, while an over wide section will be more conducive to weed growth and tike up more land
Drainage Channels arc usually designed with tighter sections than irrigation canals for the following reasons:
• To reduce land take and minimise the area of weed growth;
• More pronounced variations in water levels arc acceptable than for irrigation canal*.
• Drainage channels are invariably in cut with lower that design discharges occurring f<>r most of the time.
Adopted b/d ratios and prism side slopes are tabulated below.
UB I’* SRtMA Enpno-nng (3
124
14-May H5^*
9
Lt . Mins^ 0fV dtfT&E^
. ii b/d ratio* and side alopes for drainage channel*
* '' ' Side Slope (IV: mH) ~1 r ^'
0.3
'Lo~5o__
5Jp2M_
20-40
11 , Dra>» EmhaohntH: Stcttour
2.0
2.0
Bed width, B/ waler
depth, D
13-22 "
0.3- 12 ‘
L2-25
1.6 -3.0
3.0-5.5
3.6 - 5.0
5.0 - 6.3'
Typical drain cross sections arc shown on the standard drawing mduded m Annex F
(a) F recboard
The design discharge and design water level is based on a rainfall event with a five-war return penod. To ensure that floodwater flowing in a drainage channel will not ovenop the channel section at any point free board should be provided to the drainage channels For drains on cemces the overtopping of drains could result in terrace failure and Joss of soil, and freeboard requirements for drains on terraces arc therefore slightly greater than for non-terraced land
Table 4-12: Drainage Channel Freeboard
Drain type
Freeboard (m)
Non-terraccd land
Terraced land
Tertiary / Field Drain
0.0 0.10
0.2 03
Collector
0.20 - 030
0.40-0 50
.Mam drain
0.30 io 0.5
0.50 to 0.70
For most of a channel’s length the distance to the design water level below the adjacent natural ground level should be at least the freeboard However for short distances provision of bunds >s acceptable to contain drainage flows i lowever, in no case should the design water level in the drain nsc above the narural ground level
W'Ms &Sf*ilEmbankm"tS
earthen embankments along the side of the drainage channels control where flood / both” WatCf C>n CntCI an^ Prcvcnr* bank / prism erosion. These small embankments are on
•ides of the channels for the main and collector drains but only on the upstream side for tcrt *iy / field drains.
Reservation widths are recommended for drains and aic
. d15ta
nces from the cu( (P^
teservanon width allow,
section of the drain to the spoil or (ftlfftd) earthen cm channel pnsm due to errors in
for any partial failure of the prism side slope, for an e 'ckcnon of design parameters, for some meandering Mu and access for machinery for drain cleaning
section adopted w
^ncciiDg (2j
125i ftjrm/ PrwrxHxn. * I
Ed*f*m Xt* and Drvugf Mnt
of V'dttr & linrtp
Adopted dimensions and locations for spoil embankments for internal drains and acccs maintenance arc tabulated below. For more details refer to Standard drawing, STD-fj Drain Cron 5ertionJ Annex F.
t
Table 4-13: Reservation Widths A Spoil Embankments
Drain
Capacity
("’/•)'
Minimum
Reservadon
width (m)
Maximum
spoil
Embankment
Height (m)
Side Slope (or
Spoil
Embankment
(IV: m H)
Upstream
Embankment
Top Width
(m)
Downs cream
Embankment
Top Width
(m)
Spot) Kmbao^^
<1
1 J
1 (nun 0.5)
1.0
13
A$ required
1-10
4
l.5(min 0.5)
1.5
min 3
1
( ,nc 'nkoT^
fu *ual}y upiTjta side to gtuCc mflnw3 of Borh sides of drmru
>10
1 _________
4
1.5(mm0.5)
13-2.0
rrun \
I
Both tides of drains
4.4 X S fan durd Dimtiutonj for Ttrfiary and Fit id Dnxnj
Tertiary and field drains arc not individually designed, rather standard drainage channel sections are adopted for discharges up to about 1 m'/s (i.e_ draining an area of about 1 (XI ha). Dimensions for typical tertian- and field drains arc given in Tabic 4 14, and also shown on the standard drawings in Annex F.
4.4.9 Dntnaff Syjftm Sfmtfitnj
(a) Types of Structures
Drainage system structures for Upper Heirs include
• Drainage Channel Juncuons (including outfalls to streams / rivers) and Water Inlets;
and
• Drops structures
Detailed design indudes consideration of the following:
• Hydraulic design head losses and discharge characteristics
• Stability sliding, overturning, percolation A uplift, scour, foundation pressure
• Structural design.
(b) I lead loss
Minimum head losses of 0.05 m were adopted tor the drainage structures, including culvert drainage inlets
(c) Drainage Channel Junctions
Junctions between the larger drainage channeli will usually incorporate an access road cross** # to case inspection and maintenance. Head losses may be accommodated at the junctions, with additional drops as required.
1
Al a junction a culvert is normally provided to cam the access road runrung along the side of the larger dram over the smaller drain, rhe differences in bed and water levels are separated bi the culvert, wd any energy dissipation required is contained within the structure
126
IJH p4 SRCMA l-npnc^K <*>
14 May 11.\bwjfn a/ITa/fr & P
<-wnp>
/-***« »"< Onuoatf Pnr. t
■,V0* ‘
stindaP^’
n $ are prepared for two head loss conditions. Culvert Drainage Junction (head loss >0.25m); and
* CTD-M: Pipe cukcn Drainflgc Junction
loss < 02m)«
e of the larger drain “ ‘"creased across ,he function by the discharge of the smaller JlS J dKtefore the necessary cross section is increased Tlus may be arranged by smooth
JX^tcbed) transition sections.
(d) Drops
Prop helghis of 0.6 m were used for collector drains and 04 ;„
drainage quantities for sample design areas (SU 5 & SU 6) ’ secondary units on the basis of die same quantities per he based on the mdicatrve alignments of the whole draZjeT^'
be simple stone np-rap structures
ind ten,"y drains J he
‘°
Wefe
5(Cm )rain ^OP* are a««.— •
T' are assumed toF'rJrnt, Dswfevjftt RfpiMu After trj tfVFtfH O’Exrrji Ef^o^M NiJr JrngahM Pneeap Prwrrr
Table 4-14: Standard Tertiary and Field Drain Section!
Red tott* land <1%
Area (ha)
Drain Type
Max Velocity (m/i)
Max Tractive Force
Max Water Depth (m)
OGL-FSL(m)
Mln depth of bed below OGL (m)
Bed width (m)
<5
*•0 05
Field
0 00030 0 00250
0 42
4 34
0 37
0.5
0 87
0.5
5 20
0.05 0 2
Field
0 00030
0 00100
042
3 74
0.62
0.5
1.12
06
20-50
0 2-0.5
Tertiary
000030
000100
0.52
4 93
0 80
05
1 30
10
50-75
0 5-0 73
Tertiary
0 00030
0 00100
0 57
5 37
084
0-5
1 34
1.5
| 75-100
75-100
Tertiary
0 00030
0 00100
061
6.04
095
05
1.45
16
Verthohor i land <3%
Area (ha)
Q (m*/s)
Drain Type
Slone Between
Max Velocity (m/i)
Max Tractive Force
Max Water Depth (™)
OGL-FSL (m)
Min depth of bed below OGL (m)
Bed width (m)
<5
<0 05
Field
□ 00030 000150
0 35
2 97
0 37
0.2
0.57
05
5 20
0 05-0 2
Field
0 00030 0 00070
0 37
2 85
0 62
02
0 82
06
20 50
0 2-0.5
TefT»ary
0 00030
0 00060
042
3 OS
0 70
02
090
1.4
50 73
05 0 75
Tertiary
0.00030
0 00050
0 44
306
080
02
1 00
1.7
75 100
75 100
Tertiary
0.00030
000043
0 45
3 03
0 88
0.2
1 08
1.9
Area (ha)
Red Sclh on Tfrrxfd Lind (1 12%)
<0 05
Q(m’/s)
Drain Type
Slope 8
etween
Max Velocity
W»)
Max Tractive
Force
<5
Max Water Depth
(tn)
Freeboard (m)
Min Channel Depth (m)
Field
Bed width (m)
000030
0 00250
5-20
20-So
50-75
75 100
0 42
4 34
0 05 0.2
0 2-0 5
0 5-0 75
75-100
0 37
0.2
Field
Tertiary
Tertiary
Tertiary
0 57
0 00030
0 00030
0 00030
0 00030
000100
0 00100
0 00100
0 00100
05
0 42
0 52
0.57
0.61
3 74
4 93
5 37
604
0 62
_______ 0 80_______
084
0 95
02
02
02
02
0 82
__________ 1.00___________
104
1 15
.
06
1.0
1.5
1.6
Vertladt on Terraced Lind (3-8Hj
Area (ha)
<5
5-20
20 50
SO-7 5
75-100
Q(m7i)
<0.05
0 05-0 2
0 2-0,5
05-0.75
75 100
Drain Type
Field
Ftelo
Tertiary
Tettary 1
Tertiary
Slope Between
0 00030 Q OQiso
0 00030 000070
0 00030 0 00060
Max Tractive
Force
Max Water Depth ----------- L™)
Freeboard (m) Mln Channel Depth (m) Bed width (m)
0 000JO
0 00050
0 000TO k 0 0004 A y
Max Velocity
(rn/s)
____ 035
0
Oj
0,5
ft
pressure irrigation
Option ^ssun lrr^,edAreM
,ure Knginon ha5 bccn dcMg"cd “ 
° P“°n SUrfacc ‘rn?ari,’n ’Peaficdv in the
commereul >ug« estate area. There are two ,«« selected for pressure irrigated area, P 'e7n each tides of Beles River These sites are described below. Layouts are shown on Figure
PfW,trr Arra
1 I |lc Kight Bank Pressure irrigated area is located down in predominantly wide .and open I)cicbay plains currently identified as stage development area IB E.
This area is about 6,693 hectares net and situated to the south and south west of I cntlika where m cxlensive/largc scale commercial farm has been proposed The area is lightly populated but jus sncral dispersed small settlements on the higher ground next to the Pawe to Fcndika road uiih the associated smallholder cultivation There is also a private estate and along both sides of the I endika to Pawe road a few kilometres south cast of Fcndika. The Net irrigable are for IB- E is less than that of the surface irrigation option due to the fact that area immediately downstream of the balancing reservoir is lost due to the pressure not being built up sufficiently for pressure irrigation. To apply effective irrigation on such types of area*, pressure
irrigation/sprinkler has been selected which is to be supplied using a gravity pipework system fed from a pressure take off the right side main canal at level 1230m just south east of Fcndika
In general, for suitability of areas for Pressure Irrigation in Upper Beks Irrigation and Drainage Project, sections of land some, if not all, of the following criteria were taken into account for
the area to be considered suitable.
(i) All or most of the area to be at elevations that would allow’ the w ater pressure sufficient to run sprinklers or centre pivots to be generated by gravity from the mam canal
c -‘ Sections that arc designated as commercial farming areas where large scale pressure ungation could be successfully managed assuming that large scale commercial farming enterprises would be able to adequately manage the operation and maintenance of
'pnnkler irrigation equipment or possibly centre pivot irrigators
Generally areas that had existing smallholder development established were avoided
pressure irrigated area is 8,016 hectares net and is proposed for stage development area
. h 15 ,oca’ed i» the middle of the left bank command area where the topography of
is undulating and identified suitable areas for irrigation also shows fragmented It is Ptoposcd for commercial large scale farm to be irrigated either by surface or pressure
Un ^tV> system
.
/ m aepending on economic return of these systems.
n
iVBtyT
^ en iUWi'’>ded in to three development phases which arc identified as
-
‘ . IVBW-2, and JVBVU 3
^^S1,On ,ndKa'rd ,hai
(spankta)
wouW ** unhWy'* ldOP,fd " ngh'
? . 
** LOns*dcrcd for left bank, ic development < >pnon 2C (refer 1 able 1 1}
'"'’"""nR (2)
i-uMm n
129Fair fl Pf/w.raft, K/fwiZn Miuum tf'Faitr & ksrr^i Nf/r Irrnpftffi awl l>n»«^r FvotrJ
V4 SWXA Vmi
\3U
|4 Mt* I IM
GW V< SVUK* VTO&E’"O
.
' 1Z^^^ ""^ ^
n
p ta
sJ
f/-'
Len
Conveyance *nd Pressure Irrigation
n *hf bank rTi,rnga,ed “C“ SUPPlicd WUh
** “PPCd fr°m ihnang '
*«« bv granty
W fcd b>-Mn* (for the left bank lnd
f
p)pf for .he nght bank tanks) rapped from corresponding main canals Piu avoid, lny pumping
CO*1
There is a single supply trunk mam designed for area IB-F. which then supply t0 two pressure zones PZ1 and l’z2throuKh rwo suPPh maIn5- whereas development stage IVBAV is delivered through two separate supply canals (JVBW-1 and IVBW-2 by one supply canal and IVBW-3 by separate supply canal) ” descnbcd undcr sccuon5.1.1.
Supply options and selected supply route for each of these command areas are described in subsequent Deedons
fc 8™* PfTnttrT Affa
This farm is intended to be supplied by a pipe tapped from the right side main canal at
W0 0N. 1279563E. ’this pipe then delivers to the balancing storage tank located at an elevation of 1230m just south of lenchka town as indicated in pressure irrigation infrastructure favour map for ArcalBE.
7
H/
0/W*w to Left Rant Pfwsurt Arta
For the pressure lavoul for IVBAV phases 1 and 2 it was necessary to convex' the water to a central location where the water will be stored in a balancing reservoir at 1310m at location 1274100N, 239700E which will enable both phases to be commanded by pressure irrigation.
From inspection of the topography two different conveyance options to the balancing reservoir were identified. 'ITiis study had examined the cost of these two options and recommends the most cost effective one as seen in Table 5-1.
(a) ()ptoons
Option 1 has a pressure pipeline coming off the main canal at 1335m winch conveys the water duough a valley into a balancing reservoir at an elevation of 1326m. It (hen goes into a contour canal io the central balancing reservoir This pipeline also needs a large cross drainage structure
tired at 244986X. 1276419E.
fiprion 2 has a contour canal going all the way to the central balancing reservoir which comes °fithc main canal further downstream at 1332m. The canal has two tnapr valleys which it has
° cross which require cross drainage structures. This option means that the main canal has i^bth more flow for the section of canal between the two options as option offtake is
n'tream of option 1. In addition, there is a possibility of introducing a syphon cro sing 0Ugh 125°m wide, 48m lugh hill protruded to south direction, which reduces die supph
’bout n-m length.
Hpncvnng nj
I4-M3V-1I
133Mnt/
•>.' h/Ai^W- Ahawrn' •flT./rr tu hw/jp
Erho^J/t NrJr aid Dnif^e Pryfj
(b) Results
Costs were calculated for both options determined on die length and discharge of rhe canals/pipelines The results are shown in Table 5 1 below.
5-fc Cost Comparison for Iv Options to IVB-W Pressure Zi
Conveyance Options Length (m)
Cott (JS$
Options
Area (Ha)
Q0/»)
Pipe
Canal
Total
Pipe
Canal
Total
< )pnon 1
7.287
6,413
3.532
5301
9.033
5,077.671
2. W 1.542
8.OS9.2I3
(iption 2
7J»7
6,415
11,100
11,100
6,016.200
6.016.2%
___________
drue^
L^-gsj
Table 5-2: Nel Pressure Areas by Supply Canal/Pipe
S/N
Development
Slip-.
Pretture
Zones
Net Area
(Ha)
Supply Canal/Pipe
Name
Length (m)
Rematfc
1
u
1
IBE
PZ1
4,307
SPMI
III?’>4
1 Plllc
2
PZ2
2,386
SPM2
3 T58
u-
Subtotal
6,693
14,152
3
IVB-W
nw i
2.599
LB-SP.M3
5.501 * TAI
Not idee ted
4
IVBW-2
2.035
LB SPMI
11.001) j
< lanal
5
1VBW 3
3.381
LB-SPM2
11,969
Canal
Subtotal
8,016
—------------- —t
Total
ZL
---------------
22,969 .
14,709
1
□
The third phase development area of this farm is supplied bv a 12 km long separate supply canal tapped at 1326 m elevation on I.BNfC at 242938N. 126’58OE coordinate and runs along contour This canal then deliver* flow to another central balancing storage reservoir located at 236830N, 126389OE at elevation 1280 m.
Ihe plan of these supply canal/pipe options arc shown on the above figures (dwgs nrs UB/HS/1£N<t/2O/32-33) Profiles arc shown on figure 5-4. figure 5-5 and figure 5-6 below
UH I 4 SRO4A f npncvnng -
134
14-Mai JIMfitiffn fiflTaffr e-
DrjfMF Pnftit
Pipe and Cana£Path Profile IVBW-1&2, Option-1
figure
•»*
(pipe
section
.IX
’W
r-
I-
Reservoir Canal section
/ %---- ---- "L
J
______ x
■-
/-j
i
L/
—
•J* -
• MS
a>*-
-i
Ml
Figure 5-5: SupplyCanal Path Profile Co IVBW-l&2JOptioii-2, Selected)
’Ml
— —-----------------
l.
II.
I
Wi.k
• L
------
•
n ^anccnjig '2
14-Miv-n
135/ r^r*A' /
•/1-Jr^u Ahm?n B «rr* r* Hw’p
llifafaj* A'tfrda J ISrwdfff r^F*.-’
(c) Conclusion
Supply option 2 is 75% of the cost of option 1 and l< approximately USS 2 million lest expensive even though it will require two crow drainage structures and will slightly increase d cost of the main canal However these additional costs arc not deemed as significant as the saving, and therefore option 2 was chosen as the conveyance option to the central balancing reservoir.
5_?.4 PrfirliKf Ctfrnprar 5)j7em CairpntJ and Xofw/tilafurr
Suggested sizes for command hydraulic units along with canal and pipeline categories and indicative discharges and areas arc tabulated below.
Table 5-3: Category of Pipebnea _______
Command
Hydraulic
Unh
Category
□f Pipeline
Trunk
Main
Supply
Main A:
Branch
Mun
lndicaciv
c
Diacbarg
e («*/■)
5.0 - 50
O&M Insttiurion
1.5 - 5.0
Indicative
Area
(hi)
5.000 -
30.000
1,000-
5.000
Svst rm WlJA / I ar
Medium Commcrcid
Farm
Main Unit
Secondary
Unit______
Ternary
Unit
Quaternar
y Units
4 1/1 pci
btefal
0.5 l/s
SOtJ 600 I l armcr Irrigator g10’1?
Field
Units
Sub* main A:
Manifold
lateral
(2-5-3”
diameter
Drag hoses
to
sprinklers
Indicative
Pipeline
Length
O)
As
required
(with
balancing
reservoir
swage)
1,000 -
4.000
Second on’ WUA / Sm Commercial Fum Tertiary \VUA / par! n commercial farm _
pan of cortimcrriaJ farr
Farmers / pur of commercial farm
H-MJ)”11
Ufi F 4 SRO4A r np"crnnp ai
156, pipeline hrouw vc numbered itanmg from .he top pan of die command „„ ln<1 aL-nstrexm The left bank b the left side looking d<rx™Qm Pipehne, Jfe ,huj
w n SPM:
, supp’y “ '
, Branch Mam - BM.
, Sub-Mam - SBM;
. M*rufold-MF^
. lateral - L-
Pressure pipeline layouts for both sites are designed in such a way that it b relatively free from
stepped processes.
• Within the gross command area boundary the net command area is delineated by excluding, for example, steeply sloping land, areas not suited for irrigation as determined from soil surveys. and built up (settlement) areas
Depending on rhe natural topography of the command area, the outfall and main drainage network are first planned with drains following natural drainage alignment, followed by the collector network.
• From a review of topography, the command is divided up into pressure zones and development phases, each commanded by a high point and, typically. bounded by a
i natural) drainage channels.
• Within each pressure zone, the command is divided up into roughly equal hydraulic units where possible, typically 200 ha in area otherwise as big size as the topography and soil suitability allow This hydraulic unit would be supplied by hydrants from the buned pipeline system. This unit is designed to consist of four manageable blocks on cither
sides of the hydrant each being about 25 ha in size.
or the study schemes, drag-hose sonnkler irrigation is the oroposed option for pressure
pipe system layout the following principles were considered:
^ anciQg storage should be provided at bulk supply points to pressure zones pnmahh f SU5111/1ft/balancing flow to the designed pipe systems and secondly to break excess
t P rcssure along the system
137/‘Wrr»’ I
.Uatfp * • *r* cv Ftrp
/.r*»W<uw Xiz /'nfrfOiw astf fSmr
Onfaim layout and access should be rectangular to extent practicable operations. and mechanisation
5J Pipeline Coavrvtnce
°
Pipdmcs arc an ahemattve to canals where there is substantial slope and avoid the
senes of numerous drop structures Pressure valves and other devices arc designed*
flou’i and to bum off any excessive head Intermediate anchor blocks arc also d COntrr^
the nsk of pipes being dragged down (he slope by the friction from the flow. 
l or the study schemes it is envisaged that conveyance of larger flows, where pipelines are proposed. be by GRP pipes, with smaller flows in uPVC or II DP (or aluminium for hand ttx^ lit ends) pipes
lhe relationship between velocity, pipe slope, pipe diameter and pipe roughness is calculated using the Colebrook AX lute formula h
V » -2V(2ttJS) log IJ 7D *
where:
V = velocity (m/s)
D = diameter (tn)
S = hydraubc gradient
ks= effective roughness (m)
g= gravitational acceleration (m/s^ v - kinematic viscosity of fluid (kPa s)
° ’*’*
1
1 auic mauptcu ripe Kougnness, K.
Material
k (mm)
Recommended Maximum Flow Velocity
Steel un coat rd
0.03
----------
GRP
0.06
3.7_____
Aluminum
0.003
_{V2____ -
uPVC (with spigot At socket joints)
006
1.5___
uPVC (chemically cemented joints
003
5
_ J- ---------- —
Precast concrete with smooth internal joints
0.15
25________ J
Chaos (or rhe Hydraulic Design nf channels 2nd pipes. HR Wallingfoed. 1983
IIH F4 SRtMA linpncmng (2)
138
14 Ma?’*IdctJ maximum veloaues for concrete p.pes are sumlar to tho^ for an open concrete
. ( jbout 25
 For GRP pipes the maximum velocity rather higher at about
u
/Tllie generally recommended velocity limit for uPVC pipes is 1 5m/» on account of 3 7 n1'< |crTT) jyk of fatigue caused by pressure transients However, this velocity limit
,he *" ^'
n
llv fetJuces the potential use of uPVC pipes tn the Upper Bcles environment and it t> the vcJocity limit to 2m/s subject to the use of 16 bar pipe at pressures not
l0 bir The extra wall thickness of 16 bar pipe increases the stiffness GRP pipe are
U
S4I
J (or trunk mains, supply mains and branch mains and uPVC pipes are assumed to be pfOpO^
for the sub-mains
for small discharges and / or shallow (<1%) slopes, the diameter of pipe is fixed by the
F,C^’ium permissible velocity for the pipe (3.7 m/s for GRP). Unless pressures are desirable
in case of pipelines feeding sprinklers), excess head is burnt off by introduction of pressure rrfuang valve? into the pipeline.
Prtsfure (Sprinkler) Irrigation Design
The proposed sprinkler byouts for rhe study schemes arc similar to that bang used successfully for the Fincha sugar estate, viz:
• Sprinklers spaced tn a rectangular gnd where possible and mounted on sted tripods. Drag hose? lead from (3") aluminium or HDP hand-move laterals to the spnnlders;
• laterals with quick couplings taking water from the hydrants located along the buned
GRP sub-mains.
• Pipe conveyance system with control valves and devices composing buried GRP pipes of various sizes, and babneing reservoirs as required to address the difference between demand and supply.
In general, the proposed drag hose irrigation layout is similar to that it Fmchaa which is based upon a gnd of spunkier positions set at 18m x 18m with each sprinkler with its associated 36 meters of hose and tnpod serving 15 positions, one position is on top of the 2 or 3 inch bteral and two additional positions either side of the bteral. After 5 sprinkler positions from one self- dosing valve the sprinkler hose is connected to the next self-dosing valve 18 meters along the utmJ serving a further 5 positions. This procedure is repeated for the next sell-dosing valve 18 rnetcrs along the bteral before the sprinkler is returned to its first position; therefore there are
positions for each sprinkler covering an area of 90m x 54m 0 486 ha). The sprinklers used C brass impact units fitted with 4.76mm x 3.17mm twin nozzles rated for 1.8 m'/hr
I bar working pressure. The laterals arc removed prior to han’esting and repbeed short!}’ ^harvesting.
'Manual
h*MA i-
A
• ' -48 / (p o.33) where p=614lb/ft3, and v is average velocity in frA-
139
I4.M«’-11I
*' 8”r*" harp
E'*»<m« X<^ /^rf5r< *«/ O*wa<r
7Sr*f
C*rij*»
Rff«rrrwr«/j
mJ
Ihc engineerin
g drsign
of
a pressurised lmgaoon system can only Mart
after d
crop irrigation requirement* and scheduling Jlus is discussed in detail tn Chanter
°f
UJ
• 
Peik crop water requirements,
• 
Area of fields to be irrigated;
• 
Availability of irrigation water and pressure source;
• 
Irrigation wi ter qualiry;
• 
Soil characteristics; and
• 
l«and topography (a) Approaches
The vinous interlinked stages considered in design of a pressurised (spunkier) irrigation system ire as follows-
• Selection of standard sprinkler to meet designed peak irrigation duties, operating pressure, uniformity, diameter of coverage and spacing;
• Design of laterals including design (low, pipe diameter and length,
• Design of filtration system
• Design of sub mains, branch main and main pipelines
(b) Selection of Spnnlder, Wind speed and Sprinkler Spacing
that can capable of meeting the peak crop water requirements is a brass impact unit with a 5.16 mm main nozzle. Rainbird 14070h or equivalent. This sprinkler has rhe following characteristics
• Q =
1 81 m'/hr
• H 3 0 bar
• Radius = 15.9 m
I lowrvcr there is a variety of single or twin nozzle sprinkler sizes lo suit the required application rate
Spnnkkr efficiency, and recommended sprinkler spacings arc affected by wind speeds.
14 May-11
UH j-4 SRCM \^necd!* in
r Beles
Wind Speed Range
AvK. Speed (lon/d)
m/f
km/d
Jjn
Feb
Mar
Apr
So wind
Moderate
Strong_______
ol 0.7
0 | 60
41
55
0.7 2.5
60 216
75
75
25 35
216 302
3.5
302 [
;p
f F'V/7
connkJer layout for a unit farm block ts designed in such a way that n can be
ed at commercial farm level Therefore this unit has been set to a gnd of spnnklers set at 18 m with 36 m of hose and tripod serving 20 positions: one position is on top of the 2
! 3 ^ch lateral and two additional positions on either side of the lateral. After 5 spunkier
s from one self dosing valve the sprinkler hose is connected to the next self-dosing
lg ^^15 along the lateral serving a further 5 positions. This procedure is repeated for the ext *> self-dosing valves 18 meters along the lateral before the sprinkler is returned to its first
poutiofl The 20 positions for each sprinkler therefore cover an area of 90 m a 72 m (0.648 ha). The laterals would be removed pnor to harvesting and replaced shortly after harvesting.
Table 5-6: Options for Pressure Layout on a 25 ha Farm/Block Unit
Block Size Options
s/
N
Exc. Road
Inc. Road
Width (m)
Length (m)
LXW
LXW
Effective
Area
(Ha)
1
2X90
180
20X72 1440
180 X 1440
184X 1444
25.9
2
3X90
270
13X72
936
270 X 936
274 X 940
25J
3
4X90
360
10X72
720
360 X 720
364X724
255
4
5X90
450
8X72
576
450 X 576*
454 X 580
25.9
5
6X90
540
7 X72
504
540 X 504
544X508
272
6
7X90
630
6X72
432
630 X 432
634 X 436
272
7
8X90
720 | 5X72
360
720 X 288
724 X 292
25.9
‘Selected option
For vertisols sprinkler positions would be moved daily taking 20 days to irrigation the whole vea, lc 20 day irrigation interval. For luvisols. sprinkler positions would be moved twice daily [ dung jo dap (o irrigation the whole area, i.e. 10 day irrigation interval.
spnnkkr tripod would be fabricated from I ” galvanised sted with a height to sun the teleas ^T°Wn uou^ have two foldable legs with a water feed up the fixed leg and a quick
( eka) coupling where the 36 m flexible hose attaches
Rexibi^ k
n
bv need ** be LDPE material, 36 m in length, 25 mm iT”) diameter specified as 10
Qualih is important to reduce pipe bursts and replacement rate.
141
14-May.11/
9f l-’hifu MlUtfty iffttf* <** Hsejj
Eflwywe .Vii 1’^** *•* PnaMF P***r
S.<5
J the mpo*«l 'pnnUd » »on md number of poMtrons. the sparing of the h,
P
PR
etlh
W tn (5 x •"> one hcne «ch 72 m (4 x 18). The flow tn the latera],, pvcn
pnxJuct of the number of spnnkien (drag hoses) supphed by the lateral and the spnnkk,
di*chugc
e LU, ft™, m HrnpU- pmpon»"<l» *' roo"’f ,hc Pre’,u,c h"d'lnd “ ■»«,, 
■ ZLbi, -ifc^ I--1 ',r'""CT' °' — ’"’"“Z r'”’T “
"*“
«™ml "* “p,c”“e ' n "y -
b, „m mon ihm W. >lm «iH "«* " •P™ “<‘PP>'<>'«>" omTomm,)
;
u
being wrthin 10* • of each other.
Hod loss along the laienl is determined by one of the main friction formulae. Colebrook
\Vhitc. The hcadloss calculated using these formulae assuming the flow tn the lateral is given bv the number of sprinklers time the sprinkler discharge will over estimate hcadloss as discharge declines along the lateral until only the end sprinkler is being supplied The actual headloss is calculated by applying Chnstiamcn’s reduction coefficient. F. which compensates for this reduction in flow The F values depend on the number of outlets uniformly spaced along the lateral. as tabulated below
Table 5-7: Christiansen's Reduction Coefficient, F, for Multiply Outlets
—? - > — —-—t -----
f------------------------------------------------------- .------------------------- - ---------------------------- Z--------- 1------------------------ 1—- -------------
----------
Nr of Outlet!
F Value
Nr of Outlets
F Value
1
1.0
12
0.376
2
0.62
15
0367
3
0.52
20
0 360
4
0.47
24
0355
5
044
28
0351 
6
0.42
30
0350 
7
0.41
40
0.W5_________
8
040
50
0343___-|
9
0.39
100
0338
10
0.385
>100 3
0333____
tnal appropriate btceil I •
the general ruk fot lfuI prcssu„ 
° f °ude,S >nd P*PC dimeter are deternuned to un.fr
20% Indicative spicing md n . cfcnccs *tween any two spnnklers shall not be more dun
tabulated below
*Prui^cri ^or quick coupling aluminium laterals are
(IB 14 SRM A I ngirrcnnx (71
142
]4 M»r11j&ty* Miurfr, if*Xrr f
6c
Sprinkler
Disch*1**’
Q (g**/hr)
15___ _
145
50mm(2"pipe)„ | 70 m® (3" pipe) [ pipe)
Sprinkler ipadiig along htenl (tn)
6
12
6
12
6 12
12
10
23
18
36
26
10
8
1
19
15
30
23
5
For the drag-hose (sprinkler; spacing of 72 m proposed previously, a sprinkler discharge of !JIm’/hr operating at 3 bar. and for 8 drag hoses the following are calculated for a 3” (70 nun) Juminium pipe:
• I jteral length: 576 m (8 x 72)
• Pipe discharge (at head): 4.02 l/s (8 x 1.81 m /hr)
• Hydraulic slope required: 1.6% (assuming full flow along whole lareral length;
• th ns nan sen’s rcducnon coefficient, F: 0.40
• Actual hydraulic slope required: 0.63%
• Headloss along lateral: 3.64 m, 0.36 bar
• Headloss as percentage of operating pressure: 12% (0.36/3.0)
The pressure uniformin’ rule is therefore achieved, at least for level ground, or for laterals aligned down-slope (for slopes < 1.6%), or even up-slope (for slopes <0.4%).
For more steeply sloping ground it was approached by doing one or more of the following.
• Reduce lateral length and number of drag hose (spnnlder) outlets;
• Increase lateral pipe diameter; and / or
• Increase operating pressure, and rethink choice of sprinkler and spacing s
For the study schemes it is proposed that the laterals would be either 3” aluminium tube 9 m lengths with associated hydrant take off valves and vinous tees and cross pieces Fhc smaller ~ dominium laterals are not recommended as they suffer quite high damage rates during handling. .An alternative to aluminium would be HOPE (High Density Poly Ethylene) laterals as applied from Jam Irrigation Systems Ltd India or similar. Nominal 90 mm OD with an 80 mm ID »”d 6 bar rated The HDPF. laterals have a dedicated galvanised latch system of coupling
to either end of the 9 m pipes They would have a matching hydrant off and hydrant wl uch flanges to an 80 mm hydrant riser coming from the
•ub-rriajn.
^-doting valvC8
lcr **td onto th 1IC le^Ulrc^ f°r casX conn*cfion of the drag hoses to the laterals They arc *ith a 9()o laterals with a 1 BSP male thread and hive a matching male latching piece
S!e *l °r alunum D<
1
^ * hose-tail to fit the flexible hose. The material would be gahirusedVr+raf f
} XtJf
X/?«as y 
.V/«*rn y IF ^r* c* /.•rp
Drutnqr F''"*+J
S.4.6 Dtqgp </
Iv/rw
51^7 
location, sue, specification of allowable suspended material sizes, types of filters and maintenance requirements. The sizes of filters are selected based on recommended value the lowest faction loses ringing from 0.3 to 0.5 bars.
Types of filters are also selected taking in to con side ration that there is balancing storage reservoir at the inlet to supply pipes. Consequently, screen filters at the inlet to supply mams and media or sand filters at inlet to sub mains are selected.
of Sub-fitaiiu, Rw.rh marnj and Manu
The sub maim feed a number of outlets (laterals) simultaneously, and the flow m the pipe ij
The choice of sub-mam diameter, number of outlets (supplying laterals), design discharge and length, and diameters for branch and main pipelines, arc determined so that the faction losses
do not exceed about 15% of the total dynamic head required at the beginning of the systems ptped network On level ground, these faction losses amount to about 20% of the sprinklers fixed operating pressure. Pa. This is a practical rule for all pressured irrigation systems ro achieve reasonably uniform pressure conditions and water distribution at any point in the
system-
In reality ground slopes arc taken into account, and careful alignment of the conveyance
GRP is extensively used it may be apprupnare to manufacture on-anc".
be specified.
UR I’4 SR6IA Fnpncenng (2)
144
H Mn 11E
-
C ^ bcen prepared for the proposed layouts for pressure irrigation tn SDA 1B-E
f cost eso*n>ic '
bank) totalling 14,708ha. The cost estimate uses the unit rates
(n^'^’^nncxA and includes in allowance of 35% of pipe costs foe pipe fitting* Pressure
pff
irng "*’ d” * 
scoted 1,1 J'nn ( squire land grading or terracing but an allowance has been made for bush 1 0 0 001 1 d Cost is summarised in Table 5 Obclow and presented in more detail in
clearing ' ‘
Xonc* G C(”1e
1 hc were prepared for using either GPR pipes or uPVC pipes for the opnon approximated 67% of the cost of the GRP option It should
u
n5 ind CU
be noted that this arrangemen
iU b-n *
assumes the use of 16 bar uPVC pipes with velocities of up to
2m/5-
, . O . Cost Estimate for Pressure Irrigation Distribution
Tabk>L:---------------- -— “|
Pressure
Zooe(PZ)
Net Area,
Trunk, supply
and branch
Ha
laterals and
irrigation
equipment,
ETB
Total, ETB
SDA
maim, ETB
4.307
152,^77.881
139213,145
5DAIB-E TooJ__
2.186
6,693
84.6X179
237,414.060
92.204.950
125,916.900
69,755,682 195,672482 75.993.733
417,907,926
231513.423
2,599
SDAIVB-W
2,035
"2.185.509
59.494,0M
98,84-1,913
197.455.916
3
1.2 A3
3,381
8,015
H.708
119.930.814
77.121.561
216334,706
84.018321
65,776.353
109,282,481
649,421349
252417,004
328,058207
Tool_____
Gand Total
*
284321,273
521,735334
259.077.154 475,411,860
32323
1,935
234332,699
430,005281
777,731.126
1,427,152,475
ETB/ha
ISI/hi
35.472
2424
29,235
1,751
97,030
5,810
------------------------- ------------- -------------------------- <bc
- ----- - r L nc* rvc p4* 
'snth pressure ratings up to 16 bar and 500mm diameter
. l99(h set up *
betoty in Bihir Dai
■** «tcnav, lupply plpewotk
the Salmi Tana 
. .^oicct in!ne i960* 
, o 400mm dta »
. 
per innum GRP pipe factory manufacturing ‘
®netI*R (2)
145
4 \|um
14-May 11•<
£*<'- dRAinage and flood protection works
6
rftio prtiat
■ *.» c rrt ornmaii1J * 
^ ,
 h well served by an extensive natural drainage network which -iill
t
Thf Pft’’C hed a, drainage (environment biodiversity) corridors While most of the existing be left unt,L'^n tn defined channels with adequate capdry, there is the risk that some
,trearns an
((icse drainage corridors Analyses were therefore undertaken to
floods m»J ’p ntul flood water levels in (he main streams and riven paving through the
determinr
^iecr command area
where it would be necessary to provide embankments to protect
a
ofExiftiag Natural Dninige
MtppW oc(work of drains was mapped up to the 4* order of drainage category. Table 6-1
The existing satellite imagery and contours generated from the digital elevation model Th>'es were mapped to the heads of gullies. Where there appeared to be a drainage line
bjX< watercourse thts was mapped with a dashed line.
V Line Classification & Characteristics
Order of
Dffljnjgt
Criteria for Be les
Flow
Characteristics
Image Characteristics
MuflJbvcr
Beles River
Permanent
Large permanent nver
Easily identifiable
he
Rivers joining Belcs R.
Generally permanent,
may be
ephemeral
1 urge nvcrvaDeys, often wooded, rd. high relief. Map ai solid line.
Easily idennfiable, wooded valleys between cultivated interfluves
2nd
Streams
Permanent or Ephemeral
Small drainage lines,
usually wooded, low
relief but incised. Map
Easily identifiable, often wooded but also rhnnigh cultivation
3rd
Watercourses. May be natural drainage lines or gullies. Gullies defined as ephemeral channels, often with steep
sided slopes
Ephemeral
Very small drainage lines, low reliet, map is dashed line
May not be wooded but identifiable in cultivated areas by darker linear pattern
4th
^llls & ephemeral gullies destroyed by ploughing every r ear but reappear
Ephemeral
Arras of flow’ concentration,
crop/vegetation cover masks visibility.
In cultivated areas,
difficult to identify
4S ^Ap
14-May-l!
147'be./n <*riwT
I Jtupj* Xtt l'"Tf«. *»
-
Pn»<<» /VimS
6J Hood Corridor*
Hwd cvindor* *re irqiurvd to ici »* a buffer between existing watercourses and th area and therefore in penods of high flow the irrigation area is not inundated. Tlu. be left a» omronniental land and for grazing and will lx marked by a line of uce, embankments where these are deemed necessary. The methodology for designing the cuenJors is set out below
A nytcil natural met. the nver Chanko, which divides !B\V and IBE. and its coneinc
*• ^ Or*^
tnbutanes, was selected for calculation of the width of the corridors required. This typical *
natural waler course was selected so as to represent other drainage networks since it r
ill citeguncs of drunagc systems It includes a major nver and has a steep section but
® mainly
on the flatter land and with a relatively small corridor of land unsuitable for irrigation along ?h
met If analysis of the flood risk of this nver showed th a t this existing com dor to be suffioen
to accommodate flood flout without inundation of land suitable for irrigation then the $arn<
process of delineation of land suitability could be used to determine the flood corridor*
throughput the whole of Beks without the need to provide embankments
£4 
Sivreni Layout
The proposed drainage network at Upper Belts will consist of on-farm drainage winch remo'«
excess water from the field* Tlu* will comprise smaller existing natural drainage and newly
constructed drainage channels, and drainage which utilises larger existing drainage channels to
remove the water from the command area into rhe Belo* These drainage channels will be fed
from the smaller on-farm drainage and flows form upstream of the command area. Drains hive been cairgonscd into two categories: Internal Drains which excavate within a
scheme’s command area to drain excess rainfall falling on land within the command area an^
possibh io control groundwater levels in flatter areas; and External Drains conveying
from floods arising from areas upstream of the command area, as well a> runotf from within
the command area. The latter usually have well defined water courses which may require
channelling and/or bank protection where found incapable of accommodating incoming
flows However, most of these are in well-defined valleys In this design of layout system-
external drams arc considered for design of cross drainage structures at crossing with ma’
canals and thru safe capacity of removal within the command area too.
UH 1*4 SR(M.\ I npnccnng (2)
14 May-11
HRfl
j P*nt/nc/ef*
Ad<>P W nuxlidus WM calculated using the sloping land method, more detail on this
td be ,een ,O ,hC drl,nage modulus ,ecnon o{ ,hc Warer Rc«~rtes report (SR01A).
^'^Jted in the design criteria and water resources report, different return periods have been ‘ A’m . por design of the flood corridors on the existing larger natural drains the I in 25 rear event is used
TablcJ’il
DrunJP’ Ar«(ha)
)rainagr ruv^ Average Velocity
(m/»)
L
Time of
coo centra Son
(hr»)
Rainfall
Intensity
(mm/hr)
Drainage
modofai
Draini
Nr
Dr
2
■r 1 Flat (<2%)
?
0.3
13
51
2745
3v
W
Field /tertiary
03
3.4
23
12.56
Collector
1 ora)
03
63
14
7.70
Mam
3 00<l
03
8.5
12
6.44
4 Dru i
mage
50
2 Rolling (2-6%)
0.6
0.6
83
57.16
F >eld / reman*
J
2
5
500
0.6
1.7
42
28 90
Collector
1.000
0.6
3.1
25
17.22
Main
4
3.000
0.6
42
19
1356
Dmr
uge Category 3
1
50
0.85
05
96
88.71
Field / reman
2
500
0.85
1.2
54
4433
Collector
3
1.000
0.85
2.2
35
2736
Main
4
3.000
0.85
3.0
26
2125
Design of Drainage System
Five cross sections were chosen along the Chanko River from the steep upstream section to the shallow downstream section, and therefore a representative sample of the whole of the nght bank could be established. Ihese cross sections are listed in Table 6-3
Table 6-3: Lncarirwio
o
f Chanko Channel Cross Sections
c
N "“ of Drainage X-Sect»on
Location
E airing
Northing
Catchment Area
l (i<)
£Wo R at NO
224718
1276332
490
-P^ofaiR- it Ni /, i
u
223813
1275017
1233
. WoR.,tNi u/» 2
c
223990
1275218
1233
-^**9 R-_m_N2
221697
1273500
1903
-2!5!5°JCai X'J
219958
1270692
4670
217108
1260932
13513
4 r j
Mj’^ctnng (2)
14 May 11
149
tnIM****- JUr***1 * 4 | .-ww‘ M—* *’**<*’ * ’
,i 1
t JWWH, X* I"**- "J '’”***’
,n
, \ lc dK Width Of the (Uxl cortto" durin»,hc 25^r nood’cro« ’e*
"Xc «unK tnchuhng the iongiwdinJ ^pc The cross sections were
* w taken ••,nc >
ind Minings cejuanon wu used to calculate,
■^.X">Z -»»' ■"' n~j "■"* ™u
. , m«»trd With initial lavoui and the soil suitability map m m
The (Vxid widths were
determine if 'null e mi
Und The remits can be sren •« *
required and if ihe corridors encroach onto the jmu
W(Wl. >nd
the cross section* from Figure 6-2 ,
r
bk
1
btpiic
14-
CH I 4SR0*A 1 i»|R«W CTiMlMOII M/y ofCZhankn 1 Iralnav.
/ q( / Dmin / Dr* Jr*. / n
pninagr X] JK (refute / Flow /
/ante aiope IV tn *
1 »<
IS rd
• lope
/ Section M/j/ba) 1 (*»/.) IwidtlJ Lovell LS
RS
■
r
a
■
X
Flood
Level
(m)
Flood
Corridor
width (m)
Velocity I C
UkuUlrd I Top level of VInoUubld
W«cadMk< CnrnMUrm \
(m/») 11’low (m*/ell Sod Bnundary \
L
\
1 Ciunko R. at NO
12.56
62 / 14 57
1514 4 46
34
0.0098
0 048
031
1152.76
3937
0 74
170 un the left & 1154 \ im lhe right
•l«K»d dues n<»( cncnoch on suitable land \
Chanko R. at N1 u/f2
1138 on the right fit 1 Dues encroach on suitable land, but there
1140 on the left
7.7
9.5
19.53
136 14
26
34
00061
0 048
0 41
1136.75
44 20
072
95
w no unsuitable land along the nvet
typical cate assumed not to cncn*ach on
| suitable Land
<Jianko R
atNl-u/sl
1139 on the nght fie
1140 ttft the left
7.7
9.5
22.99 1
136 16
51
60
00061
a<M8
0 35
1136 81
62.15
0.63
9‘
| Docs encroach on suitable land, but there I is nn unsuitable land along the nvrr
I Typical case assumed n»d lo cficwach ««n
1 suitable land
Chanko R.
at N2
644
12.3
20 17 1
118 24
61
too
0 0050
0 048
040
111864
84.78
0.58
12
1119 on both right fie
left tides
Hood does n<4 encroach on tumble land
Chanltn R
at NJ
1 Mood does not encroach on suitable land
6.44
30.1
19.53
103.41
75
39
0 0021
0048
0.83
1104 21
110.58
0 58
30.
1104 <m the nght fit
1103 <m the left
< banka R
at N4
644
87.0
45.4 |l
070.7 S
86
88
0 0026
0 048
0 94
1071 6‘
J 209 20
073
87.(
1074 m high or 300 m
wide
| rind docs n«4 encroach i»n suitable land |
Uh IM SROIA Engineering (2)
151
14 May 11F**'*
/jAnfW X4 
•/
ISrw^r bw*-*
* • *»* C* /:arp
Figure 6-2: Croat-Section of Chanko
River at N-0
Figure 6-3: Cross-Section of Chanko
Figure 6-4: Cross-Section of Chanko
Figure 6-5: Cross-Section of Chanko
UH IM SRO4A I npnrmnp (2)
1527
p
« f ,hc IWU,B '*“ flOOd ”,Cn' dJ "Ot cnaoach ontn pop^d
ccpl»’ oflC cro” SWC°n ind thC °n' ,hat d°" nOf appw '° **1
L determined that the uwuitable land mapped on the autlabihty map detemunc the
I, a
of corod°n 4"d d’a' pmV,S,On f°r n°°dlng d°" n°‘ dcCrCJ5r the “nttnand uea A,
ald( s (hc case no embankments are needed to protect again,t the 1 tn 25 mr flood and
15 . , jrlinaec / flood corridors can be delineated with trees,
j^fore the dram g
the above analysis the following rules were developed tn order to determine the width of Fr0 flood corridors while designing irrigation layout system
° C • Where there is a channel bed steeper than 0.5% and a catchment area of up to 1,000 hectares, a flood corridor of 60m width or unsuitable sod boundancs should be used, whichever governs shall be adopted;
. For rrlativdy gentle bed slope of about 0.5% channel sections with a catchment area of up to 3.000 hectares, use the greater of a 60-100 m width comdor or with of unsuitable soil boundancs,
• For flat or gentle bed slope channel sections 0.25% • 0.5%and a catchment area of greater than 3.000 - 7.000 hectares, use the greater of a 120 m width comdor or width of unsuitable soil boundaries;
• For flatter/gentle bed slope channel sections less than 025% and a catchment area of greater than 7,000 hectares, use the greater of a 200 m width comdor or width of unsuitable soil boundaries I fowever, if there is a very narrow strip of unsuitable land then embankments should be considered in order to reduce the width of the comdor.
Afaio ind Collector Dnunir
Man Druifiagt Network Dtimptio*
The existing drainage network is adequate to meet all the main drainage requirements In some locations the existing natural drainage is not sufficient ind some tertiary and field drains have to flow into new collector drains which will then flow into the network of the natural drainage. These drains arc only serving on-farm drainage and are therefore designed using the same parameters as theon farm drains. Sec section 4.4 for the design criteria on these field drains, which includes using the flat land method and 1:5 year 24hour storm. For typical cross section sce drawing STD12A in Annex F Once these drains have been constructed, along with the
existing natural drainage system, excess wafer will be adequately removed from the irrigation UCas and ^cntualh into the Beles River
embankments on the side of the drams control where surface runoff enters them to bank erosion. These small embankments are on both sides for the main and collector
fic]d ^OnJy °° ±c ^stream side of the tertiary drains. No embankment is proposed for the
Re
iheZat>On UldtKs WC rcconuncndcd for drains and are the distances from the cut section of
Pimal f i ° lhC 5pOlJ °r tO (rcdrc<Jj rlood cmbankmcnt5 7116
C s,de slope, for an enlarged channel prism due to errors in selection o P deters, for some meandering of the drain if die section adopted is too right, and
H p_
153
f °r 207J «-w' 1 V-w-TC. Kc*. 
cJ4*<ww ,\’r» 
- r*r- Cw Ew-p
J*r f’*’*»<’ r*T*i
foncrm for ituchtnen for dr*m ck-itung. Rccommcndiuon* regarding the di locttMXU for sped cmbinkmcnn for inicmnl drains mil access for m .
a n._
n *Knii,
SJD/12A in Annex F.
A minimum radius of lOWs is recommended for unlined drainage channels wh
a,c ,
water surface width for the design dischuge. Erosion protection will be prosidJpr'V*’ ° sharper bends unlembr drain is a nitural channel in rock, with all bends h '***'
mb»rf5W^
Scour protection for structures should be oversized by 20-30% of the not ful in ■ larger flood.
design flow }o they j
A cnllenor drain (CD 2 8) in secondary unit 2-8 on the right bank (1BE) was deugntd, in n„ to pm a mt basts for the proposed drains This includes drainage junctions, drops and rhe outfall Structure I BE is munh a flat vertisol plain which means that the Design Flood Jzy-j (DEL) tn the on farm drains has to be 0 2m below OGL Therefore CD2-8is mainly in cut di io the need to keep lhe waler level in rhe on-farm drains below the original ground level, a h< loss of 04 was assumed between tertian /field drains and the collector drain. <202-8 is approximately 3000m long, drains an area of 236ha, has 7 drains draining into it. has 16 dropi of approximately Im height and drams into an existing natural river.
6.3.2 DruiHiJiy Nr/amk Gnu
The main ilmnigr network costs woe based on the design on collector drain CD2-8 together with ebr associated structures These coms were then applied for the oilier drains based on the assumption thu quantities and costs for each drain and structures would be in proportion to
the length of ihe drain x ^/(catchment area) The dcunage costs arc summarised in
DeieriptitMi
Unit
Ritfhc Bank
Left Bank
Toni Drain length
m
24,294
1.036
Com (ETB)
Earthvorks
Sire clearance and removal of top sail tej a ma*. depth of 15 cm
m’
417,266
4«J79_
Excavation in all type of soil except rock and disposal for haul dotince within SWm
5.311/5%
620,905 j
Fill with selected rm renal (rum excavation, including compaction
nV
1,635.597
191.202J
StrucTures
O
DropA
ETB
2,533.369
296.152 '
Tunctioni
ETB
6?6,845
79.124J
Total Coits
10,574,473 ,
1.236.162J
11
UB F* SRO4A EngrrtcrnO^; (7?
154!<
If'
02
^^dFi^Dr,,inl
fefv^y fjttnfi
W** ^^uuement* for ternary and field drainage ire discussed in Section 19 and Section The gmefJ . tmportant to have an adequate drainage intern on terraced land to avod
—
r>n»K Cort
f' rtwn nd cost" for each of these development options identified in Section 4.2 are The quantities an
luted below
Tibk
6-5/rc£!L
irv anu i -v.w- ———
Quantities (IQOha)
Cotta ETB (lOOha)
Praia
Drain
Outlets
Division
Boxes
Drain
Drops
Earth
work!
Drain
Outlets
Drain
Junctions
Drain
Drops
Total Drains Coat
USS/ha
OeSL
-
__
10.588 8
8 141
567,847
23,529 11.765 42353 38"
5 882
2
2 173
325366
5.882 2,941 51,765
231
STDJ2- STD/03
MU/- STD/05A
12 027
6 081
3
3
573
353.153
8.108
9459
172,044
325
,
12.027
3
3
357
370,864
8.108
4,054 107,027
293
33
573
353,153
8.108
9,459 1 "2,044
325
cTD.'OS OT/06A
B 12,027
3
3
573
353,153
8.108
9.459
172,044
325
6,08!
3
3
357
370.864
8,108
4.054
107.027
293
<TO/06B
6,081
3
3
357
370,864
8.108
4.054
107,02"
293
<TD 073
6.026
3
3
382
383,591
7,692
3.846
114,577
305
STD/O
6,026
3
3
382
383391
7.692
3.846;
114377
305
STD/08
6,026 3 1 3
382 | 383,391 | 7.692
3.846
114377
305
Calculation of the overall quantities and costs for tertian- and field drains was undertaken by combining the quantities and costs given in 'fable 6-5 with the LUTs and slope categones for ach secondary’ unit lhe resulting overall quantities and costs are presented below for the right ind left banks.
W Right Bank
Jable 6-6. Summan of Tertiary 8c Field Drain* Costs - Right Bank
Total Coat (ETB)
40,148.447
Area (ha)
Coat/ha (ETB)
Coat/haUSS
7,879
43316,110
43,913,350
8317,903
6,853
6,966
1,410
5,096
6321
6304
5.897
36,645,606
172341,416
8,400
31,509
4362
5,470
'^$$328/h C°St °f tCr',a*y *nd dfiins in the right bank area is ETB 5,4.0/ha
155
14-May-Hs**zv-—>•' "" *’*”<*’
,n
I A^w. 5» /-»**■ *’'•••’ ,s~’
T M fr.7 ■ Tertian nd Field Drain Com for Rifihi Bank
bc
SDA
Item
Unit
Qty
Tcnun held drum
tn
650 209
Dram Outkis
m
340
IA
Dnun unction!
No.
340
Drain Drops
No.
17.006
Total
■-4SJ)
—,V’19<X4
-5d2U« 46 .Mr Im
Tertian / field drains
m
713.859
——
37 U’ *-m
u
Drain Outlets
m
497
1 401 U 7
IBE
Drain luncnoni
No.
497
.
-_
7fi7
Drain Dn»ps
No.
12^82
Tool
<3316,110
Tertiary / field drains
tn
734,743
37.629 jn
Drain (Xitkts
m
498
1.493,633
1BW
Drain lun<nom
No.
498
7B2.719
Drain Drops
No
11359
4.007.726
Toed
43,913,350
Temin / held drains
m
148.036
6,555,632
Drain Outlets
m
74
22X534
IBS
Drain 1 unctions
---------------------------- r No.
74
139.016
Dram Drops
No.
4.669
1,400.721
---------------- --------------------------------------------- Toed
—
8317,903
Tertian / field drains
„ ■
501.250
29.?? 3.994
Dram Outlets
m
192
575.W2 _
III
Drain 1 unctions
No.
192
287,921 _
Dram Drops
No.
21.859
6.557.ML-
Total
36,645.406
Tool Right Baal
L
1723<1-414
I .'H FM SRMA Kngtnccnng (2)
14 M»r"
156Left Bink
5 ~marv of Tertian & Field Draini Conti - Left Bank
ltf
Total Co« (ETB)
16389,563
Area 
2.909
Coif/hi (Ei B) Cott/ha USS
337
13,414,635
2,138
376
10,808676
16,874.904
74,251,364
22,614,976
10,811,822
4,153324
169319^64
1.746
2.746
371
368
JVC-N
ivcs
13.984
5361
2,457
1.018
32362
318
253
263
244
JU
1-he average cost of tertian’ and held drains in the left bank area is f TB 5^32/ha (13$ 313/ha)
Table 6-9: Tertiary and Field Drain Coats for Left Bank Area
SDA
Item
Unit
Qty
Cost 1
(ETB)
Ternary / field drains
m
275.514
13.109.040 1
Drain Outlets
m
143
427359 1
Drain Junctions
No.
143
251362
Drain Drops
No.
8.672
2,601.702
A'A
Total
16389363 |
Tertian / field drains
m
223,764
11.455.432 1
Drain Outlets
m
150
450330 1
Drain Junctions
No.
150
236,758 I
Drain Drops
No.
4340
1371.915
1 JVBW.1
Total
13,414,635 1
Tertiary / field drains
m
183307
9,074.785 1
Drain Outlets
m
116
347326
Pram Junctions
No.
116
188,920 1
Drain Drops
No.
3,992
1.197.745 1
L »VBW 2
J’otal
10308,676 1
Tertian- / field drains
m
283386
14.112,884 1
Dram Outlets
m
in
531JM4 I
Drain Junctions
No.
177
289325
Drain Drops
No.
6.469
1.WO.752 I
Total
16374,904 1
I«UO- / field drams
m
1,184,890
62.711613 I
L^VCjj______ ~
3rain_Ourlet$
m
682
2,045331 |
14-M«jr-ll
157!
/^mTw« Xe>
* I
*•*
y fa** r* I ivp
SDA
Item
Unit
0*T
^>1
Drain lunctsom
No
Dam 1 >n»p*
No
1
28.101
Total
74
Ternary / held drain*
m
Dram (hitlets
.
-J’jjuT*
m
117
Dram | unction*
No.
117
•75.602
Drain Drops
No
12583
n’w
Total
Temin / field drains
m
146,'8 J
fl V»iai<
Drain < hideis
m
57
Drain Juncnons
No.
57
r°j^
H5.(T1
Dram Drop*
No
6.554
1.966.1-4
VN
Total
10.A11322
Trmm / field drain*
m
60,253
3,415,254
Dram Outlets
m
21
63.939
Dram 1 unctions
No.
21
31.969
Dram Drops
No.
2.141
642.162
VAX
Total
4,153 4^4
Total Left Bank
169.319,264
H-M«r
2
I - H r 4 SR(M A Hngmcenntf C )
15fl^\0A0 WORKS
1
fj
An
fK)
bt>te m»r
weather road netw ork both to and within the command area a euential ta (i)
o ( ctnp igncuJmraJ and livestock products throughout the rear, ft) iDou purchase necessary agnculniral inputs and household requirements.
** ^ffkuent operation of the imganon system. ftv) to allow inspection of the canal (S) etflbk Cnkfncnr and drainage network and for maintenance, (v) to facilitate and stimulate
llood
ctnnofnit gtn
c
an j (c> crub| easy movement in the project area for the commercial
will provide a minimal all weather road network composing (5) scheme access The P^^^ «xess co the scheme from the national road network with links through the
pro^
pn.jrct
j providing access between the access roads which enable easily
)X 5
or inspection roads along the Main, selected Branch and selected
canals. Standard cross sections for these roads arc given on drawing STD/13 in dcx F Typical camageway widths, thicknesses of crushed rock aggregate for surfacing, and
\rumum thickness of canhen embankment are tabulated below The earthen embankments for roads are to comprise suitable (non-shrinking / swelling) imported soils, placed over ongmd ground level after removal of any vegetation and top soil
To seal (he road surfaces, crusher dust may be placed on the crushed rock / gravel road base nufenal and rolled in
Table 7-1: Typical Road Dimensions
Design Parameter
Unit
Service /
Inspection
Road
Village
Road
Scheme
Access
Road
Carrugew width
m
3-5
5-6
1 6-7
'•Grumum shoulder width
m
Min 0.5
each side
1.0 each side
10 each
side
-^ggg^ height above ground In-el
mm
500
700
A-umurn horizontal radius
m
15
25
50
CrossuU
%
4%
3%
3%
•~--^H?H!?L^ knns of earthen embankment
c
mm
300
400
thickno, crushed fock)
mm
150
150
200
^ nc_^U(-kncss (graded crushed rock)
mm
50
100
150
crushed rock) thickness
mm
200
250
350
natural angular gravels may be used as an alternative to
I;
"Pnttnng p)
l4-M>y-1l
159I IW**. 
.’ .’^jfww Xfi
tt
«*/ FSr«^r
r'V'o* <y l.t^p
7.1.1
/toYJJ RalA
The pn^XHcd road network comprim 12 Access Roads, With 6 being upgrade* of
roads whxh uc in the Bcnishangul Gumar region of the project area, except for
between lendika and Werk Meda which is in the Amhara Region, and 6 new a 
*"
Ilicsc access roads connect the whole projeci area, including the proposed com
'
area, and also bnk to the left bank diversion structure /storage dam They also forrn
links to the external road network. 
P nur-
n
7.12
The sillage roads form the secondary network and link the main settlements to the acce
There ire 21 proposed village roads with 10 being upgrades of existing and the other 11 nri^'
roads. Right Branch Canal 2 is upgraded to a village road.
7.13 Jms.T Rpa.fi
There arc also 7 gravel surfaced service roads on selected secondary canals All other secondar- and Branch canals have a compacted earth access track along one side for operation and farm access
7.1.4 Cjnr Hau Lip Rj.xfi
There are 4 proposed cane roads to connect the proposed sugar estate with die proposed facton* location These run adjacent to and on both sides of the BeJes River upstream and downstream of the factory site. The cane haulage roads consul of an 8m uidc compacted earthen carriageway which is 0.5m thick which is used only in the dn* season. Due to proximately of the cane haulage roads to the Beles river, they will need a number of culverts in order that runoff can flow freely into the Beks over
72 Dea/^u CoMderaaonr
The ERA Design Manual recommends a maximum slope of 10% for their roads type DS6 and DS7 (their nearest equivalent to the proposed Access and Village road types) Ideally, the maximum slopes should be lower where there is substantial heavy traffic uphill, which will be the ease for produce being exported from the command area
7.3 Tzmrn^ nod RetpoatibiUfy for Implementation
Roads undue the project command area and along the Main canals are part of the core irrigation development. It is proposed that all the Access roads are constructed at the start « the project to eniblc good access throughout the project area for subsequent construction Village and Service roads arc constructed as required by the scheme. For example (he ngh’ Village and Service roads will be constructed first.
The main access roads outside of the project command area boundary are assumed to be implemented by the regional state because they provide permanent benefits to the whole The costs of these links arc therefore not included as pan of the project cost. It is u ci that the road between Werk Meda and Dangla. is already under construction
14 -M>!41
UH l*4SR(MA l-upoctrng (2)
164>Schedule of Proposed Roads and Costa
A .chedufc of the proposed all-weather mad lyjf Ftp* 7-1. The table details the rvp«. /cngthj
*’ P**n'ed 
ba* (crushed rock aggregate) materials u Wrl< ’ ’^^tes ctf
w TlbJf
^’’"^tedcovt,. ^. Jbd *”eh*n°*ndl on ub.
In too! the following lengths of all-weather ro,d« 
. Accen roads: 260 km (125 km upgrade of ex,,^^ , 
. Wage toads: 179 km (79 km upgrade of eatm
• Inspection / service roads 235 km
m
„»* h„ >,<„ admlcd u, taph
Exsong ro.ds to be upgraded are turned to require 50% of the work quintrn f rojd The estimated total cost of the all-weather roads (exdudmg bndw / k °
tteh to be about ETB 220 nullion (l’S$ 13.2 nullton), equrv^J to X“
^Hntiund area of 63,871 ha. For gravel surfaced service roads the earthworks cost 7” included as this will be part of the secondary canal cost. I lowever where th
dong the main canal the earthwork cost has been included in the road
’™
***
the road follow the same altgnment but not be parr of the mam canal earthwork/ Zrf mtnttnal bank is provided for the main canal along this section, see Tabk^ An J 
of the roadworks cost has been included for the cost of mrnor dr^ work, and"""
’-
ZJ River Crossings mid Costs
A schedule of the proposed bridges and drainage crossings is presented in Table 7-3. There arc five crossings over the BeJcs River with three of the crossings bang new bodges The bridges on the roads A12 and A3 arc of sufficient quality* and sue. There are 18 other major crossing for the access road, 16 already built but will need inspection to determine whether they are sufficient There arc 11 major crossings on village roads and five are already buJt but will need inspection to determine whether they arc sufficient. There arc 2 major crossings on the cane haulage roads with also approximately 80 (assuming one ever km) small culverts required through the embankment to drain runoff into the Bclrs for minor drainage paths.
®nt<S:(3)
14-MafH
161Fftirrrf/ Pewsmtff R^«W* tf I llhtffiu. AlwJ*) •/ U'x’rr <V Ewr(I Ni> mJ Dnaa^r Pnyr.T
Afvcrrrante / Gravel Surfacing
Clearance
Rafe
Minor
Cast
Road
Name
Type
Length
(km)
World
Required1
Description
Width
(n>)
Thickness
Vol m»
Rafe
ETB/tn’
Earthwork Volume
Rale
ETB/m*
Area
irrB/m’l
drain age AETBj
(ETB)
Al
Access Road
27 6
New Road
From Salmi Road (from Hydro Power) to Right Bank Diversion Weir
6
035
53,024
134
HH.41H
67
221,045
1
2,088.049
16.00*378
A2
Access Road
30 5
New Road
From Right Bank Diversion Weir to Fendika
6
0.35
64,132
134
97725
67
244.312
1
2,307.831
17,69 $3*1
AS
Access Road
312
Upgrade Existing All Weather
Road
Froim Fendika to Werk Meda
6
035
32,747
134
49.900
67
62375
1
1.169,060
8.962,796
A4
Access Road
280
New Road
From Fendika to SDA III • Joins A10& All
6
035
58.801
134
89.601
67
224.003
1
2,115/034
16322. M4
AS
Access Road
167
Neu- Rend
From IVBFXN) to IVC-N - joint A3&A6
6
035
35,139
134
53,545
67
133,862
1
1264.490
9,694.426
A6
Access Road
18.6
New Road
From Werk Meda to A8
6
035
39,060
134
59.520
67
148.8W
1
1,405,602
10.776282
A7
Access Road
102
Upgrade Existing All Weather
Road
loins A8 de Al I mV N
6
035
10.710
134
16,320
67
20.400
1
382347
2.93132?
AH
Access Road
27.7
—
Upgrade Existing All Weather
Road
From A6 in 1 VC(N) to A11 in
_______________
6
0 35
29,063
134
44.287
67
55.359
1
1.037562
•’954.644
A9
' Access Road
Bl
From A3 to A4 through the Proposed Commercial estate area and over the Belcs
6
035
27.509
134
41.919
67
154.798
1
989 946
7 589 586
A10
Access Road
22.6
New Roid
’ 'pgrade Existing
Al) Weather
Road
From A4 south through IH to A12
6
035
23,714
IM
36.136
67
45 169
t
M.1K con
1 All
[Access Ron
Upgrade Existing AU Weather Road
From A12 through V-S. V-N.
|1VC-S over the Belts to A4
6
035
. , o 
AUWcathcr
uum vuget neies &
26.880
134
40.960
67
51.200 1
I
950 616
6.490,314 7 JS’056
1 All (Access Rm ^Access Road Tots
. on Chard to Gulbak (through
d 8.9 ^Road Ureas V-W and III
A 260 g 
------------------------------------------
6
035
9,347
IM
14.243
67
17.803
1 / JJJ.676 /
2.558/MJ /
\V)
\___\ ’ llutf Ro-ldl 6 X — T> ■ ’— ~
'NewRoJ r l to Cl--------------------------
FromS
0 7C
415.126
i -» i •» i
632373|
1.129,125/ /
/114^39 mo// ClrMwi SuiUiing
/ Work.
I Required*
Width
'New Rtjad
De»cripuoo
From .A5 to V7_________________
bromS-l to A3
New Road
Vol
14.910
From A4 to AS (crosses the
■ New Road
Deles)
ilugc Road
New Road
From A5 to V9
2.402.899
3.933,781
Village Road
New Road
From A5 to A11
7,213
11.808
12.875
4.289.075
Upgrade Existing
AU Weather
From Werk Meda out of the
Road
p r -icct area
4.234
11,836
1396.961
\ lllagc Road Vulagc Road
New Road
New Road
New Road
Upgrade Existing
.AU Weather
From S2 to A4 
From S2 to A4
From A10 to V!5
11, ill1
17?80
25.336
27,058 39.828
63.339
67.644
99.571
491.466
524.871
772.597
3.767.9O31
4.024.011
5.923.241
Village Road
Road
From VIS to V10
3.482
7,799
9749
149.824
1,148.649
Upgrade Existing
All Weather
Mlagc Road
Road
From V13 to V12
6.618
14.824
18.530
284.777
2,183.293
Village Road V uiagc Road
Upgrade Existing
.All Weather
From V17 to SI Road_____________ I
Upgrade Existing
AU Weather
Village Road Village Road
V19 1 Village Road
V20 (Village Road
UB F4 SR04A Engineering (2)
Road
Upgrade Existing
i All Weather
[Road_____________ Upgrade Existing
.AU Weather
From V18 to SI
From .All near Paun to A8
[Road
__
Upgrade Existing
AU Weather
i Road
Upgrade Existing
All Weather
Road
From V18ro V20 From All to A8 From A8 to SI
163
6,616
7.777 4.669 2.074 4.4SB
14.819
17.421
10.458
4.645
9.986
12,218
18,524 2L777
13.072 >806
12,483 15,272
284.685 334,675 200.904
89.2 43 191.847
234.716
2J 82,585
2,565.841
1,540,2621
684,121 1,470.828 I 799,486
MMsy-11I'rirrrf
LthrfipMW AW* JrnfXTBT Pnfl*.V JAjr.f
f/ITjfrr
Avvrrnie / Gravel Surfacing
Clearance
Rete
Mtrvw
Cmi
Road
Nunc
T^pJr
Lctl£ll
(km)
Worka
Required1
Description
Width
(m)
' Thickneo
Vol m1
Rite
ETB/m1
Earthwork Volume
Rate
ETB/m’
Area
ETB/m'
drauMfv
(ETBJ
(ETB)
1 V2I
| — -
I Village Roj<
6-0
Upgrade F-xiinng AllWnthrr
Road
hem AB nor rd thr project
area
5
025
3.758
134
8.417
67
10.521
LOO
161.60’
177.1
172,438
3*6,261
828,061
—I
57 ^286 3 LI 1
SI
Service
Road
j 112.4
New Road
Along rhe lx ft Main Cun al
3
02
67.436
134
0
LOO
1355.460 1
lojoi.av?!
S2
Service
Ro,‘id
68 8
New Road
Along rhe Right Main Canal
3
0.2
41.278
134
0
I OU
629.685
6.360521
S3
Service
Road
27.9
New Road
f rom Si to lVBlWl 1 it 2
3
0.2
16.730
134
0
L00
336.267
2,578,06 3
S4
ScrvKT
Road
10.6
New Ki tad
From SI to IVBfW) 3
3
0.2
6,355
134
0
1.00
127 738
779J21
SS
Service
Road
85
New Rend
From S2 to A4
3
0,2
5.082
134
0
LOO
102.153
"83.176
36
Service
Road
13
New Road
From A6 to 82
3
02
795
134
0
LOO
15,973
122.463
8?
Service
Road
6.0
New Road
From AB to Si
3
02
3,595
134
0
LOO
72264
554.022
Service
Road Total
235.5
141,271
21,769,824
Cl
Cine
Hauhfe
23.5
New Road
Along left bank of Udes north of proposed commercial factory
8
94.090
67
235^24
LOO
980.884
732OJ14
C2
Cine
1 lautagr
24.8
New Road
-Mong right batik of Hdc* north of proposed commercial factory
8
99.265
67
248.163
1.00
1.034.841
7 933.7“9
,
C3
Cane
Haulage
19.7
New Road
Along right bank of Bclrs south of propoied commercial factory
8
78,715
67
196 787
1-00
820600
6 'Of ^&7l
_£< !
u
Cane
Haulage
166
New Road
———■ ------ —a
.Mong left bank of Belts South of proposed commercial factory
* LaUJagC
^RoadToLal M6
8
66.400
67
166.000 i
I 00
AJ8 470'
M6.I74)1
I Z7.M2.1m/
V-M V* SWi.Vfc ft. V,uypnccnnft I.Z]
164
ir
JI
$91 
(J} Baux*>utfu;.| VWttlS til UfVillage Road
I
Acccia Road
f ni-ru. Damrtfi. £/tajM* Mr
tf E/Nttfw, M/erfn tfV'afn & Harp
Drvi^f
Table 7-3: Schedule of Bridget and Drainage Crossings
Design
Crossing
Catch-
Location
(River)
mcnf
flood
aunt (Road -
Area
condition,
Dencfiptioa
Cott
Number)
(km’)
l:50yrT
ETb
Main / Enit
New Bridge
Al B
Beks
ir gurred
Main /Enat
Al-B
Bdei
1,3ft*)
1,052
ExiSTingjC rot sing*
New Bridge
A*) H
Matn /Enar
Beles_
1.590
1.141
jrqmred
ah n
Main / Ena!
Bridge needs
Hdcs
3,058
1.836
ur-gT.kding**
11.020,477
A12 B
Main /Enat
Bel«
3.431
2.018
F.iusting Crossing*
Gigel / Abat
A3 I
Beki
Existing Crossing*
A3 2
Wrmber
Existing Crmsing*
A3 3
t Jnrumcd
Existing Crossing
Burzhi
Glgcl /Abat
Eausting Ousting*
New Bridge
Beks
regmrect
3,106,036
New Bridge
Awl
required* TW
$ 7UC2
ChiQ
Chanku
I-.mating Cross in,. ;'
Exia*! r.g Gruss n ig"
Aft-2
Unnamed
Exis nng C rowing*
AB 3
I Xkruni
Exisiir.g 
Crmsmg*
Aft-4
Chan
lisis ting 
Crosring*
AID I
Giving
Existing C
tost mg*
AID 2
Al 1-1
Avpapwa
Existing 
Crowing*
Antrsa
Edting 
Crossing*
AU-2
UnruLnxd
l-jpanng 
Crowing*
All 3
AU 4
All 5
All-6
Powi
Medcroeda
Imu
Chankiu
Exisring Crossing*
Exinttng Crowing*
Exi a ring Crossing*-
Exstring Crowing*
New
Bodge
Wembef
required _
Gigel / Ab*r
1
Nr* Bridge
X^7 Beles
i eq uircd
New ln?h Bridge
V10
Chanko
required_______ ____
New Bndgr
VIJ
VI2-1
/17.2
Chanko
Avnxva
Avtsava
required
__
tjis iiJig Crowing ‘_
Exiting Crowing*
IB 1-4 SRD4A Engineering (2)Cro*»ifl*
^□nibef)
Location
(Rivet)
Gidug_
Catch
ment
Area
(km*)
17
Design
flood
condition,
1:50 yt,
18
^viH-
Vl«
13
16
r
B
16
17
Description
Existing C roving* Existing Crossin£ Existing Crossing* Existing Crossing* Extiofu^Crossin^’
Cost
ETB Co,t USD
VH_L- 37 38 Ayjup*l_
536
New Bridge ro mrcd 
63433>5^$JS
391,82'
CtL-
Unrurncd^ Chanktt
Mcderpcd*
el / Al»c Rcles
5
25% of other coats
New Irish Bndge required
847.721
9,599,573
$ 50,762
$ 574,825
ofuP<^!±^f
The (ouico5t
, the bridges wd Averts is estimated as ETB 48.9 null™ (including an
. W for upgrading existing structures) The total cost of the all-weather toad
*•-“ «»““■«• - »*»u ,h<“ E™ m w*l6J
nulbon). equivalent to U»
n, . k>«. to to. toy «p»”
"””e ”™,,k
14-Miyll
167M ENGINEERING options and choice of irrigation
*?£S?^cture
ll1
tto<luCt*,n schcni<- (eg “ght *nd kft num can#ls about 100 km and 130
respectively)
Vfith •'**'1 kf^C conccf / appropriate choice of irrigation infrastructure to allow efficient it is in’PofWn‘,0 d|jKibudon. VC'hale the feasibility study consultants’ recommendations
effeenve w”"
inig>t
k»n infrastructure were broadly accepted by stakeholders at the
^neerrung cho,ce ° pcCember 2010, three broad engineering issues were raised which it
0
develop’’’ ” 
requested s
given further consideration. These were:
§pe^d^£PrQKClJ >P^
n
mc,,taJ^n and rhc ProP°^d lining of the Beles Right Bank
Mlifl Canal Stakeholder* were divided between two development approaches (i) a “quality infrastructure” approach from the outset with, as proposed by the feasibility study consultants, concrete protection provided to a gco-texule over a geo-membrane lining, and (ii) a ‘’cheap and quick” approach utilising for example, an unprotected geo membrane to line the main canal, whilst accepting that regular replacement of damaged lining would be required, and / or that upgrading could then be considered
al a later dare Request' were made to scope out the advantages and disadvantages of the fatter31.
u. Pumping versus Gravity Canal Development for (pan of) the Left Bank
Command Area rhe current proposal is to command the entire left bank with a high- level open mam canal supplying water to provide for other gravity or pressure irrigation Request* were made at the December stakeholder workshop to consider direct pumping from the river to command all or pan of the left bank arra. Two scenarios have been considered.
L Scenario I: pumping as a permAneat alternative to the left bank main canal, either for part or for all of the left bank area. Permanent pumping from the main Beies River would negate the need for the expensive Left Main Canal (and possibly the storage dam / diversion
weir); and
it Scenario 2: to use pumping to enable early irrigation development of pan of the left bank area, pending possible construction of the Left Bank Main Canal.
Coacrol Systems and Flow Control Infrastructure onlhg MfliP aod anals. Requests were made to compare the choice between upstream and
downstream canal control systems, particularly for secondin' canals feeding smallholder farm areas where a variety of crops may be cultivated Also the choice of ,rn gation control structures and particularly cross regulators structures eg gated duck
Unr Vcrsu5 simple lift gate structures
Un ?leme
n
su Rar MUIe
only pumped left bank development and accelerated
lrn PlemenLatl
unprotected geomembrane lining for mapr canals allowing quicker
• educed investment costs but higher maintenanceFfdrrd F/fMc tf&bkpa. Stonily o' Waftr cu
Etfvtptn XjiJr /m^d/We ti»>1 / PyjKf
This Chapter considers the issues raised and options described above It r, evaluates alternative forms of engineering in ft a structure that nuy reduce the
costs and reduce development time, cither through permanently changing rhe s
nd
C °n'rn*V .
r
works or temporarily 
nsks invoked in so doing 
deferring 
some
investments.
It
also
discusses
and
seeks
r<
S ’ntify
u
82
8.2 J
Speed oflmplemeatarion and Cad*1 Lining (Right Bank Main Canal)
lufnducton
Tlie main costs of the Right Main Canal System arc the Cross Drainage Structures (33%) lnd
the channel works (61%) which includes the concrete lining. Secure Cross Drainage Structure,
arc essential to protect the integrity of the Main Canal and maintain irrigation water iupply
Thcv are rypicilly at challenging locations and must be robustly designed and constructed and
thus have no or little potential for cost or program savings
In contrast a change to “cheap and quick” lining would have thr benefits of reduced inv
estment
costs, and will reduce the programme time for construction of the Main canal by 3 Vein, from
6 years (for a concrete lined canal} to 3 years
It should however be noted it is ven* likely unrealistic to assume that die speed of area
development can match the fast-track construction of the Main canal Apart from the tunc that
will be required for project preparaton- activities invoking institutional establishment, design
preparation and lender, resettlement plans etc., a finite time will be required for resettlement
and land consolidation activities that are an important prerequisite to well plaiinrd and managee
development In addition, it may be unrealistic to assume that construction of the much more
intensive secondary and tertiary irrigation and drainage infrastructure (which has to include
extensive land development works in the undulating topography), will keep pace with fast-track
main canal construction
Fast-track implementation aimed at minimum investment cost is therefore unlikely to be
matched by early benefits Fast track construction which relies on unprotected geo-mcm
ran
which are infrnor in terms of durability- and robustness will result in premature it rapid)
deterioration of the constructed works wluch will then adversely affect performance °
localised failure and the need for repairs or upgrading of the lining will lead to disrupt1011
operation and supply of irrigation water, which in turn will lead to lost agricultural produ
There will be a period of limited irrigation demand during the nuny season dunng which P
or replacement might be carried out, but this is also a period when it will be difficult co
undertake construction works effectively. The best time for repairing or replacing *
canal lining membranes ii therefore each side of the rainy season when cloud and imit
have reduced irrigation demands, and may enable canal closure for limited periods of« P
weeks.
lift 1-4 SRlMA Engineering '2
14 M>y ”
170*. „ fc-Anyw. ^'•"9 »/ *rW £*®
fZ*’ n**"*1 «, Mi P'*’*' P’*ra
a ^lc l>fe cos« for three luting options have been calculated over a 35 
- For comparative purposes, these do not include earthworks
polin'
for all options The lining options considered arc
.
’W’
C °5 5 ,WCe ,*lc’c un^
Option I: a concrete layer protection to a geo textile ov
pn^ develop™,,
bv
consultants).
Option 2: an unprotected geo-membranc lining stalled for the <4
««y
people, animals or veh.de s in order to provide a 30 vear f„vt
Option 3 an unprotected geo-membrane linmg ms tailed tor i^0100"*1
to reduce investment costs, wnh the strategv to then priding aX^ protective layer after 10 years to upgrade mfrastructure RfMJf , , replacement of the geo membrane finer would still be reared dunng the first
"" 7'"'77°"Y ,'
h d"»■i»T"
.
0W* 1
. .
if - ’
•pus option has an investment (capital) cost for rhe Main Right Canal lining composing
concrete protected membrane of I TH 430 million (USS 25.7 million) dunng the sa year
construction period. Recurrent costs for ongoing maintenance have been estimated at 2% of
the capital investment costs per vear. Given that this is a high quality infrastructure design and construction option, maintenance costs will be minimal and there will be virtually no nsk dunng
the 30-ycars operational life of local failure causing closure of the canal and hence interruptions
to irrigation water supply The cost of this option it 2010 prices comprising investment and
discounted maintenance costs is E1B 358 million (USJ 21.4 million). Since there arc no dis-
benefits attributable to this opnon (see Option 2a below), this is equivalent to a Net Present
Cost of ETB 358 million (USJ 21.4 million).
2a (2.4 mm thick Gw membrane)
Hus option has an initial capital cost for the Right Main Canal lining comprising unprotected
gco rnembrane of ETB 233 million (USJ 14.0 million). This cost would be incurred over a 3-
year fast-track construction period. The intention is that the geo membrane would be
manufactured and purchased from a factory currently being set up in Bahir Dar.
specification of the membrane to be used is not known. Some geo-membranes are prone
tearing and io degradation and hardening if exposed continuously to sunlight. All are at risk
puncture and damage if left exposed, and to theft. AB membranes need to be installed on
with K^ded sub-bases, and placed on a stone-free compacted layer of graded sand,
. acute changes ot direction or slope. This latter would be particularly important at Belo
^akipJlX)rC ^an
P°,Cntu
ca naJ is underlain bv swelling clays. Joints must be high-quaiin d ' P'P g flows are to be prevented, and will be exposed to disturbance and
ul
^ Rth °f the main canal is about 100 km with an average perimeter length of 10
Bec
Jujt
k'te
** Some 1.°°0.000 nr of exposed lining and 100km of exposed joints, exposure is very large, then due io events (factors) such as rearing, puncturing.
4
Ln RU>etni
14- Mm- 11
171Eitofw K* ,m’,,#*’ Dn***
*«*« 4A tari^of , u.«
nm in
„„„ O.-W 
“•* «*** °f•» *h. " 1 is',ikfn “■?
i, x,
foI '>”’ f“'M‘k <3 >•“») 'W h,vt „, *
csunuted at 8%. four um« peatw than if protected by a concrete layer. The prc,Cn[ di b'
o f this opoon comprising investment and discounted maintenance costs is ETB 327
(USS 19 6 nullioo).
In addition, there is the very real nsk that the scale of localised failures would lnean
and probable replacement works (of canal sections) could not be undertaken in the douT available This would other lead to the need for closure and interruption to irrigation supply
in order to protect the safety of the canal, or if supply operations were continued, to m<lrc widespread failure and again cessation of irrigation supply This would lead to loss in irngatec agnculrurai production
These are very real risks, and could occur at any point along the main canal. In part, risks increase with increasing incidence of human and livestock populations, certainly becoming significant by the time the canal reached bcndika. I"hc area of irrigation command below the bifurcation to Hyma which is just upstream of Fcndika totals about 24,000 ha in Upper Heir and possibly about 20,000 ha in Hyma, giving 48,000 ha which could be at significant risk frorr. interruptions to imgatxm water supply. In this context and faking Upper Bries on its own, then the assumption that interruptions to irrigation supply will cause a 5% loss in dry season crop production every 10 years over an area of 24,000 ha is considered justified.
The financial crop margin for dry season crops is about ETB 18.000 ha, giving an annual financial value of dry season cropping over 24,000 ha of ETB 432 million (USS 25.9 million!. Five percent of this is ETB 21.6 million (LISS 1.3 inilbon), This amount of loss production is assumed io occur every 10 years, and has been discounted over the 35 vear working life oi the engineering infrastructure giving a present dav dis-benefit or cost of ETB 40 million (USS 2.4
million)
The total Net Present Cost of this option including for the dis-bcneht is therefore ETB 3-' million plus ETB 40 million, giving ETB 367 million (USS 22.0 million) .
Optw 2b (1.2mm G^mtrnbram,
This has a thinner geo-membrane with an investment cost for the canal lining of Ki B 1^3 milhon On-going maintenance commitments for this fast track (3 years) option has been estimated at 24% of capital costs per annum, or three times greater than if a thicker membrar* is used as in Option 2a above, rhe present day cost of this option comprising investment an discounted maintenance costs is 1TB 313 million
Hie fmanaal crop margin for dry season crops is about ETB 18.000 ha, giving an annual anaa value of dry season cropping over 24,000 ha of ETB 432 million (US$ 25.9 miUi^
penodic failure of the mcjnbnne lining is assumed to rcault in a 5% k>s* pros on e%en five yean Discounting ETB 21 6 million (USS 1.3 million) even 5 vean <AC
l| y
U BHSR£HAFnpncermg(2)
172
laMar”V**'
the35y«f
wor)ung life of the «,g>ncrnnK >»fe««ucturc P' ” a present day dis-bcneCt or cost "nXn (USS 47 million).
• present Cost of this option is therefore ETB 313 million plus E'CB 79 million 3,2 million. USS 23.5 million.
Gww,/' L”*r Vpfradt
6
ty ** 
-
havc ln mitial capital cost for the canal lining of F.TB 233 million spread
Th*5 °P[lo,1^k co0stniction pc nod of three years In year 10 the infrastructure would be < VCf * ^t'b^construction of a concrete layer to protect the geo-membrane at a (present day) U PP1 o|. p-pjj 430 million (same investment cost as for Option 1). Until year 10,
emt up? )r g«/0 ^r annum would be required to maintain the geo membrane, and
P"’nnum ,o maH1ta*n thc coocre,e laTCT
The pre1 c
( div cost of this option comprising investment and discounted maintenance costs is
ETB 405 million.
The Ims of agricultural production is assumed to be equivalent to 5% of the value of dry season production of 24,000 ha. te about ETB 21.6 million, and to occur even 10 yean up to when upgrading occurs As upgrading in Year 13-15 is proposed, it is assume that this drs-benefit only occurs once
The total Net Present Cost including for thc dis-benefit of loss production is therefore ETB 405 million plus E1*B 15 million giving a total of E i*B 420 million, USS 25.1 milbon
Assevnont of Options
A multicntcna assessment is shown in Table 8-1. Option 2b (1.2 mm Geo-membrane I has
been set-aside as this has a higher present value cost than Option 2a, and a lining of 1.2mm is
deemed to be too thin.
JTaMeM: Multi-Criteria Comparison/Smnmarv Table
Criteria for lining ____ .method
Option 1: Concrete &
Membrane
Option 2a: Membrane
Onh
Option 3: Membrane
Upgraded
tan/GyiiWGr/, /ETB <sSy
430
233
233
358
327
44)5
/fc7B
Du W//E7B
0
40
15
Td/.j r &t . ~ --------- — -
—
358
367
420
. 
------------- -—
6 yean
3 vein
3 vein
Minimal. dependable operation: localised
Potential major
di 5 rap non to irrigation ]
Potennal major disruption during first 10
l,? ‘S|,0*Ayv ■
""'■enng ;2)
1’3
14-May-1 iIAb^ufn •/‘I^rr c * Ury
4
EfafM .Vtz
a« i I hrujr •I‘rT*<
Criteria for lining
method
Option 1: Concrete Ac
Membrane
Option 2a: Membrane
Onh*
failure and disruption to supplies un-likeh- no expected reduction crop production
supply due to failure of lining somewhere along 95km length of canal Annual replacement and repair required. Assume 5% loss of dry* season crop production occurs every 10 year*.
v.? '*■'
' PK’-Jed
d *,r'W’noncr
h ” competed
vidd dur to
upgrading
TrfhaaiJ
Low maintenance
commitment
High maintenance; significant resource* ar.d funds required for life of
^project
comnut .
mrf3 pj
years.
L*ui labour
Local labour required for implementation penod hut minimal
requirements after completion of the lining
Ixical la lx Mir required for implementation and thereafter for annual maintenance.
Ixx al labour required for implementation penod and until upgrade 10 years later.
K.2.7 Gondtawn and R/cvmnrtnddrMnj
Conclusion* ire
• Option* I and 2a have roughly comparable total present value costs over the life of the project. The choice between a “quality infrastructure’’ and a “cheap and quick” option is thus not decided by the “whole life” costs (of the canal membrane and protection
system)
• l*he principal advantage of a “cheap and quick” approach (Option 2a) i* that it has hilt die investment cost of the “quality infrastructure" approach (Option I) However ft would incur substantial and much higher long-term recurrent maintenance costs pho may result is substantial (and difficult to quantify) loss in dry’ season crop production-
• The approach (Option 3) of a tempo ran' "quick and cheap" upgradrd to a “quality infrastructure” approach is more expensive
The choice is therefore between Options 1 and 2. This a classic choice often faced for investment in irrigation development, ic
• Do you minimise the investment cost for today’s generation, or
• Do you more certainly minimise the operational (maintenance) costs for future generations and minimise risk of interruption in canal supplies and loss produc
’I’he choice is essentially a question of nsk
• High capital investment (Option 1) means low nsk. le that the scheme will (significantly) under-perform due to operational / maintenance diffiodtic5 **>
main canal
• Low capital investment (Option 2a) means high nsk, ic chat rhe necessary commitment will not be met. year on year for 30 years, and that the schcrr progressively under-perform vear by year failure to meet maintenance cc
tenant* is
14 11
IIH F4 SR04A Fngwrenng (2
174Jter
,>W**
0* 
irdinty 0
be prot«tfd °
.
■'''**
n,rnon pl«ce * nunv irrigation schemes, usually because of financial or phnical CDnl jints. frequently because of institubonil shortcomings (management,
1
^duresi.occastonaUypobnca .
mendaO00' m accordance with the current proposed design concept, is that the ^tended (very large) investment in the BcJes project and its main canals should
| ong-term, and that Option 1 should be adopted
Itn
pumping from the river to the left bank command area, two development
lD ^Tchc' can be considered: (i) pumping as a permanent alternative to the left bank main
>P ^ for pwt or all of the left bank area; or (li) to enable early irrigation of part of the left bank irca pending construction of the left bank Mam canal.
r r the purposes of this assessment it is assumed that several pump stations would be located along the Main I pper Bclcs river with trunk pipe mams feeding individual SDA’s with water for irrigation under either gravity or pressure distnbution
There are three possible scenarios for providing lrngauon water
i. Pumping from the river to one or more night storage reservoirs located within the
SDA command area, and at the head of rach SDA irrigation area. To save costs, approximately 50° o of the total water demand for the SDA would therefore be pumped half way up the SDA, and the remaining 50% to the top of the SDA. NSR’s would
then supply surface irrigation systems to provide 12 hour irrigation per day
u Pumping from the river to one or more balancing tanks located at the head of each imganon command area (SDA). A brxjster pumping station at each tank would then provide pressure for spunkier irrigation to the upper pressure zone of each SDA The physical elevation of the balancing tanks themselves would provide sufficient hydrostatic head to provide pressure for sprinkler irrigation to the lower pressure 2onc.
IU Pumping from the river to balancing tanks set at the head of each SDA, and at higher elevation above the SDA. The lower balancing tank would provide pressure for spnnkler irrigation to a lower pressure zone in the SDA, and the upper tank pressure for the upper pressure zone This option reduces the number of pumping stations compifC<j with (ii above, but would increase energy costs. It is the option which
*ould allow conversion from pumped pressure irrigation to gravin’ fed irrigation hould the left bank main canal be constructed (say) some 10 years in the future.Inimd L>rw*rab.
Afaufry y B Jfir Eaflp
Ernraprjv A’uif Impiftos sal [>-aaarr frapa
8.M Paarptaj^ Drvrhp*f*f Opttoru
In terms of determining the viability of pumping bulk water supply for develop irrigation on the Upper Beks left bank, four options have been assessed as Table 8-2.
Table S-2: Options for Development of Upper Bclcs Left Bank
Option foe Left
Bank
Development
Desenprion
Detail.
Option 1
Combined commercial and smallholder surface irrigated agricultural development
option
lx ft bank main canal supply option for surface irrigation (with potential for part pressure irrigation; covering net imganon area of 32362 ha for smallholder and commercial (sugar) development
• Current prop^d developm^
• Construction of left bank
mwn Otu| f<tf
bulk supply of irrigation wafer
• Construction period 7 ars
VC
• Gravity- supply for surface irrigation
• Gravity supply for pressure irrigation
< >ption 2
Commercialpumped surface irrigated sugar development opdoc
Pumped irrigation to supply surface irrigation to selected SDAs with potential to economically support pumped supply coveting 12312 ha. all commercial sugar development with no smallholder irrigation
• Pumping stations on Heirs over supply NSRs located in selected SDAs
• Construction period for pumping stations 2
years
• Gravity supply to irrigation canal distribution system for surface lrngatKC
• Construction pc nod for command »rra development 3 years
• Relics on pumped water supplies for projn life 30 yean)
Option 3
Commercial pumped
pressure irrigated sugar development option
Pumped irrigation supply including booster stations to provide pressure for sprinkler irrigation in selected SDAs covering 14,774 ha; all
| commercial sugar development with no smallholder irrigation
• Pumping sranons on Beies nver supphr balancing ranks located in selecled SDAs
• Construction penod for pumping stations 2
years
• Balancing tanks and booster pumping stations provide pressure to buried pipeline distribution system for sprinkler ingun*’0
• Construction penod for command ar** development 3 years
Option 4
Phased development of short term commercial sugar with long term expansion to imillhokkf development
option
Firat Phase
• Pumping stations on Bries fiver supph balancing tanks located in selected SDA
• Construction period for pumping stations
vrars
---- ~"
tIH l'4 SR<M \ FnpnriTr.g (2)
P6
H M*»0.nk
Dr^P^-
• First phase pumped supply of
bulk imganon waler for pressure irrigation in selected
SDAs covering 14.774 ha
• Second phase construction of left Innk main canaJ during yean 10 13 and conversion and expansion of scheme to command net 32.362 ha with combined commercial sugar (14,774 ha) and smallholder
(20,050ha) irrigation
development
• Balancing tanks and homier pumping stations provide pressure to buned pipeline distribution system for sprinkler imgatM-r.
• Construction period for command area
development 3 years
Second Phase
• Construction of left bank main canal
• Conversion of pump supply pressure irrigation areas to gravity supply pressure
irrigation (12J12 ha)
• Development of surface irrigation areas for
smallholder (20,050 ha)
• Construction period 5 years from yean 10
1 ro 15
Partial/Uraifir Pumprd Sagar Imgufton
Four areas have been identified as having potential for pumped irrigation see Figure 8-1 and TibJe 8-3 These ire the least fragmented development SDAs on the left bank with the highest potential irrigation intensity and hence highest potential to economically support investment ui pumped irrigation.
Table 8-3: Potential SDAs for
on Left Bank
Sugr Development Area
Net Area (ba)
1 Irrigation Intensity
Approximate Maximum Lilt
from River
BWl
2.139
49.1%
120 m
m2
1.746
54.9%
100 m
JVBy 3
2.746
455%
155 m
bn-tipinof IVC N
5.681
591%
130 m or feed from IVBW-3
■------ Total
12412
The upper boundin' for pumped trngaoon in area * 1,150m contour, llus limit lies at a natural, physical
.. — a i his been taken «the
rvC*-N see Figure ****
between the lower part of area
IVC-N which is suitable for commercial pressure ttn®*°^
upper part which is
j |y by smallholder farmers,
ntcn$ vc
covered by the Werk Mcda plain and is currently occup C
4-1,150 masl and
The upper boundary for the remaining SDAs generally f U00 masl contours, again at the natural boun an
zzr-**
potential intensity for irrigation
1T7i
FtdwW Dmcmfr,' RjfiwWtf &
iMmir/nr «f IFj/zf Enwp
j\74 Jnr^ftM mn!
Pi^rnf^'jkl h»ve not been identified but it is assumed they can be identified where there is ”'W water (for example, on the outsides of bends) and where no / minor evil works
centDfugal pumps located it the end of this basin would then deliver water into the ^ 6.na main pipe system to pump waler to either NSRs or balancing tanks as
from coarse sediment and dehns; thus pumping nver water to a sedimentation tank is necessary
£ floating pump stations;
Fixed bank installation - vertical pump; and
iu. Fixed bank installation - inclined pump
Floating pump stations are not practical given the vacation in river stage and flow velocities encountered in the Belts nver. They would also not be satisfactory in view of the need for flexible couplings and the risk of wear and blockage resulting from the direct abstraction of sedunent laden water Difficulties would arise in adequately anchoring pontoons in the faster doling parts of the river and ensuring suitable flexibility’ in the delivery pipework between the pontoon and the bank during fluctuations in water levels.
A fixed pump installation with inclined pumps is preferred as the most universally suitable syitcm and would be more satisfactory than a fixed installation using vertical pumps
Rnrr Pwy Station
nriined axial pump units are proposed with the pumps being fixed in a permanent submerged ton near the river bed. The delivery pipe would be inclined at about 30° up the river bank
pported on footings to deliver water into a sedimentation basin. I*hc pumps would be ) csel engines or electee motors. Large submersible pumps are an alternative but
c urrendy no specialist service facilities for these pumps in Ethiopia.
14 May-11
179PfdtraJ Df**r*ji tyMi f' E/bupa. Mnuty 4 U'afrr & E"rp
E/htapua NA Irvavrt" and Drutnap
83.6 Sidimutahon Eann
I*hc pump intakes need to be situated dose to the river bed in order to ensure
low flow conditions. However. the pumps will also intake water with a reUdvely 
load, though pump should not normally need to be operated during the rainy sea$c Scdlnier’> sediment loads are likely to be at their maximum A sedimentation basin is proposed t^^
dUnr,?
out as much of the sand and coarse silt fractions as possible. Hiis is especially sprinkler system to avoid blocking of pipes and sprinkler nozzles and reduce wear
system.
r > irnP0rtant untk
l
on trie
1
It is proposed to flush sediment back into the river through a sluice gate and to assist this rj floor of the basin is sloped towards the ris er At the top end of the basin the water would discharge over a concrete weir into the high pressure pumps sump
837 Swui Slant I It&h Prtjsun Pumps
*I*he high pressure pump would be sited within a dr}’ well to facilitate priming With the impellers being below the water level in the sump a net positive suction head would always lx available Strainers would be incorporated in the bell mouth suction inlets to assist with sediment and trash removal. A non-return valve assembly would be incorporated on the delivery to prevent back flow of water into the pump unit when it is not working and tn protect it from inertia forces that could arise in the underground mains. A pressure relief valve would be fined to the lop flange of die non-return valve assembly to protect the underground mams from pressure overloading Isolating gate valves would be fitted cither side of the non-return valve and pump to enable a complete pump unit to be isolated for maintenance purposes A pressure gauge would be fined on the pump delivery.
The number and size of individual high pressure pumps to be installed at each pump station would be dictated by the area commanded by each and die fluctuating demand it has to meet tlirough the year It is assumed that each pump station would comprise four duty and one standby pumps. Maximum irrigation duty for pressure irrigation of sugar is 0.88 J/s/Ha which for the SDAs described above unuld require pumping stauon with deliver}' capacities ranging from 1.5 m'/s up to 5 m /s.
1
83.8
foot 1st Pumping Stations
As discussed above booster pump stations will be required depending on the static head
available in relation to die command area, and to the lmgauon layout. They may be requu
two situations (j) for surface irrigation: io re-lift water from NSRs part way up an SPA
command area to NSRs at the head of the command area. NSR’s would dien provide fio'
surface lmgauun on a 12 hour-pcr-day basis; or (ii) to increase pressure heads at balancing
to provide sufficient pressure for spnnkler irrigation in upper SDA pressure zones, of t° r
water to balancing tanks at a higher elevation .
837
PrpfiAf Waiffiats
A buned pipe network will be required to convey wrafcr from die pump stations to dir ir g
areas. Pipes may be one of three types:
14 May11
UH F4 SR04A Fnpnccnnfc (Z
l8U*C»-*'*'
l>
I
GR*7 aV
3 7 m s
nibble with pressure ratings of 10 bar and 16 bar and suitable for velocities up / provided sufficient (expensive) protection against transient
to m***”1 toVjJed; usually de rated to 1.75-2.0 m/s for safety. However, they
pf X^" ^ °
e,
cun°
with pressure ratings of 4, 6 3. 10 and 16 bar and but arc subject to a
be “npOned'
ii-
uPV(' ** . f. I 5 ro/s due to potential fatigue (it may be acceptable to relax this VC f thicker, higher pressure rating pipe is used). These pipes are being
^'nlt * 3
-U n Ethiopia up to nominal sizes of 630 mm (up to 10 bar) and 500 mm
nun
ufactutt
din '- r
(16 bar).
Sleet steel pipes may be attractive for temporary pipelines if th ar
veloaues (and consequently smaller sizes) than the equrnkm GRp'
be easier to recover steel pipes for subsequent reuse / sale
energy costs associated with higher velocities may make this unattracm/ PUrnpi"g
o f pipes represents a compromise between the investment cost and the additional energy I S5 resitog from higher velocities. For the cunent cost estimates, GRP pipes are assumed for use tn trunk, supply’ and branch mains and uPVC pipes for sub-mains
H r!?
Options
Two options are possible for the pipeline layouts:
l Provide pumping stations and pipe layouts that will allow future connection to the
proposed long term development of pressure irrigation of the left bank, fed from a left bank main canal gravity supply (Option 4 in Table ft-2). Pressure pipeline layouts have been prepared for SDAs IVBW-1, IVBW-2 and 1VBU-3 as discussed in previous sections of this report.
u. Provide pumping stations and pipe layouts that are appropriate for a permanent pumped development with no fururc long term conversion to gravity supply (Options
2 and 3 in Table ft-2 above).
W.x™.,„ ® would -*< d.e ovenll no.e^l.«d
.rep. luphee openung cons for the m. few of opcsoon unnl t gm P _
available. Water would be pumped to balancing tank(s) at the upper
would then feed the irrigation through gravity. As most of the water ™ PUmPwcr(. elevation, the pumping energy would therefore be greater th
supplied as separate zones each pumped to the required pressure
'
•
^’ndc
kyout s C^an° U/’ anin8cnicnts would require modification of the gravity pressure irrigation This would nCU Pfessurc zones could be considered for staged pumping up from the nver. Stiver rc<^Ucc the short term energy costs, but the layout would not be suitable for easy
lOn r° a long term gravity' supply
I Wo
e
fp ^
c rallllrc^ for trunk mams in order to keep discharge heads in a
. ^crease with hurh
C of
depend on the design pipe sizes and friction losses
fl Cf Vc^oc’t’cs- For a single main, the variation in the friction loss over
° W5 ls likely to result in pumps operating with reduced efficiency for
I?
"^(2)
14-Mit-H
181Dr**rtrt» JtyeM.-«/ Sbcjfq of'U^tf <w Hnttj)
r-Jfcevs* .X’/ir /rjyto* Pr^rj
substantial pcnods. The provision of two pipes means that one can be closed I
conditions to enable the pump* to operate more cffiacndv.
Unn«P’nflOv
SJ.11
Iwm. /’//* .fqr/
The selection of pipe size is a balance between the initial investment coat and th
energy cost. A comparison has been undertaken for a t spica I pipeline tn detenm CUnCt11
cost design velocity (which is pipe capacity / size) to the overall cost. A 10%
applied to future costs but the energy cost is assumed to increase by 5% per ycaf
b
comparison considers both electnc and diesel powered pumps. For this assessment I
pnee of electricity is assumed as ETB 0 8/kWh I lowrver, the dectricity tariffs m Ethic
cuncntly under review having been unchanged for 8 years and are now low compared wh
other countries in the region.
An analysts of the cost of pumping against flow velocity was undertaken tor a flow of Im’/,
through different pipe sizes based on pumping 100m static head and assuming that clectnar.
costs ETB 0.8/k\Vh and diesel fuel costs ETB 12 pcr litre, with energy costs assumed to
increase by 5® • pcr year.
The results are shown as Net Present Values and arc based oil a discount rate of 10%, and
indicate that a pipe flow velocity of about 2 m/s gives the lowest cost over 30 years when both
capital and energy costs arc considered I lowevcr, peak flows will only occur for 2 to 3 monih?
per year and ir may be appropriate to design for a peak velocity of 2 5 m/s provided (expensive
protection against pressure transients is provided. I Uglier velocities also result in greater
vanatxm in the pump discharge heads over the full range of required flows Opnmisanon of the
design would require combining of pump efficiency curves with the capital costs of using one
or more pipes of different sizes and the overall energy cost
Figure 8-2:J^e< Preaent Value of Pumped Irrigation Water
I
NPV for pumping 100m static head for l,000ha for 5 years
l H F4 SRO» V Fnpncermg (?)
182
14 Sb* 11---------------
«PV .,p
f UmpinglMmst<(1 heM or
,,
I
^00.000,000 or3°
.350.000.000
.300.000.000
-250.000.000 —
f -200 000.000
Z -J 50.000.000 —
100.000.000
-50.000.000 -
0 -I —
0.00
Pipe Velocity
ne net annuil irrigation requirement for sugar cane is estimated as 913mm (see report SR- 0]Q Allowing 90°o conveyance efficiency and 80° '• application efficiency then (he gross Munnl irrigation requirement is 1268mm or ! 2,680m’/ha. For a pumping head of 100m, the innuaJ energy costs would lx: E’1*B 5,313 /ha for electricity powered pumping and ETB 14,489 /ha for diesel powered pumping. These costs should be considered in the context of a net nurgin for sugar cane prcxluction of about ETB 10,300 /ha. Diesel powered pumping is clearly
'unattractive while an electricity cost of half the net crop margin probably represents the limit of affordability.
f /./2 Patimattd Invutmtn! Costsfor Pumping Stations
Pump and motor performance ratings need to take account of the altitude and working temperature This is likely to cause a slight increase in equipment costs. Budget pump costs for the Megcch (Robn) pumped irrigation project indicate a pump cost of about l’S$ lOO.OOO/m’/s for a 20m head. Die two-stage river pumping station proposed above, with centrifugal second
»ugc pumping having a much higher pressure rating (typically 100m bead) would inerrase Vestment cost, but provide much more reliable and efficient operation and hence reduced Maintenance and operational costs. It is assumed that electric pumps would be used. Indicative
° r * ^-^tage river pumping station to deliver 4m*/s for about 4.5OOha arc given in
Fable 8.4.
T
r
^!£JiCoB« fT
0 wo Sl
.
Suri on
iponcnl_____________________________
U/w head pumps from
plig>>iJpuTOv(5x 
__________
over f5 x Im7s) (with Mind-by)
uTthMtnd-1’^
Cr»il works including sediment basin___ _ ____ PowttUnc 1 (allow 10kmper pumpjtation)—
jjeuned switchgear and substation__________ — LPipcuotlt and vaiy^ at pump station_________.
for minor items fu 10* ■______ ____ - —1
pump nation
USS
500.000
?y).ooo
500.000
250,000 I
WOO
- 100,000
260 000
2,860,000
Cott ETB
8350,000
12325,000 ]
8,350,000
4.175.000
8350,000
_ J^,oa^ 4,342,000
47,762,000Ffjrf# Dtnmfa 
of Ertitfw Miauty ofVTjtrr C1’’’ Ear»y
fi.’mrwa .\7<i? Impfioi tod Dne^f Pnf*l
The com per ha of the two-stage pumping station is thus L’S$ 635 per ha
Booster pump stations as discussed above will be required depending on the layout as discussed previously The cost has been estimated for a typical booster with a capacity of 2m’/s (about 2,250 ha) as shown in Table 8-5
Table 8-5: Cost of Booster Pumping Station
Booster Pump Station
us»
Cott Ftd
High head pumps (5 x O.SmVs) [incl stand-by)
5<X),(XX)
Civil u1j<ks
150.000
Power lines allow 10km per pump station:
250,1)1HI
CJcctncal switchgear and substation
300.000
Pipework and valves at pump station
60.000
8350.0QQ
J3o<ooo
<175,000 <010,(Jon 1 002 000
Allow for minor items fa 10%
126.000
,,
2.104.200
Total for booster pump station
1386,000
23.1U.2OO
The cost per ha of the booster station is estimated at l’S$ 616 per ha.
8. J. 13 Hjtimatrd I nt* tint tut Costs for Primary Pipe Xrtwkj
‘I'hc cost of a typical trunk main from the pumping station has been estimated fl able 8 6) This has ben based on a single supply pipe of 1,600mm diameter with maximum flow of up to 4m /a. a maximum velocity of 2m/s, and an average (between SDA$) length of 6km. Costs arc given in Table 1 -5 where it can be seen that the nsing trunk main is about three times more expensive than the two-stage pumping station.
Table 8-6: Cost of 6 km Rising Trunk Main
1
“"P^ water hu b^ZZt’X, r"3pJ for pressure (spnnkler) water .ppk.oon S J curated at US| 44 mdhon or L ss . ,7. ‘
estimated at US$ 57 mlk,n w US $ 3 
• Approximately 20*. more area « 
than surface fl? 312 k v 
fragmentauon of land i.
• Impmon duties IS
differ by 20%; hence^X^
surface irrigation ' °
P 'Pdi°M'
' a'^io,n0n a"d K 44
,rn Ka'“’" °P^n 2 investment costs .re
JT* 
,fng,,cd undtr
* rng,0on
3 ,nVCSfmC'” *’*'*
“* ba5ed "" foU°'‘’U3g
(14,744 ha) irrrg.wn
“ aclucvi,bk *
* ainf f°r pressure than surface irrigation
And »urface irnganon (1.18 l/«/W * pumped water is required per ha for pressure than
LIB |?4 SR04A Fnpnrenng (2)
184
j 4-P assure irrigation requires the additional cost booster pumptng Manons either to
* \cssunse upper Prcssurc zoncs- or re Uft ua,cr 10 h,Rhrr balancing tanks
| difference in unit cost per hectare for surface or pressure (sprtnkler) trngat.on for irrigation water by pumping. This is an important point, and should be
< htt e
datificd
intended for comparison and are onA- for the bulk supply f
o
inf/rrto command areas, ic the costs of pumping stations, nsing trunk nuins and storage (NSRor balancing tank).
qlie costs are not total investment costs ic they do not whale for the cost of
j^ondan /tertian irrigation distribution systems and land development, that is either: (j , secondary and tertiary irrigation canals, control structures, land development etc. fur surface irrigation; or (li) distribution pipe networks, manifolds, on-farm pressure
jpnnkkr) equipment etc for pressure irrigation The overall costs for
secondary/tertian dements of irngation infrastructure development are 5.812 USS/ha for pressure (sprinkler) irngation and 1.823 USS/ha for surface irngation.
fjtf
In order to calculate the cost of pumping the amount of water required per ha per year was calculated as 1.554 mm (for surface irrigation) It was estimated that, on average water needs to be pumped through 70 m in elev ation to reach the 4 1.150 masl to +1,200 masl contour level discussed above, depending on corresponding river levels and assuming surface irrigation
Fricuon losses were assumed as 4(1° o and therefore the cost of pumping was based on 112 m of head The energy cost was calculated as L’S$ 436 per ha per year, assuming USS I = 16.7 ETB and a unit cost of electricity of ETB 0.8 / k\XTi which gives a total elcctnaty cost of l’S$ 53 million per year for Option 2 (pumped bulk supply for surface irrigation) This gives a discounted cost (10%) over 35 rears of USS SOT million assuming an implementation penod of two years. It is to be noted that the amount of energy required to supply the left bank for this option would be 112 GW yr which is 6.2° o of the 1808 GWh/yr (Hakrow - GIRD rule) to
1* generated by the Bries HEP
^° ^Pa°n 3 pressure irrigation, pumping head is increased due to the need for booster
r
tioni, though this is offset by higher water use efficiency and therefore the need to pump PP oximately 20%) les$ water. The total energy’ cost for Option 5 for pressure irrigation is
million per year. This gives a discounted cost (10%) over 35 years of USS 64.1 million, sunung implementation period is two years.
lift r
r
Coifs of Options for Bulk. Suppi)
l )ta^ cstlrnatcd cost for bulk supply of water under this option for the whole
dr.^" ” l SS * 194 6 171111100 -nus ^eludes the left bank main canal, branch canals and the P^Hpin Wlucl1 Ue *b equivalent gravity supply infrastructure components for the
c
lftVcs JD P °
D ns l^is gives a discounted (7 year implementation / construction penod)
,
e
'^donT C0,t °
f US$ B5 4 *
- million equivalent to USS 4,172 per ha for the current proposed
^”ncnt area of 32,362 ha
■ 8Hiftnng fjj
n
t+May-ll
185P’adM />fW0»mn. ^7i/AnpM. Afraufp aflTaffr d* E*r»ji
IjhMfdan Nfb I matron nd Dns'^p Pnmr
Option 2: Bor the option 2 the discounted present value of both investment and costs ts USS 80.1 million equivalent to USS 6,506 per ha over 12312 ha 
Piping
Option 3: For option 3 the discounted present value of investment and operational USS 102 million equivalent to USS 6,918 per ha over 14,744 ha
Option 4: Option 4 would incur a tint phase investment cost of USS 57 million stnulaf of Option 3 Recunent pumping costs would then be incurred over the next (approxim °
10 years until completion of a second phase of investment involving construction of the I f Bank Main canal and development of the full area at a present day cost of I LS$ 194 6 milbon The total discounted present value of investment and pumping costs for this phased development would be equivalent to USS 174 million, equivalent to USS 5,377 per ha over 32362 ha
A summary of the above costs and unit rates for development for Options 1 -I arc given below in Table 8-”.
costs,,
A’. 3.17 F.iuhalton of Options
Options 1-4 arc evaluated in Table 8-7 and conclusions given below
I
Table 8-7: Evaluation of Left Bank Development Options
i Criteria
------------------------------ -
Otsmptio*
Option 1
Option 2
Option 3
Option ♦
Combined until- holder And commercul surface irrigation
development
Commerrtnl pumped surface irrigated sugar development
Commercial pumped pressure implied sugar development
Ph a ted dc\ehpx\(v of short term coauneretd ttgu with hagte,m expanttoa to trnnllbolder devrhpaoeat__—
Nr/ imj&bk (ha!
323*2 ha
12312 ha
14,744 ha
Phase 1: H.744 h»
Imfia! l*ptonrafatio» Period
7 vean for pomaxv and command area
works
Primary works: 2
years
Command area: 3
yean
Primary works: 2
yean
Command area; 3
yean
Phase 1:3)***
Phase 2 5 ye**
Comparative co,u for Primary System (Bulk Water Su
Capital humtnmtf
Ctrh
US$ 195 million
l*S$ 44 million
pph) fforiu ln< ludinj USS 57 miljon
Pt>mp»ng_
- Phase l:^3
ttulk*
JT*'-
—-------- ~
Anxna/ RffWd Coitj
0
US$ 5 3 million
USS 6 .7 million
Per sent ImvdweAt
USS 135 million
USf BO. 1 million
— — - 1
USS W2 million
B
CS $J’4«* °
UH F4SR(HA l-.ngmccnng
186
)4 MA 11USJ 6,506
Option 3
USJ 6.918
Option*
USJ 4,172
css 5377
USI 59.0 million
USS 22.4 million USS 85.7 million
i SS 410 million
USS 1.823 USS 1.26"
USS 18.6 million USS TO million
USS 1,823
USS 1311
USS 5,812
USS 4,816
Indicative Total Investment and Pumping Com
USS 254 million US$ 176 million
USS 5.438
USS 66 million
USS 99 million
USS 8.044)
USS 143 million
USS 173 million
US$11733
PHjlk 1: US| 27 million
Pluse IL- US| 40 million
USS 433 million US$ 2,070 USS 1338
USS 319 million USS 2U million
USS 6,705
Key observations to be drawn from the above are.
■ The lowest combined net present irrigation development cost31 (USJ 5,438/ha) for Upper Belcs is for the recommended development project for the left bank (Option 1), which would provide 32,362 ha of combined smallholder and commercial farm development using surface irrigation, but with the flexibility to convert (some) areas to pressure irngaDon if desired.
• A fast-track approach for the left bank based on pumping bom the Belcs mer and focused solely on developing 12.312 ha of commercial sugar production using surface imgauon (Option 2) could be considered, but at a 48® o higher (than Option I) whole life unit development cost of USJ 8,O4O/ha.
♦ Hie advantage of Option 2 is that development of the left bank could be commenced with a relatively modest investment of just USJ 66 million, and be operational within 3 sears. In comparison the preferred Option 1 would require a capital investment of about USJ 254 million, and take more than twice as long to implement.
The total investment and pumping net present cost for fast-track development of (just) commercial sugar production under pressure (sprinkler) irrigation, Option 3, is considered rather high at USJ 11,733/ha). In addition, the up-front investment cost
’uld be substantial (USJ 143 million) and in terms of financing would offer no
^vantage over Option 2.
concept of Option 4 is that it would provide an option for future staged expansion n the back of an initial fast-track development option fie Option 2). The advantage of
option 4 would be that large investment cosrs could be deferred, reliance on pumping ssociated costs could be avoided in the longer term, and there would be
°PP°nunity m the longer term ro develop smallholder irrigated agriculture alongside
14-May IIMiwtn dW4/ff &
EttotpM Silt Im&tM l)njt»jft Pwf
commercial farming. The net present capital anil pumping investment
million, some 25% higher than Option 1. This reflects the fact that it essentially invoke
would be superseded and become redundant attcr (about) l(J years.
Overall conclusions are therefore as follows:
• If a fast-track (pumped) option is adopted for the left bank, tius would be C^>ptio ■»
n
which
irrigation for commercial sugar production, lhe
investment cost Io upgrade this to pressure (spunkier) irrigation ^Option 3) would be preclusive and unjustifiable compared with Option 1
♦ If fast-track Option 2 is adopted for development, expansion under Option 4 will be very difficult to justify 10 years hence, and will in all probability never happen
Adoption
is therefore to accept that left bank development at lipper Belcs
will limited only to (pumped' sugar cane production, and to accept that other land which is suitable for smallholder irrigation, will remain un-devclopcd and left under rain-fed agriculture
Choice is therefore between:
• Adopting a flexible long-term development perspective, that is, maximising the development potential of the left bank with a project that allows combined smallholder and commercial farming development, whose infrastructure provides flexibility to respond to changing nanonil and international agricultural demands and markets, and flexibility to benefit local livelihoods and allow changes in farming practices in rhe area,
or
• Adopting a focused short-medium term development perspective; that i* tn adopt a
8.4
8.4.1
The choice is ultimately a political one. In terms of planning for a balanced and long-term sustainable future lhe currendy proposed option fie Option 1) is recommended
Choice of Flow Control System and Infrastructure
( wrtnf
Jor (Mfrs/
Suggested canal operation objectives arc
•
Supplv sufficient for crop water requirements with reasonable flexibility co meet
fluctuating demand;
•
Reliable, transparent and equitable water disinbution with neither too little or too
much waler reaching the tail of the system.
•
Easy / simple operation,
•
Minimal pn%m damage at least cost; and
•
Beneficiaries (farmers A commercial sugar estaie) meeting OAM costs.
I IB l’4 SRfM X 1 ®_onal concept for Belcs « for a supply controlled (upstre«n control) wtan wth ,
ll,e blv h*gh >^cl of nCX,b,1,t>'m WhKh W,‘“ bc relM5<<1 down thc <*“> »««nn in
with 2 pre-planned imgauon schedule. Monitonng of flow, „ vanous
>f,: * envisaged in order to provide feedback for inflow adjustment and to enable
na! performance to be assessed and improved. To adjust /regulate flow, and water
^within the system a variety of control I regulating structures are proposed including:
.Cross regulators /checks;
# Held regulators / offtakes.
. Row measunng structures; and
Balindng reservoirs along the two Main canals
times and wastage can be reduced by introducing intermediate storage and the
current choice of infrastructure provided on the main/ branch canals and secondary canals is
jyned at reducing the losses caused by upstream control and provide feedback mechanisms to
nd operation Upstream control without these feedback loops provided would have lower
apital costs but would have longer response times and increased wastage. However. wastage
nuv not be a major issue until the available water supply and canal capacity is fully utilised
Wasted water will return to the river through the drainage system and become available to users further down the rivet but this should not be at the expense of tail-cnders of the canal system.
A main svstem operator would operate and maintain major / main system infrastructure including the diversion weir and main and secondary canals up to and including the night Stonge reservoirs.
Ahrwthv I f' or Control A rrangcmtnti
It has been suggested that alternative flow' control arrangements which would reduce the investment cosi be considered. Two alternatives have been identified and are discussed below.
(a) Upstream Control with Simplified Structures
-impic upstream control represents the proposed control system with some components cjnunatrd or simplified. The changes could be: (i) the removal of the balancing reservoirs; and A change the cross regulator structures from the combined gated orifice with side spill-weirs to a pred only structure. However, these changes will result in reduced flexibility' and will need ^orc careful (ie difficult and hands-on) operation.
r trcam control without adequate intermediate controls and sufficient monitoring and
’«dba k u a supply dnven
c
control phjosophv usually able to satisfy the demands of upstream
bU ' downstrcarn users tend to receive either too much or too hnk water, rhe slow nature
' respond to demand change leads to higher operational losses and response tunes can be
2 pMrwn> control functions better when supplying crop* 
vanaaons in water
. such as large single crop (sugar) estates as the reduced water demand variations lead to cr "Pcritional losses
14-Miy-l I
189Ftdnlif
AtniJtn afM a*rr Cu £wp
J:7?uyrj4 N/gr J9J prMiuff Prv*ii
Figure 8-3 : Schematic Long Section of Canal Showing Control Struct
r—
_
(b) Downstream Control
Downstream control is . demand driven control philosophy which tends to benefit downstream users wrth upstream users potentially suffering front too little waler if demand exceeds the inflow Dieorcncally. there are no opcratronal losses and response rimes are instantaneous provxied sufficient capacity is available m each canal reach to meet changes m demand.
Downstream control fimctions well when t
as there is a higher flexibility unrh r. u ‘“PP'-'^g "eas with vanaoons tn cropping patterns
driven/ end user controlled system th '
arc not introduced and enforced^ '
introduced Downstream c
channel sizes need to be lar e Fl °
'** '* dCrnan<J v’nat*ons As this is a demand
° f abuSc/ wer lrngaI'un if proper measures Lontr,> end users or if volume water enlarging is not
WflOT canal S,OPCS a,c Te*5’ fl*’
of the requirement for lanJr eh« ' i ’"“k *° ** m°rC C°'Uy lteePcr Kt”'11"1 l*clu<c
(for example, float op^cd
reality, unless the canal seed
to fluctuate tn response 7 
Figure 8-4.
’’7'’'""S' “d COmP,CX
* n<T ,O nuinutn c<>nstanr down stream water levels-
.'V*^ “’"’P"'*1 ,u design flow, water levels will rend emmanandds» IPhhiissiissccalalllerddtthheewweeddgegessttororage ageananddiisssshhowownnonon
«"Tei
I ’H 1*4 SRlMA I* ngim-cring (2)
190
J4-M*-,TM . Wedge Storage Required for Downstream Control
FiT1* -— 
—--------------- -----
Downstream control inherently has lower flow velocities tn the canals which may result in increucd sediment deposition and also provide a habitat for schistosomiasis and other disease
vectors.
(c) Other Alternatives
t,
. , r-\
Alternatives using automation are not considered for initial implementation ui^^ the higher cost; (ii) the technical skills needed to set up and
W the difficulty of maintaining (electronic) equipment requiring po^ J>T of theft However, this option may become more attractive in
l>jue$
infrastructure in the Belcs valley has unproved and the mobile ph<>nC
potential and cost effectiveness for downstream control will be inc
communications become available and can be linked to sensors in th
controls in the upstream section. Solar power can be used as a sour
applications but remote controlled gates would either need mains power
generator.
chcip
slream sections and
site
la-Miy-H
191Ft&r* Dohm
ifErtapk .Wsr/fri »f IT jrr c> Ew»p
Ef/Wflptf • A’/* Md I P^ftt
8.4.J Maia Cuiui Ijinyfudjnj/ Sty*f
While (he nght and left bank main canal*, alignments arc nominally contuu relatively steep tn order to reduce cross section size and the construedo Can*K they cross slopes Typical maximum longitudinal slopes cut-offs for downstream considered to be I S/ZOcm/km22.
nnc,s nn
WrQl aTc
The ground profile along the Beles Right Bank Mam Canal has a steep |0()m dr
approximately at one third of its length The left bank main canal has a 
canal alignment also equating to around 100 m.
The terrain encountered along the main canal alignments for the Upper Beks scheme the option of downstream control unattractive 1 lowevcr, downstream control could be ' provided on those secondin’ canals with flatter slopes
Secondary canal terrain characteristics arc summarised in the (able below Table 8-8: Secondary Canal Terrain Characteristics
P ^’ed
ro P near
ot the
If it is assumed that the slope category H% to 0.8% could be potentially suitable for downstream control, this suggests that approximately 160km of secondin’ canal could be operated as downstream control However, downstream control bnngs most value when demand* are variable and difficult to plan for such as smallholder irrigation For single crops such as the commercial sugar estates the benefit is reduced. Suitable smallholder secondary canal* make up approximately 24.4% and 8.2% of smallholder secondary canal lengths on the nghi and the le bank respectively.
blow Control in Irrigation and Drainage. P Ankum University of 1 cchnolog)
14 11
I'M H SR*MA luipncrrwg (2)
1920*
o't
designs were produced assuming both upstream and downstream control ’ ? ,|opc and shallow soils were assumed, which equate to rock at 0.56m depth
(n ote: A O' ” cr /banks were given a 3m width and non-tnspection banks were given » lm
|(v<pec0
on roa s
tt idth'i; unlined trapezoidal canal with a 0.5m’/s flow on a 1% longitudinal slope * * d trapezoidal canal with a 0.5m'/s flow on a 1% longitudinal slope
•
A
. flume canal with a 1 m'/s flow on a 4% longitudinal slope
t A majofir)
tances /wedge storages were estimated using the rules described tn blow Control Minimi Drainage (Ankum, P. 1995). It was assumed that where required telemetry
|mg>°°n
izi need to nc uu
nhsed to reduce gate/embankment heights when drops were required in the
Th additional cost for automation was not taken into account tn the cost companson.
\X «h downstream control water is stored in the canal posm If the canal is designed unlined, ^agc losses will increase unless the canal is emptied on a day night basis. As the overall rumre of the material is expected to be clayey, the increase in seepage is unhkeh’ to be that
significant.
Ehih emptying will tn turn lead to various timing and system stabilisation issues when refilling the prisms. The alternative is to line the canal to avoid such issues This however will tn turn [eid to additional costs implications. For the purposes of this exercise, the canal was designed
unlincd.
Cost rates used in this cost comparison are based on the costs used in Chapter 3. Structures such as cross-regulators (checks), measurement flumes and night-storage reservoirs were excluded from the cost companson.
Results are presented in the tables below:
Table 8-9; ETB/m for U/S Controlled Secondary Canals
Upstream Controlled
Secondary C«n>[j
Unit cost
(ETB/m)
Asaumpdoa
u^yondary Cinals < 0.8%
552
(530.4)*
Assume 0.5m’/s
-SSSS^fvCanali 0.8 3%
k>
779
(652.8)*
Assume 0.5m’/s
J^u>ndan_Cxnal5 >3%
1684
(1863.2)*
Assume I.Om’/s
pIus 2i/ , fOT itnicturcs
r- -j9^E_______ TB/m fo_,r___D/S Controlled Secondary Canals
J 5
Downstream Controlled
.______ Secoodaay Canala
Secondary Canals < 0.8%_______
^yondarv Canals 0.8 to 3%
^y<mdaiyCanah>3%
Unit cost
(ETB/m)
”81
1088
2626
Aseumpdoa
Assume 0
Assume 0.5m1 s
Assume 1.0m */s______ |
14-Miv-H
193FtM ftyrbtx •fEifafn, htimfry tfW^tr & Evry l-jfapu* Nik lrrtptit* d»d Dnati^f Pny*t
Table 8-11: Summan of Secondary Canal Costs
Upstream Controlled
Secondary Canals
Unit cost
(ETB/n>)
RB Length
RB Cost
LB L
Secondary Carols < 0.8%
552
21958
12.120.816
Secondary Canals 0.8 to 3%
779
65964
51385.956
Sect>ndan Canals >3%
1684
2041
3.437 044
89963
66,943.816
en
141 Cn
—. iiiyi
147471
lOARfi
172520*”
—
Downscream Controlled
Secondary Canals
RB Length
71 OCR
RB Coat
LB Ixrr^th
Secondary Canals < U.oVt Secondary Canals 0.8 to 3° •
Unit coat
(ETB/m)
7R1
/<S1
1157
65964
_____ 1 Al 49.198 76320348
__ 14IS9 147473
Secondary Canals >3%
2626
2041
5359,666
10888
89963
—
28391 a
98.829.212
172520
2l0^i
Coal Differential (%) between U/S and D/a Control Systema
48%
—J!%
The estimated cost differential to provide downstream control for secondary canah serving smallholders is a premium of 43® © compared to upstream controL This is due to the rrlauveh- steep nature of the majority of the proposed secondary canals.
S.4.5 ( ourpatibiSt) with 12 hoar lmpfion
ITic compatibility of the different control potions with proposed 12 hour irrigation and night storage reservoirs on the secondary canals requires consideration, The recommended canal control arrangement takes account ot the on-off nature of 12 hour irrigation. 7*he availability of irrigation flew will be controlled by the releases from the night storage reservoirs with the challenge of getting canal flow’s stabilised as quickly as possible each morning. The combined weir / gate check structures facilitate this The use of simplified check structure* will make
5 tab tlis a non of the daily flows more difficult.
In theory, downstream control would make the operation of (he night storage reservoirs easier Uben the farmers stop irrigation at the end of each day then the releases from the reservoirs would stop automatically and the incoming flows would then refill the reservoirs.
Table 8-12: Mold-Criteria Comparison/Summary
Criteria for control
method
Capital Cotto
Afipktabth/y
/ lytirw faamx [•nfftnwi'r
• Response nines
Simpler Upstream
Control
I
Proposed Upstream
POQuo*
Hase cost
Al! canals
Poor rrtpomc times bur
intermediate storage can
help accommodate small
(+/- 10%) fluciuatton* in
flow
194
Anticipated 20%
saving on current
prcpoaal
.U1 canals
Very poor, «dl
fluctuations in
demand need to be
adjusted from the
headwork*
Do»n.irr<“ CooiroJ
Around 43% more than
current proposal tor
upstream controL_____ __
Can be applied to the fljttc*
secondary canals
Good, demand based
iv’stem with an •jmmeduff response to change* in
demand
tIH F4 SR04A Enjpncrnng (2)2
Proposed Upstream
Simpler Upetream
Downjtream Control
Control
Control
()peranonal losses can be
< Operational losses
Good water efficiency,
moderate, bur if well
arc high when there
gates operate automatically
operated intermediate
arc fluctuations in
in response to variations in
Co«P^of
storage and early feedback
demand.
water tiemind Ixrw
cf
p r»“Dn
will reduce rhesc losses. A
Operation is resource
requirement for operating
RCSCMJ/CC
moderate number of
intensive and needs
staff
mobile operating staff arc
to be properly
managed.___________
Intermediate storage can
Poor adaptability to
Excellent adaptability to
help accommodate small
variations in water
variations in water demand.
Adaptable to
4 /- 10% fluctuations in
demand, system can
Depending on selected
demand, system can be
be automated at a
j^und/tropping
patterns
Adaptability to
infrastructure systems can
automated at a later dare.
later date-
be rewired'
vuuuons ,n
dtK-hargt
Future
improvements
W
Downstream users can
Downstream users
As rhis is a demand based
Equity of supply
suffer from too little or too
can suffer from too
system this cin lead to
Tampering/Wat er
much water.
little or too much
abuse by farmers using too
theft resilience
water
much water. Upstream
lx>cal Practice
users can suiter from a
shortfall of water if over
abstriction occurs
downstream. Farmers may
also tamper with the control
structures.
I'h.
cost premium Linked to providing downstream control for smallholders is not considered
triable and therefore it is nor recommended to take this option forward.
1 intermediate storage and providing simpler infrastructure will remove the feedback P ’nd flexibility intended to assist the operator. Thu is likelv to lead tn high operational
>5 ^^ch are unlikely to be acceptable.
14-Nhyll
195t-M IVwx-u*. K/f'atic 9] i’Jbttftd Stnut^ f W'offr & Ewp
l:fhvpwn \iir /rr?^«?< j»i/
t
Prwnf
8.4.7
Cjtmul Proposal for Chort of Plow Control & Relation StrudHrrj
On the main/brandi anils cross regulator consisting of a gated duck bill
The cross regulators are sized so that the gated flume takes 50% of the da* duckbill weir also passing 50% of the design flow. Cross-regulators include wh * drops and downstream energy dissipation, a road badge and a flow m«« 
.
downstream.
,ca5Urernent
fc Wed
The secondin’ canal check structures hive a similar gate/weir arrangement with the rtumc taking the design flow and the war taking 20% of the flow. In addition check the secondary canals include drops where requited and a box culvert which acts as , basin and a mad crossing.
gated
In both cases the wvirs are intended to provide a feedback mechanism on whether there a a shortfall or over supply of water whiles providing a degree of passive control.
8.4.8 Altemativr Options
(a) Main/ Hrinch Canals
Two main alternatives/concepts are available on the mun/branch canals Either a simpler o- i more complex structure can be provided
'rhe simpler alternative considered is lor simple lift gate(s) over a broad crested weir or flume taking 100% of the design flow
More complex alternatives such a float gales with cither upstrram or downstream control are also a possibility
(b) Secondary Canals
Eor secondary canals vertical lift slide gate(s) regulating flow over a war or flume as *uggc» above arc also an alternative. Another option considered would be to introduce Hills pa control in the form of a duckbill weir passing the full design flow
rhe potenuxj for coil saving for the check structures is Io idler the design philosophy of potential drops and the road crossing. An alternative consisting of a verticil drop (wlien required) and a pc instead of a culvert is hkely to lead to a modes! cosi reduction (sec
pi
arrangement shown below on Figure «-5). It is anticipated that such an altemanse arrange™"' w.suld reduce costs by around 15-20“/. as the plpc would remove the need for a culvert and » road bodge However, unless the pipe. „ gencrou.lv sized, these structures are very vulnerable
c
io blockage if stones ate dropped into the shaft
1<Ma‘
UH E4SR04A lingmerting 2)
190iro ducrd for both a selected Main canal cross regulator structure and for a
hof the Main canals
. A simple broad crested weir with vertical gates, and
• A float operated gate.
for the secondary canals
• A simple broad cresred weir with vertical gates; and
• A duckbill weir designed to take the fuD design flow, ie Qdesign.
(b) Main Canal Cross Regulators
An alternative designs for rhe cross regulator at CH 31 +150 on the nghr main canal suggest
that savings can be made compared to the current proposals
One of the issues with the comparison of various structures is rhe issue of available headloss. Where the structures include drops (and by implication have additional head available) there is more scope to produce cost effective structures if additional losses are allowed for tn the dcsig w order to take advantage of the simpler design.
Where available head is low? there cost differentials between structure types will reduce
The
cujjfpf k° d crested weir with veracai gates is approximately one thud of the cost of the
af
n
Potential O5C^ ^CSt^ * however Lhis only equates to 1% saving for the main canal Another
of l.fi9/ r l aVm£ B ro remove the balancing reservoirs, this however only relates to a saving
C roraJcosr of the main canals.
r Uam canal due CoruParc^ with the increased resources required to effecGveJy operate the ^creased ° ,ncfcased operational complexity/ lack of feedback mechanisms and/or
1 drop m PCratJonal losses which uiU occur in the system. Even with additional resources
14-May-H
197hdrrv/ Dtvtrvtn vt Mimfri tf Wjtrr & Eff^i
I lbtpU.1 Slit Jfrftj'** Jtd
(c) Secondary Canal Cheek Structures
For secondary canals, due to 6c 100% : 20% split and the box culvert w
additional cost required for 6c side weirs is minimal and is estimated that th
only equate to a cost reduction of around 1%.
For a full duckbill weir option potential cost differentials arc more complex to estimate dUc the influence the arrangement has on gate sues allied with the significant influence the proposed gate has on cost (up to 20% of overall costs). If the proposed gale is small, the Lkeh cost premium for providing ftill design flow capacity for the weir is estimated at around 5%. However where gates are large this could in rum lead to a 5% cost saving.
Table 8-13: Multi-Criteria CornjiahsoQ/SununAryTablea
rcT rtova| M
Structures
Current Development
Option
(Composite duck bill weir
& gated orifice)
Broad created weir Vertical Lift gate
Capital Costs (.Main Canal;
2/3*s cost of Broad Crested Weir design
1/3 of the cost of the
current drvrlr ►nmrnt option
Capital Cent (Secondary ('.anal)
Duckbill weirs only cost 1% of the total cost
’. ---------- 1------- 1® o cost siring from
current development op»aon
Flow (Main Canal)
50° « through gatr, SO* ■ over duckbill weirs
100% over gated hoard crested weir
Flow (Secondary Canal i
100% through gate, 20% over duckbill weirs
100% over gated Ixurd c rested weir
Operational Efficiencies
• Water efficiency
• C* >mplcxiry of operation
• Resource requirements
Local operation infrequently required as duckbill weirs maintain upstream full supply levels. Orifice garrs allow passage of bed sediment and would rarely be lowcred Maintenance costs are lower due to only 1 gate and no (minimal) requirement for a gate operator. Difficult to tamper
with.
Allows (local) control of flow's / water level* at structure. Acts as weir when gates are lifted dear of d* water. Allow greater flexibility- for example eady morning supply cart he sent m rail coders by opening gates, or kept for head coders by closing P*fe
Opera Donal Flexibility
• Flexible in varuooru m water demand/cropping patterns
• Flexible to variations in discharge
Do not allow same degree of (local) control of flows / water levels at structure as gated flume structures. Providing long errs red (duck bill) uylts tn
coni unction with gates to
Competent gate operators
4
required at each stm -^ Good cexnmumcao*^ required - In«e««d
leftdoMdof"’**4'0'
--- ---
11
i;B E4 SR«X X Kngmccnng (2)
198^FJbt^. W*fn >fWa/ r<- E^.
t
StAJCfum
prnmt
^'^nveh-,^,^.
fluctuate tt1fho
adjustments will Provide »hc
desired
nec”’*V How
r ^»>on without the need
for trained
rarofs.
Cmbrim
Thr cost living of sunplifrmg the cross rcguLltOfs u
“ * devdopmcnr opuon should be kept
,snn
•“ ud *' “ *■
’ cffi^aev
199
14-Majr.ll■P7WM. Ml*"'”
ginee
r ng works prel minary
,
, cost estimate
COM C*anUtC f°r cnguicenn* works lre P^d for the follow™
The PffK oents.
pX"d ’torage rW“V°“ (f“ dC,al,S “* rCpOrt SR (MB
t on 5P,cm ,ncludlng diversion weir and other issodated struemres;
Stonge Dim);
* lnig» ’
On &nn irrigation A drainage development including land terracing ind smoothing. ’ Mun drainage and flood protection; and
, A|).weather roads
Bill /tern* *nd
V The bill of quantities will comprise separate bills for each of the main engineering components
^th standard bdl item descriptions
Sufldurd BoQ items arc being prepared for each bill. Unit financial riles for key items have
l^n derived by rare analysis and are included in Annex A. These financial rates indude for tues creep' for VAT (see Section 9.3 I below).
Bmc specification requirements for materials and workmanship are outlined in Annex H ind some key points where they affect the cost assumptions are discussed below
9J Estimation of Unit Ra res
Rites have been built up from first principles and have therefore been broken down into their individual components, eg. labour, materials, transportation and equipment costs and contractor’s overheads The basic data have been updated in December 2010 and take account of the devaluation of the Ethiopian Birr during 2010. The exchange rate current ar the time of unit rite preparation was US$1 = ETB 16.7.
The mut rates assume that the works would be undertaken by an experienced contractor able to buy materials in bulk and using a combination of owned equipment and rented equipment. The wt rates include a 30% allowance for overheads, profit and taxes. The overheads include the operation of the contractor’s head office including administration, procurement, financial nunagetnent and operating capital, staff administration and indirect payroll costs, insurance of
addings and equipment, etc. A separate provision of 10% of base cost is made at the project 1 kvel for the site-specific overheads such construction of camps, insurance of the works,
«c
34-Miy 11
201rtdtni
9* Afar/ty •/ITWrr cv E«np
Elbtpj* Xi* Irq^*** jd Dm*< Pnf^f
9J, I
Taxtf
The unit rates include for all taxes and duties except for VAT. In detailed financial
a record of VAT is kept for all transactions However, for estimating purpose i * ° g.
(
C >Untln
convenient to add the VAI to the total cost and not try* to account for VAT at diff
Imported items are liable to import dunes and taxes as defined by the ERCA tariff
example, for spirally welded steel pipes (code 73051900) the taxes and duties arc
(i) Duty: 10%
(ii) Surtax: 10%
(ui) Withholding tax: 3%
(w) VAT: 15%
Except for VAT. these levies are included in the cost of imported items
9. $.2 
Labour Raftt
labour rates have been calculated from local knowledge of rates per day/month of unskilled
and skilled labour, sec Table 9-1. These labour rates arc cost rates inclusive of taxes payable on
income but exclusive of other employment and social costs. These arc included in the allowance
for contractor's overheads
Table 9-1 - Labour Rates
Salary* ( Birr )
S/N
Job Tide
Per day
Per month
Wage
(ETB/bour)
1
Daih labourer
20.00
2.50
2
Machine operator •
——---------------
-
3
Mason
70.00
8.75
4
Plasterer
80.00
10.00
5
Bar bender
80.00
10.00
6 Carpenter
80.00
10.00
7
Skilled labourer
50.00
10.00
8
Foreman
3,000.00
12.50
9
Surveyor
4,000.00
16.6?
10
Construction engineer
7.DOO.O0
29.17
11
Project manager
10.000.00
41.67 J
• Machine operator cost* arc included in the equipment rental rates
14
I H H SRIHA Itaginccnng C2)
202, Miu/rn »/ W'afrr €*•
PtVff^
SouK«s o
f the main
construction materials that are available tn Ethiopia we listed below
T>bk9-2:Sou««*e_--------------- M<tcdal —
Am um ption*
’®rcga'"
Either the contractor will open up his own quarnes or be will purchase from small scale operators
Ceinen'
Purchased direct from nearest cement factory (currently Ikten forMegech and Upper Belrs. Mugher for Negcso)
. smalHteel
Purchased from manufacturers in Addis Ababa
Timber
Purchased from warehouses in Addis Ababa (imported timber) or rarest available source (locally pr< *duced umber)
Concise - ----------- ---------- -
Assumed lo be pre-cast by contractor in project area
Purchased from nearest factory (Addis Ababa. Bahir Dar)
J * i --------------- ------------- GRP p»pes
Assumed to be imported although it may be attractive to set up a factory in the protect area if the quantities are large
Sted nines up to 600mm dia
Purchased from Addis Ababa (Oromia Steel Pipe Mill)
Sled pipes > 600mm du
Assumed to be imported spiral welded pipes
Water control gates
Assumed to be fabricated in Addis Ababa
Gibton baskets
Assumed to be fabneared in Addis Ababa
n»y a«a.« be imported. »>- --
Ixaux,1 is mH&mo to he importedduce* »d»
contmxon wdl have access to sufficient and nm y 
be made within the project timescale. Alternatively, s
the project implementing agenev and issued to the
transport from Djibouti can be significant components o
particularly if thev are bulkv (for example, spiral welded steel pipes) GRP pipe costs arc based on indicative FOB paces supplied by a nunutaer
"Z
by
vzhmntnp and
of ^>ncd materials,
P»pc costs depend tn the size. Pipes up to 63(>mm diameter are expect lMUfncd to be ^nufactured, such as by the Oronua Steel Pipe 1 *ar?cr stc<^
wiponed with shipping, transport and taxes making a significant con PVC pipes are being manufactured by several factoncs in Ethiopia inc u
Dai which has indicated a budget cost of ETB30/kg for PV< P‘Pe estimated cost for concrete includes the assumed cement con
to the costs,
factory in
14-MivH
203hdfr*. 
Fthtf^n Sdt
Mmuty fTtffr C*" /: wnj;
j«/Pnr»arr Pwa/
able
Concrete dw
' "fl................... ........... —-------- luring Strength
C-10
10N/mm’ compressive strength
-------- &?en
C15 
l5N/mm’ compressive strength
___ ISO 1
20N/mm* compressive strength
- - - - _ 1
C-20
C-25
15N/mm’ compressive itrength
C 30
30N/tnm* compressive strength
.
4001
Vn
rn'
The assumed cement contents are based on volume batching of concrete
variable quality which can result in significant variations in actual concrete s c*"*™ of
additional, a substantial proportion of the cement produced in Ethiopia is PPc^
Portland Cement) which has a lower specific strength than OPC (Ordinary Perth
Actual cement contents could be reduced if good quality weigh batching is used and c
of consistent high quality. Plasticising admixtures can also be used to reduce rhe
while maintaining acceptable water-cement ratios, producing workable concrete that is cm r,
compact and extending the time between concrete mixing and placement
Steel reinforcement is assumed to be locaDv produced grade 40 sted with a yield stre
ngth of
270N7mm2
Formwork is assumed to be reused six times for rough face formwork and four runes for fur
faced formwork. It is, however, likely that a competent contractor would invest in rcusablr
prefabneat cd steel panels. It is assumed that smaller concrete items such as pipes or (cruarr
canal structures would be precast under controlled conditions
^.5.4 TrwuptrfCtJfj
th
could not he sourced within the project areas will need to be transported from Thr transport cost is based on the distance travelled with the cost reducing with
increasing distance The typical haulage rates for a truck carrying a load of 20 tonnes or 14m’
wrp,) or 20m1 („.cked cwgo) m b (ed m |ab|c 9 4
,
.
Table 9-4 :
Distance .. 'fco)
Track
coat/km
Loose cargo
ETB/km/m’
Stacked cargt ETB/km/m
Dcnie ca<8°
ETB/JeZ®^
Oto 10
30
2.14
1.50
W ro 20
25
1.79
1.25
20 to 50
23
1.64
1.15
50 to 100
22
1 57
1.10
100 to 200
21
1.50
1.05
200 ro 300
17
121
085
>300
15
1.07
0.75 
11
UR F4 SR04A I npnemng (2)
204afe rh<m calculated for each key nuierul based on the assumed durance to the fransf*”1 '' Qf material. Thu cost is then added to the base cost of the material to give
proicc* 
for csamp^’
inte^00 >
gt ,he project for use in the unit rate calculations
costs were calculated from Addis Ababa and Djibouti (if they are purchased project area to give the total cost of materials delivered to the project
materials include shipping and insurance costs.
Yhe costs of “°P°nc
re<?uire special transport arrangements and security as well as experts in the
tjplosncs
handling10
effect f«r,,cK "
^pj^jves However, it is expected that the use of explosives will be cost Don ln pans of the Upper Beles area,
6 ) J uipmcnt cosu are based on budget rental rates given by some equipment suppliers
Suppliers’ equipment rates include, operator, maintenance, equipment owners’ overheads and fit These rates are reduced by 15% to remove the allowance for overheads and profits
which are included separately in the unit rate calculations and the estimated fuel cost is added It is to be expected that a large contractor will own much of equipment required for a major project and will only rent equipment which is needed for a short penod Estimated hourly cost rates for key items of construction equipment are presented in Table 9-5 These rates include depreciation, operator, maintenance and fuel but exclude overheads, profit and VAT which are included elsewhere Indicative fuel consumption is included in the equipment cost build up and :r can be seen that fuel represents about 40% of overall equipment operating cost. Older equipment mar have lower ownership costs but new equipment will usually have better fuel efficiency.
InHWHTTUjg (2)
14-Miyll
205Alrw*) •flEsfrr cf
} .itwftji Xi* J nr-£ ?< Dw** frw*r
r,
Table 9-5: Assumed Equipment Cost Rates
Type of Equipment
Bull Dozer
Bub Doret
Bull Doxer
Motor Grader
Motor Grader
VUhed lxjader
Wei Loader
Dumper
Excavator
Excavator
Excavator
Compactor Roller
('> impactor Roller
14m 1 >ump Truck
14m* P imp Truck
14m* I hamp Truck
16m' Dump Truck
VI iter Truck
Specification
250-350EWHP
14O-2QOFWHP
100 14UFX11P
100 1501*7X14 P
>150FWHP
1.5-2.5 m'
>2-5 n?
____ Im1
<1.W ”
>15m1
jack hammer
8 -10 tonne
> = 15 tonne
<10km in hr
10 20km in hr
20 40 km tn hr
10 20km tn hr
12CXK) 14000bi
Basic cost
(ETB/hr)
(litfcg /
hour)
(ETB/hr)
__ 43^.5
J75 312.5
-25C *123
250
3123
375 437.5 187.5
1
Cement Mixer
Concrete Mixer
lOOlitr^
1000 litre
Tramit Mixer
1 3m'
Mobile Crane
18T5
>10 tonne
VC agon DnD Crawler
125
4500kg
1875
Assumed cost of dievl fad (gannl) ETB 12.5/litre
Hie cost of earthworks includes for compaction of 95% of Proctor maximum dry dewiy wk pprnpnan moisture control and mixing to ensure the moisture content dunng rompsrUDc u
wi _4 ® of the optimum moisture content. Tins will most likely involve spnnkhng with
water
^-15 Q/r build-up
° calculate the rate for each individual work item, fur example, reinforced concrete, excavation, etc., the cost per unit was calculated. The cost was calculated from Gn< pnnoplr* using the following components;
0 Materials
(it) Equipment
(in) Labour
.tv) Allowance of 30® 0 for contractor’s overheads and profits
“ unit me build-ups use a senes of linked tables in an Excel spreadsheet so that am w the input costs wnU be reflected m the calculated unit rates The calcuhted unrt r>» rounded to the nearest Bur for use m the cost build-ups
UH E< SRCHA Engineering 7
206•(****&
J*"**'* w
. f^" o,her *"'"
n ,f f5Unu^ “* ra,csj”ve beencomparcd *' — wdnuted bjr Tl)uJ
M egedi (Se«b») p^ -tganon pro.ect and key urut rafcs « prcScn(cd „ 
J w« <°> *. TJul '■■"■■ M«d. aw »h,„ *. „h ngc „„ s ,
'
w ta.
»r ** •* us,« *. .o.t„„„g wlwh U ™‘'z
|he cost of fuel »od other imported items.
°m
It cm, be seen that the estimated unit rates are broadly comparable after allowance for th
^crease in fuel and cement costs. A shortfall >n national cement production means that the
naDonal cement price tends to be controlled by the pnee of imported cement
Estisntdon of Quantities
Earth^du and Channel Quantities
Earthwork quanunes associated with the canals, flood bunds and drains were calculated ustn
Excel spreadsheets Original ground profile levels are extracted from the DEM and des
levels are calculated. Cross section parameters are defined as formulae which can be repeat d
to, «b ««. «.»» Tr«J. md,™ed ■!». 20 „ „„„ , * 
plaj p|uj
?
in design. give a good result.
®
A detided hydraulic design and quantity calculation was prepared for the main canal because it
w a major component of rhe works, llie quantity calculation took the cross slope at each
calculated cross section into account.
A detailed hydraulic design and quantity calculation was prepared for selected secondary canals.
These provided a basis for estimation of the cost of the other secondary’ canals based on their
flow and the ground slope for the three categories of canal.'
• Unlined canals on slopes of less than l°o (in direction of flow)
• Lined trapezoidal canals on slopes of 1% to 3% (in direction of flow)
• Linrd rectangular canals on slopes steeper than 3% (in direction of flow)
Constructing the main and secondary canals using shrinking / swelling (vertisol) material is not
recommended and suitable imported earth fill material will be used. Suitable imported fill will
also be used for all road embankments.
Quinones for ternary field canals and drains arc estimated fiom
fof samp)c
cross section areas. The lengths of these works are based on c
veas and applied to other land with similar slopes and development type.
1 r ‘*lr*vn .
nf
207
14 May 11I
AtiMitry
Ft^jrt \m In^ MHt Dr^^r [^,f
-------------------------- - ’***“•*'•■ uciwrrn n«i< row miiu i snai Halcrow Work description
unu ivi
uci lor ivicgcvri
Proposed Unit Rate
(ETB)
Tahal Work description
Unit
Hale row
Tahal
Earthmoving
Site clearance and removal of n«p «<«| r<* a mac depth id 15 cm
m1
10
1021
Clearing and grabbing area of works
1-.iravatioa in all rrpe of seal except rock and disposal for haul distance within
500m
m’
2200
Excavation of normal material routed m 1.5 3.0 (avenge of all rates)
1’ifl with selected matrnal from excavation. including compncmm
32
47.52
l.atrt over Items 4 02,4 03.4 04.and 4.05 foe Specially compacted fill or backfill
Excavation in rock and duposai (<>• haul distance within 500m
m*
160
204 27
Excavation m soft rock
Extra over for above earth works items for haul for haul distance beyond 500m
m’ km
5
9.77
damage of rarplus excavated material (within 1km lead:
Masonry and Stonework
Provide and place stone masunrv above pbnth
m’
665
350 00
Random Rubble stone masonry with 14 cwment sand mortar
Provide and place stonr ma«*wirv bckju pbnth
m’
627
375 00
Random Rubble stone masonry with 1 Ocunwnt sand rrortar
Provide and place stone np rap
m‘
142
13000
Stone Rip Rap
Provide and place stone pitching
in’
178
150 IX»
Slone Pitching
Provide, place and fill gabions with stone
m*
538
172.00
Average of Gabmn boxes and Mattresses
Concrete
Provide and place (. 10 lean concrete
m*
1056
807 30
Supply and Place concrete claas C10
Provide and place CM5 concrete
m’
1391
81420
Supply and Place concrete class C-15
Provide and place C 25 c< metric
m’
1736
1053.03
Supply and Place concrete class C 25
Reinforcement bar, including supply, bend, and etc
25
1800
Supply and place reinforcement Sled
cfr
Fur face (mm work, including transporting, placing etc
:m in
13816
+
Supply and Install Formwork
Supplv and Install Formwork
Expansion gwit with wuerMup and cumprcwblc ffllir
’5mm thick cimcrctc lamng tww geotextile and impermeable membrane
286 2"
128 94
65 00
Insial* rubber wafer stops, 20mm thick jotnr filler and pent sealant
('imcnrc Lining thick HJ3EP
fur
Canah
♦
Gcrxynthcric
lining
forcanab
unng
I.dm
Supply and lining with Gcnmcmbranc
1 < •ciwinthcnc hnmg for canids using I
(Mi thick IIDEP
Precast concrete pipe du 3C*»mrti including tramp* <t and placing
Supply and in* tail 300mm du R
prwa«r Cnncrctc pipes including
y Ptcian concrete pipe do SHOmm including u import and piacmj* x.-..._ t
382.63
______________________ ___________________________ i Supply and u. SiFutapfpl l5y2a5nmdmtn<FlulaRil 5C2p5rmeemxjdfuConR Ccr pr etee pi m pr t C<onmcrr/eutes pi lnpeg r rnchntmg
716.41 ] brddiojf ____________cP
rAj fll
<^.rr^ drawings are being prepared for at least one of each category of structure.
. lcd ^c5l^n5 .hr^e reference structures arc then used to estimate costs for all
r
Qu*nut>e* ’ ° similar category structures will be determined by factoring costs on the
n
,tnKtUf disdX ^Pir'n ’ nUmbCr °f ICng,h “ lpprOprU'C
alvsis of the canal drop structures that had been designed in detail
for e*
-ample. ««Teswon P
idthefoUowingtehoonsh.ps:
u
revt'-
structure on lined rectangular:
Cost is 12,200 
Q’>HUM
• Drop
• Drop
structure on lined trapezoidal
Cost is 14,730 Q°”H
• Drop
Xture on unhned trapezoidal: Cost is 32.P0 Q°' H«
TIksc relationships quantiA the relative significance of the dcs.gn paramere r wo- situations. Drop structures on unhned canals arc relatively expensive both
transraon and upstream / downstream protection and also becaws^LL u T designed to be steeper, with smaller cross sections
< “f‘<Wnr
*nnds will be
For estimating purposes the quantity of steel reinforcement is based on the structure type and lafcelv loading The total weight of reinforcement required for any structure may thus be easily determined once the reinforced concrete volume has been calculated Recommended wall and slab thicknesses for various wall heights and the typically required amounts of reinforcement fin ’• by volume and in kg/m of concrete) are presented in the tables below-
Table 9-7: Indicative Wall Thickness and Reinforcement
J
Walk
Height (m)
Thiclcneaa(m)
Steel
%
kg/mJ
0.5
0.12
6@ 200
Each way (1 layer)
1
0.15
8 @200
Each way (1 layer)
03%
23
IJ
0.25
10 (a 200
Each way ( 1 bycr;
030
10 @200
Each way each face
4
0.35
10 @ 150 Each way each face
0.6%
45
5
dzz
0.50
12 @ 150 Each way each face
0.55
I6@ 250 Each way each face
I Indicative Floor Slab Thickneaa and Reinforcement SLabi
Normal Wall
Steel
6 @200
8@ 200
10 @ 200
10 @ 200
Each way ( 1 layer)
03%
23
10 @150
Each way ( 1 layer)
12(d) 150
Each way (1 layer)
16@ 250
Each way (1 byci)
* ,ht*nD (2j
g
209
14 May III tatril DnwJr. R^ric. ft'EMupa 36ar//n tfU'artr & Eieip Xt* /rr^jOo* nd Dm*Qr Prvftil
Note: for slibs greater than 0.55 m thick where the extra thickn amount of »teel shall be as for a 0.55 m thick slab
Table 9^: Jndicative Bridge / Aqueduct Deck* / Beam. Reinforceme
_ Bridge / Aqueduct Decka / Beama
’*
Squired tn
_jpa„7m Span (Tm~) I~ C
oncreCaeontchrieetefaae tliicaa kxa(ena»)a (m)
R *®foaccoie_
A0 l— - 3m
■ **
"
“----------- —
3 -6m
See drawings STD / 63 &
6 * 9m
STD/64
9 12m
2_0%
2.6%'
4 3%
Table 9-10: Indicative Box Culvert Reinforcement
Box Culverts
Span (m)
Concrete thickness (m)
0 3m
Sec drawings SI D/61
3 6m
13%
2.0%
9.5
Coat BuM Up Approach
The approach adopted to budd up an indicative cost estimate al this stage is described in the following section by component, and was broadly as follows
• For the main canals, alignments were identified, profiles prepared and earthwork cwt calculated (sec Sections 3.6.6 and 3.7.6). Structure costs were estimated from the quantities and costs of typical structures that have been drsigncd(scc Sections 3.6 ' nd
3.7.7);
• For branch and secondary canals the costs were estimated from available data based on sue and slope (see Sections 3.8 and 3.9.6);
• Diversion structure costs were calculated from a detailed cost build up, sec SR 04B Engineering Storage Dam.
Costs of tertiary and field canals and drains were built up from quantities and cost* sample designs for different on farm development options and then scaled up according to the areas for each development option (see Section 4.2)
Costs of land grading and terracing were built up from volumes based on th slopes (see Section 4.3.3);
Roads costs were determined on basis of proposed lengths of each road c K
access, village and inspection (see Section 7.4);
An allowance of 5% has been included in structure costs for minor item in the quantity eiumilion.
iodud«i
1 B MSRtMA I nj^incmng (2)
210fUghf Ban* * ('o/sr £s
\ preluninan- cost estimate for the nght bank c
„ , fo..hem.«a .ld.«>„ l^|,
„ r* '■nn, d„ ,
t
>o
n e mja
5.»JS ?
/h v
' n<,“
b, .h«<j .«h pmp„,,d d„etTn,^’
9-11 : PfeliminaA- C°"f Eadmafe for Description
r>ngraJ & Preliminary I term
I
i On-anon Weir*_____________________ Main Canal________________________
*’or /hl)
Amount
US$ M
£
5
6
8_
2
Branch Canals_____________________ Secondary Canals ______________ Tertiary & Field Canals_____
I^nd Grading & Terracing___________ Collector. Tertiary and Held Drains
io
Roadworks___
_____
.SLscellaneous Other works _ Contingency (a 5%
Total Coat
Amount
ETBM
166.0
0.0
1,424.9
48.2 243.8 2163 4640 182 9 131.7
50.0
146.0
3,073.7
0.0% 46 4%
1.6% 7.9% 7.0%
15.1% 6.0* *
43% 1.6% 47%
100.0%
‘.dnptcd rue 1US$ — J'/JH 16.7 (December 2010)
• Diversion Uar cost is assumed to be j <unk cmi
3p4SRXAp
14 May 11
211Frier* Dewutr,
h/taptf, Wnvtry V oftr Ewp
liranpur* JVdt
afcf DnsMer Vh**i
97
. CosC ^*,e (AU t^rb^Xmmand »e» has been prepared and H ptty LrfBtak cO»te*Mn>tefOl’he. n.costBVJS>V26/h» Nearly 5W>^ of
A
Table 9- -
the num can
c50 ma«d do'W
vs$ 4 2R9 /ha). Whde the proposed
ind nruennes t
b&nk uc>. th
cqsB> p^cuktly for the canal under,ta
tertured for a Mnular area to d
6g
htb^tfdd*
Table 9-12: Preliminary Coat Estimate for Left Bank Command a
Irrigation)____________________ _________ a Sur(aCe
No.
Description
Amount
ETB M
Amount
US> M
US» /h.
1
General A Preliminary Item*
%
240.0
14 4
Divernon Weir / ()ption D Dam*
0.0
-—445
0
___ J4J
3
Mam Cana)
2,318.3
118.8
-—
4
____
4
Branch Canal** •
3143
18.8
5
Secondary Canals
307.5
____52r ____ Zl*
18.4
□Ol
569
6
Tertian A Field Canal*
69*
203.4
y
12L2
377
land Grading Ac Terracing
475.0
28.4
878
46' Ift?"
8
Collector, Ternary and Fidd Drains
170.6
102
315
iff
9
Roadwork*
155.5
9.3
287
33'
10
Mucellanenus Other works
50.0
3
93
i.r
Contingency (al 5* •
212.0
12.7
392
4.8’
Total Co«t
4.446.7
266.3
8226
ioo.tr
Adopted rate: 1VS$ - F.'1*B 16 7 (December 2010)
• Cost of Diversion Weir /Option D included in supplementary report SR-04B
•• Includes main canal Lrom rbc Pawi War for area V-W
For the whole project area the total cost is estimated at ETB 8.54 billion (LSI 450 millinr. an avenge cost of VS J 7,051 /ba for surface imgation
VP F4 SR04A Fngincmng (2)
212I
Co*t &'imate (IVB'W PKfsun‘ ,rriSation)
Left B*nk J
for thc |cft b»nk was des eloped with all the SDA’s the same as the surface
altc0”"' C . e except that IVB-W is pressure (sprinkler) irrigation The estimated
0 Preliminary Cost Estimate for Left Bank Command Area (TVB-W Pressure
T>blC
Irrigation^
Degcrrpoofi
"jZ^ral A PreliflunaQ Items
1
2
Amount
ETBM
278.0
0.0
Amount
USSM
USS /ha
5.4%
0.0%
Main Canal_______ ___ ____________
X3183
4
f
Branch Canals *___________________
'T
Secondary Canals__________________
314-3
2517
6.1%
4.9%
6
6b
Tertwn- & FjeM Canals ____________
146.4
29*4
Pressure costs___________ _________
777.7
462.0
15.1%
-
Und Grading ^Terracing___________
2i°%^
Collector, Ternary and Field Drains
9
Roadworks________________________
156"
155.5
50.0
3.0%
3.0%
Miscellaneous Other works
_
10%
Contingency @ 5%
__________ 246.0
Total Cost [
5,156.6
4.8%
100.0%
Adopted rare IL’SS F.TB 16.7 (Dtxrmbrr 2010)
* Cwi of Divernon War /(Iptirm D included tn supplementary report SR IMR
*• Includes num canal from the Paun Weir fur area V-W
The overall cost is estimated at ETB 8.23 billion (US$ 493 million} with an average cost of USS ^,553/ha with pressure irrigation in TVB-W.
P‘IF Co ft Estimate (Main Cana! from Existing Pawl Weir)
If X -XX is taken as a separate scheme the estimated development cost is US$ 5,600/ha.
Cost Estimate V-W
No.
1
2
Description
^ncral dr Preliminary Items (6%)
Amount
ETBM
Amount
USSM
USS/ha %
Pawi Xtun £
an
aJ
3 Secondary Canals
4
53%
57.9%
53%
_ ^& Fictdf.anah
Tcn
5
6 7~
3.5%
£olleCtor
and Field Drains
14.0%
3 5%
^^2!^ °ther workT
5.3%
@ 5%
53%
100.0%^
213
14>May-11fC°*tr
.. lis O
rosl was earned out to determine the breakdown of the Co
9.10
Of *' engine billed ubour, unskilled Wm. imported
a
An in> . mttcn^. nUtCn* '.
ment,A» the <•«*’“''
lOCJ States mto the categp** « °
«* ^Ts^e10^ -thc
JtO1W 
co budt up from first principles it was poss.bk ,() A detailed analysis was earned out for the
fot each category above was calculated I
Cvttl olh“ittmB
*. .n^ « «* 
’
21*
7)
VB F4 $R(MM P
n
nrcnnRI'^blc 9-15: Hmkdowti Kngitiecnnir Coat*
Right J9*nk
1------ ---
%
Uh ETB M
\
ior*
10|h
i.02a
1.02b
105.
l.03b
LOU
1 01b
tOla \
1.81b \
1.83a \
1.83b \
/ No
1 Dtltnptioa
Local
Mair nail
Importrd
Mafir nal»
f Unskilled Labuw
SkArd
Labour
Local [ Equipment
Imparled
Equipment
Local 1
M.unate
Imported 1 Materials
UaakAed \ Labour i
Stalled \ Labour \
Local 1 Equipment
Imported
".quwrnent \
Total \
/'
(.icncnl Sc i'rcknun uy Item*
M.9%
5 5%
or»
5 5%
111%
39.1%
04.4
2
1.4 \
SB 1
02
65 0 \
IUQ \
2
I )n ctricin Weir
50 9*.
5 5%
ou%
5.5%
0 1%
594%
0.0
,
no
on
00 1
0.0
0.0 \
0.0 "A
5
Main Carta?
39 1%
24 5%
1.4%
3.9%
0.1%
3I.CT .
556 7
549 7
194
1 «4 j
u----------- V
442 5 \
1,624.9 \
4
Branch Canal*
5$ 4'.
1 0%
0.8%
3.5%
01%
39 1%
26.7
05
0.4
V
48.1 1
5
Scccrnd-an Canal»
55 4%
10%
ar.
5.5%
04%
594%
153.0
24
20
64
—
03
954
2438 I
6
Tertian & Heid Canal*
w.o%
300%
n%
3.7%
01%
55 1%
649
64 9
24
60
02
75.9
2363 J
7
1 and Grading A TcrracMig
110%
ou%
20".
5.5%
0.5%
M.ir.
51.0
00
93
256
n
575 R
464 0 1
4
Colkcior, Tcrturv and field Drains
55 4%
1.0%
0.0%
55%
0.1%
59 1%
1013
1.6
U
64
02
716
1819 1
9
Roadwork*
53.4%
3 0%
or.
5 5%
04%
59.1%
70.5
40
14
46
02
515
1317
10
Miuxtlancuu* Other work*
.55.4%
1.0%
or.
5 5%
04%
594%
27.7
05
0.4
IH
04
19.6
500
Conun)’t ncy @ 5%
54 2%
14.8%
1.5%
4U%
02%
41 5%
55.9
21.6
1.9
5.9
0.3
60.H
146.4
Total
M-2%
14.8%
u%
40%
0.1%
415%
1.174.0
4546
39 B
123.8
5.3
12767
1,8744
Left Bank
%
Total Coat ETB M
LOH
LOLb
i.82a
L02b
1.03a
1.03b
1.81a
1.81b
L02a
L02b
103a
1.03b
No.
Description
Local
Material*
ln> ported Materials
Unskilled
Labour
Skilled
Labour
Local
Equipment
Imported
Equipment
Local
Materials
Imported
Mairnala
UndriDrd
Labour
Skilled
Labour
Local
Equipment
Imported
Equipment
Total
t
General A Pre In iiman Item*
M.9%
5 5%
0tf%
35%
111%
39.1%
140.9
15 5
2.3
97
04
1044
277.0
2
Dnctsam Weir
50.9%
5 5%
0 8%
5 5%
04%
394%
ill!
51
21 7
04
241 N
617.9
5
NGm Cana!
594%
24 5%
14%
59%
01%
31.(F.
905.7
_____________
569.0
31.6
904
23
7196
4
Brunch Cartah
55.4%
1.0%
ur.
5 5%
01%
594%
174.1
*• J
26
11.0
04
1250
3143
5
Secondai'. Cm.il*
55 4%
1.0%
0.4%
3.5%
04%
591%
170.4
M
26
io a
04
1303
3073
6
Tertiary & Faikl Canal*
55 IF.
25 0%
1.1%
17%
01%
554%
712
50.9
22
75
02
71.4
203 4
7
1-ind Grading & Terracing
11.0%
0.0%
20%
55%
0 5%
HI 0*.
522
0.0
9.5
262
24
584 a
473 0
a
CoBcctor, Tertian and Field Drain*
55 4' *
1.0%
or.
33%
01%
59. I* .
945
17
1.4
6.0
0.2
66.7
170.6
9
Ruadwt/fki
55.4%
3.11%
o.r,s
55%
04%
39 1%
854
47
13
55
02
1355
10
MiKclhnciHji Other work*
55.4%
1 0%
0.8%
35%
01%
39.1%
277
US
U4
1.4
01
19.6
300
Contingency Ql. 5%
41 6%
14 If.
12%
IF.
02%
39 2".
101.7
34.1
3.0
95
0.4
95.4
244 3
Total
41.6%
14.0%
1.2%
3.9%
02%
39.2%
2133.7
7165
620
1994
7.7
2,0122
3,134 0
L’B l 4 SR04A Engineering (2)
;
215
14-May-Ur
Vannexes
'_________________________ DESCRIPTION
"aNN£*
ADOFEED UNIT RATES
hjST OF DRAW INGS
‘
------------ - ---------
'AjjSX-"""^COMPARISON of options for canals on cross slopes ,vh»5l£-HIYDRAULIC DESIGNS FOR .MAIN CANALS
‘.nn^_C.
Jane* F
Annex F
(HYDRA LI. IC DESIGN CAI<LLADONS FORSELECTriT^Jc^^
Main Canal Balancing Reservoir at CH 31 +150, RMC
Maui Canal Cross Regulator at CH 314-150, RMC
Main Canal Siphon / Aqueduct at CH 57+’00, RMC
Branch Canal Head Regulator at Chainagc 31+020. RMC for RBC2 Secondary Canal Head Regulator at Chainage 89+550. RMC fbrSC2B Night Storage Reservoir on RBC2-SC10. CH 1 +750
Branch Canal Vertical Drop at CH 0+900 i SELECTED DRAWINGS
STD- 11 
STD- 12A
j STD 12B
Typical Canal Cross Sections (2 dwgs)
Typical Dram Cross Sections
Typical Ternary’ and Field Dram Cross Sections
STD 13 Typical Road Cross Sections
STD- 14
Typical Canal Lining Details
STD- 15
Typical Canal lining: Mild Cross Slope
STD 16
Typical ( anal Lining; Moderate Cross Slope with Shallow Rock
STD- 17
Typical Canal l-ining: Moderate Cross Slope without Rock
STD- 18
Typical ( anal Lining Steep Cross Slope with shallow Rock
STD 21
RC Retaining Walls (2 dwgs)
STD- 94
I UB/FS/303
UB/FS/306
I UB/FS/316 
UB/FS/319
VB/FS/326 
UB/FS/331
UB/FS/332
LTO/FS/SS? ’ UB/FS/371
I-and Levelling (terracing) STD- 94 Land Levelling (terracing)
Balancing Storage Reservoir CH 31 + 150 RMC Cross Regulator CH31 + 15O. RMC
Head Regulator For RBC2, CH 31+020. RMC
I lead Regulator For SC28, CH 89+550. RMC Canal Measuring Flume At CH 31 +326 RMC Culvert Under Embankment At CH 394-550 RMC Siphon / Aqueduct At Ch 57 +700, RMC
Night Storage Reservoir RBC2-SC10, CH 1 + 50 Vertical Drop On Branch Canal 2 CH 0+900
1
14 May-11/afrrw
ErMw. 
fffTjfrr <*• £wrp
I j' htfaM M ImfitiBK Mti l>ra^gt I'r^r
annex
description ___ __
M xin Canal Cross Regulators.LMC
Mun Canal Flow Measurement Flumes, RMC
Mam Canal Flow Measurement Flumes, LMC
Main Canal Aqueducts, LMC
Main Canal Siphon Aqueducts, RMC
Main Canal Siphon Aqueducts, LMC
Main Canal Balancing Reservoirs, RMC & 1 ,MC
Main Canal Escapes, RMC
Main Cana) Escapes. LMC
Collector Drains. RB
Collector Drains. LB
Collector Drain Drops, CD2 fl
Collector Drain Junctions, CD2 8
Roads, RB & LB
Bodges, RB & LB
Pressure Irrigation, Trunk, Supply & Branch Main, IB E & 1VB W Pressure Irrigation. Sub Main, IB E & IVB-W
Pressure Irrigation, Laterals, IB-E & 1VBAV
-—
Annex 11
OUTLINE TECI1NICAI. SPECIFICATIONS
Annex 1
MAIN CANAL ALIGNMENT DATA
1 ’B F4 SRCM A luijanrcnog (2)
214-May-Il
1i Vwartfr
Iiltotfm Aii Irr^jgua nd Dr**ap Pnj*l
Mnutry tflT^rr c* Ewqry
UB F4 SR04A Engmecnog
2p.jigiEJyr” “'
u
Work description
>j| to i mp- depth of 15 cm
fsod except rock and disposal for haul distance within
Proposed Unit Rite(UTB»
Unit Negtw
Upper
ion m1,1 ’
—-T^^^cxai^uon. 
including 
compaction
I
^^^^oTfrom borrow pits within haul distance 20km.
foT^l ^Iance within jOOm_________________
| ifems for haul distance beyond 500m
- -van^U?^— —
h wof is
borrow- pits within 500m, including compaction
11
73 
____ —.Ljrr^rplmives and di«splos mialve fior an hdau dil dspiosstanal fcore u hpau to 500m l distance up to 500m
?r
IP£pC - ,fc ,
____ zl.cnrvcil far htitil rhctafirr un fn IIMlTkr?
ng explosive* and disposal for haul distance up to 1000m
! 7&> *
v
ao ^-^------------ -- "..Li nitarrv wiftrhomin 2k qumar. irny wcluitdhining c 2komm, i pacnctliuonding compaction
. 
abovcrltn>h--------------
mwoncy below phn(h__
13] 20mm thick mortar as plastering
—TTp^^and p-a<^g I—/ ———------------------------------ -7-
15Prc7rjkmdr_nr hard_corc___ — — —
and place stone np op---------------------------
•^TTp^ndc and puce stone jut chin c_________ ________
'^>T?ffwidc and p-nc gn*Jcd filter material_____ __
~ Tl^Pnmdc. place and fill gabions with stone ____________
| llf/Ptoride and place geotextile filter material
jTPnmde and place ashlar masonry facing
 SCoocretr___________________________ ______________ ll[Prondeand placeC-10 lean concrete
32! Prorideand place C IS cyclopean concrete__________
V Provide and place C 15 concrete
3 4-Provide md place C-20 concrete
33iPronde and place C 25 concrete
-jjjProvide and place C-30 concrete
■ -j-jfrg1 forement bar, including supply, bend. Ux and etc
h face formwork, including transporting, placing etc
J ^jjfjaccfonnwork, mdudir.g transporting, placing etc______________ 31 mansion joint with witent op, compressible filler and sealant
UJjConwe handrad 5 
------------------------ -----------
^mjuckconcrete lining over geotcxnle and impermeable membrane JJ41 jlining over gyotextile and impermeable membrane
1 ~!Sd L~ ^/n Crete lining oyer g<y textile and li permeable membrane__________ c l(T ^CC Concrcrc hollow blocks of 10cm and fill the hollow by Concrete
J^C-10 ^1CC concrete hollow blocks of 15cm and fill the hollow by Concrete
J VdO *’ concrefc hollow blocks of 20cm and fill the hollow by Concrete
-—~Z£? concrete 60mm duck canal lining gggnbfane and pLcc as lining ~
and place m lining
of elected earth fill
rock from a distance of <20km
!
h ^A1.
^AjSUHckctcd
I^eting
angular matrnal from a distance of <20km
1
14-May HR,ud ipp^g 
b vef ot
? /'IT^C*Eanxi
. <n»_hcrjust__________________________________ ___
_ MetahroA ----------------------------__------------------------------
'ji
523 sTnph and install stedshuner 0.1JSmwjdc including frame______________
5.24 21 Sc^pb yd install strdshutter 020m wide including frame
J.5.i1Supply and install steel shutter 025m wide including frame __ “ ’52 Supph and ms tall jted sbuttci 0 30m wide including frame _
SJISupph and install steel shutter 0 35m wide including frame _
M-Supply & install tied sluice gate 0.3m x 0 .3m including liftingjjeai_
S.S Supply & install Med sluice gate 0.4m x 0 4m including lifting gear
“Ti Supply & instill steel $1ukc gate 0-5m x 0.5m including lifting gcar~
5.7 Supply & install steel sIukc gate 0.6m x 0.6m including lifting gear 5.8|Suppfy Ac install steel shuce gate 0.8m x 0 Rm including lifting gear
5.9lSupply & install steel sluice gate 1.0m x 1.0m including lifting gear 57iOjSupply & install steel shnee gatr 1.2m x 1.2m including lifting gear
Supply &
install
steel
sluice
gate
1.6m
x 
1.6m
including lifting gear
5.13
5.14
5.15
Supply &
install
steel
sluice
gate
1.8m
x 
1.8m
including lifting gear
Suppl . &
l
install
steel
sluice
gate
2.0m
x 
2.0m
including lifting gear
: SuppK &
install
steel
sluice
gate
2.2m
x 
2.2m
including lifting gear
5d6
Supply &
install
steel
sluice
gate
2.4m
x 
2.4m
including lifting gear
5.17 Supply and install steel handrails
5.1b y jppd and install enamelled steel staff gauges 519 jpp.v & install steel trash racks
520
521
Supply wooden 10 cm thick stoplogs
S jpr!y wooden 6 cm thick stoplog*_____________
5-22'Supply 8c install steel pipe Cp 50mm
6 Pipet including transports bon to site It placing (excluding fitting*)
6.1 PVC p:pc 16 bar DN110 97mm ID including transport and placing
6.2-uPVC pye 16 bar DN140 123mm ID including transport and placing 6 3|uPVC pipe 16 bar DN180 159mm ID including transport and pla g 6.4luPVC pipe 16 bar DN250 220mm ID including transport and placing 6 SluPVC pipe 16 bar DN315 2“8mm ID including transport and placing
_67i
6H
6.10
611
uPVC pipe 16 bar DN355 313mm ID including transport and placing
uPVC pipe 16 ba? DN400 353mm ID including transport and placing
uPVC pipe 16 bar DN500 441mm ID including transport and placing
uPVC pipe 10 bar DN110 102mm ID including transport and placing
uPVC pipe 10 bar DN140 129mm ID including transport and placing
'J i.J 
L!U ui ‘J
612 : uPVC pipe 10 bar DNI80 166mm ID including transport and placing
6.131
uPVC pipe 10 bar DN250 231mm ID including transport and placing
614
I uPVC pipe 10 bar DN 315 291mm ID including transport and placing
_ 6.15 m pqM- iv oar i uPmVinCj pdjip je^ 10 b ommariu D inNc355 328m luding tranm IspDor int anclua p dinig t acirnany.sport and placing
6.16 uPVC pipe 10 bar DN400 369mm ID including transport and placing
r
6.17, up VC pipe 10 bar DN500 462mm ID including transport and placing 6 11 uPV C prpr 10 bar DN630 582mm ID including transport and placing 6.18 Sted pipe DN 1000 including producing transporr and placing
Steel pipe DN 120> including pfducing transport and placing
6 jjyStecl pipe DN1400 including producing transport and^placing______________ 6.21 iStrel pipe PN160Q including producing transport and placing
— 22Srcclpipe DN1800 including producing tnnsporr and placing
6 21Sted pipe DN2000 including producing transport and placing
— 6 24| ^■^iSsrtccfdlp pipipre D DNN2200 i 2200 inncclluuddiinng pg prrododuucciinng t g trranansspporortt an andd p pllacaciinngg
- 6- 6.^^5 S 5 Stteeeell p piippee D DNN2500 i 2500 inncclluuddiinng p g prrododuucciinng t g trranansspporortt an andd p pllacaciinngg,
fecast concrete pipe per m including tranaportabon to aite 8c
—Jy 1 Precast concrete pipe dii 300mm including transp* >r and placing
7 2jPrccasT concrete pipe dta 400mm including trans
3 Precast concrete pipe du 500mm including transport and placing
7.4
j_4 Precast concrete pipe dia 600mm including trxnsjH >r and placing
.5, Precast concrete pipe du "50mm including transport and placing
l B F4 SR'jMA l'_nginccnng (2)
2including tramp* >n and pUcing
rn
m
m
1741
2,133
2.778
1,769
2167
2 823
2,787
(ran*
t Wn<Dofting and pbi mg
i^^ransporting ,ncl placinK
m
m
j^ng^ncluding transport ind placing
p’ucir.K
imuii including uanspon and pbcing________________
ind bgn
m
m
m
m
1,113
1347
1,607
2,044
1.113
1,346
1,605
: Ml
including transport ind placing
^ -g an g andd p placlacining___________ g
Pr
2.264.? 
2376
2.27J
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
3519
3,Mlf
3533
V. GRr
rtatson to »i<e A placing (excluding fittings) p,« ^duding transporting and placing
FuJing transp. »nd Pban-£---------------------------
4.306
4.336[
4326
5,1951 5337[ 5323
~6321' 6378’ 6358
83351
hafToOOm^ p_!E---- -- -
p ipf inciurung 
--------a_
^dud^g transporting ind placing
including transporting and placing
“ 9367
8382
9,656
-ring and placing
C '____ ?U.----------- ppcuiduding transporting and pLicing
incl^uidnicnlug .r dinang t.pronan.nspg - or-tuing and pbcing----------
---------
including transposing ind placing----------------
r^- rar £ 2nd pba ng----------------- ;V .RPruunm Pipe including transporting and phong--------------------
Pipe including transporting and placing--------------- ~ nfGKPT^tani Pipe including transporting and placing____________
15GRP20IXHnm Pipe including transporting and placing________
“ 9,899- 10,012
' 13367 13,499
_ 13.18"| 13346
16.910. 17,109
P324| 17,423
19M_ JM66
21.885
24324
26,789,
29,449
22,150
24.722
27.187
29.848 29.709
9irrigation Accessories____
__ _____ _ __
“m w du woven polyethylene la;, flat cubing and its acccsiones 144 145
929m 1< <g/0mm diameter aluminium pipe for laterals______________ 9ljPng hose (36 m long and 25 mm dia. Rated at 10 bars or more l
9,4 Bn» impact sprinkler with nozzle rated for 1 8 mVhr_____________
r
0? Gshinised steel sprinkler tripod
_ ? ?P°nklef mcr pipe
_ 10; Buddings
101 Scree jin£ work
Roofing work
_ IC'J CIS Walling work
-_Hl!C!SUindow----------
. jmbor —
--H1
_____________________
936
025
iso
883
934
1.019
150
FTR
fl
____ ____
5071 495
u
2 r«a*n K lnC^ ^es ^bour for laying pipe, but excludes for cost of special bedding matecal eg selected granual material)
1 L’nil rar ” 1Mumed ro bc Qom Mugher. Cement for Megech and Upper Beles is assumed to be from Dejen pdated m December 2010 based on current paces and ETB 16.7 - US$ Iy 0>r, <v Hwr^
Uth^fUM Ntk Ini&ti" 4tui
Pnkrf
Calculation of Unit Rate for Excavation
PROtECl
Upper
HOURLY OlHTUT
«> rr
WORK ITEM Elevation in all rypc of uni eacept roek and dopoMl foe haul dtMame within SMm by Eicivatnr I Sm’ bucket «Oc EQUIPMEN1 OVH’UT ( Ewavaror)
■ vinio^ *-, > 1 1 I i I /!• W t )XK | I b.M jm MATERIAL COST fl.01
LABOUR COST (1.02)
EQlJ1PMENTCOS rr ci 03)
Type of
NtaicnaJ
L’rnt
On
U Price-
T.Coat
Trade
No
UP
Wage
Hr
enrr
Type nf
Fqpt
No
UP
Rental
1 Ir coat
jwa—
1 ahi Hirer
4
100 Eacavat<»<
1
lutr.
750 00
750.00
Surveyor
1
KXP4
20*.
133
Scmcc
I
15%
65
975
Foreman
1
1OCT.
115 I himp
2
100%
350
700.00
(Jun Engineer
1
so%
145
000
Site Manager
1
5%
208
0.00
J
000
000
Total 1.0!
J otal 11.02)
4X5 Total L03>
1459 75
Direct Cmr per hr -
( >vcrhcad A Profit -
Total C<»»< per m‘ of excavation
1,502.25
450.68
3X0
Calculation of Unit Rate for Compacted Fill
PRC )1 ECT
I ’pprr Bries irrigation prnjrc t
HOURLY OUTPUT
EQUIPMENT OUTPUT
100 m’
\X ()KK 11 EM Fill with selected material from borrow' pin within haul distance 20km, including compaction I'OTALOUAhriTlYnFU’fiRk* riVM i«»
MkUfCC
Diml Coil per hr -
Ovrrhaxci A Profit —
M.657 M
» KOJ Lz.PKtJJl-.t. I
ofUnit ft«are A»r jVfaaonry Wall Alxav<- N€»l~ Upper HcJea urijr«f»i»ri pr«>yc-c i
VKH'.Ul.V OVtTUT
Wf >RK ITEM Stof mnauiMX ircA ohara NbL with anmr ■»> u
ivtal QUAwn n < jf work rn-xr /m•
1 MATERIAL COST (1.0!)
LABOUR COST (
.02) 1
F.l
Type uf Ahrend [ Umr
Qrv
1 U.Pricc*
r.cmt
Trade
No
UF J
Wage
I It C<Ml j
Type o( Vqpl \
11 PM ENT COST (1.03)
No \ UP \ Rental \ Hr cent \
\
/ .Stone
| m ’
1.88
63.04
UM.io
Foreman
1
100%
1250
1250 1
Viand tool* i
100% \
s\ 500 \
/ Sand
1 m*
0.45
115.71
52.07
Maron
4
l(JU%
875
35.00 | Service v chide .
Xy-k \
65 \ 9 75 \
Cement
1T
1 5
257.50
586 25
labourer
12
100%
2.50 1
30.00 1 Water '1 ruck
------- <
i icrz.'
400 \ 10 00 1
ODO
Con Engineer
t
10%
2917
192
< ement bluer
1
1 100%
1 25.00 1 2500 1
Site Manager
1
5%
41.67
208
—
1 I 000 1
Skilled Ubixir
4 j 100%
6.25
25 00
1 1 1 1 000 1
Told iTOtj
556 51
Total il.02
;
107.50
J
Total 1.03)
79.75 J
Direct Cort per hr = Overhead A Profit -
I nta! (lent per m’ of masonry
745.76 225 15
645.Q
Calculation of Unit Rate for Stone Pitching
PROJECT
WORK ITEM Sure Pitching
Upper Beles impbon project
EQUIPMENT OUTPUT (Man Power)
TOT Al, QUANTITY OF WORK ITEM Im* 
MATERIAL COST (1.01)
LABOR COST (1 02)
EQUIPMENT COST (1 03)
Type of Material
Unit
<i*T
U Trice*
T.C«t
Trade
No
UF
Wage
1 lr cnit
Type of Eqpt
No
UF
Rental
Ur emt
Suac
m’
1.25
63.04
78.79
Foreman
t
50%
1250
625
Service vehicle
1
10%
65
6.50
000
Mbmni
2
100%
875
1750
Hind tools
1
100%
5
5.00
000
1 obourcr
8
100%
150
2000
0.00
0.00
Surveyor
1
10%
16.67
1.67
0.00
000
Cori.Eng
1
15%
29 17
438
000
Total '1 01 j
7B.79
Total ( 1.02)
49.79
Total (1 03)
11 so
Direct Cunt per hr =
<)vcrhcad A Probl “
Total Coat per m' of Pitching
156 60
an 98
178.0
UH F4 SR04A Engineering 2)
r
6
14 May-11Ef*"t<ji Nik /n^jrtr» m/ Prar*^ Pn*f.f
Calculation of Unit Rate for Gabions
PROJECT
Upper Relet irngauun project
WORK ITEM Providing and plxing Gabion and fiDing wiili alone
HOURLY OUTPU1
EQUIPMENT < MJTPUT
• - ■ • u-'^-nnoii i v/r v. i ntur.M im MATERIAL COST H.01.
LABI >R cosrr
1.02.
EQUIPMENT C< 1ST
o ■»)
Tvpc of Mutcnal
Unit
Qtv
U.Pricr-
T.Cost
Trade
No
Ul-
Wage
Hr cott
Type of Eqpr
No
UP
KcnriJ j
J If CCMt
Stone
in’
2.5
63.04
IS? 50
Foreman
1
MT fl
1250
625
Service vehicle
1
10%
65
6.50
(ribeon 2x1x1m
No
1
558.00
558 00
Maum
1
KXP.
8.75
8.75
1 land tools
I
100".
5
5.00
0.00
labourer
a
100%
2.50
20 00
Truck
1
10%
400
40.00
0.00
Survryix
I
icr •
16.67
1 67
________________
—
0 00
000
Cun Eng.
1
15%
29 17
• 38
0 (X)
uoo
Skilkd lalwiur
2
IU0%
6 25
12 50
000
T
rail r 01
715.59 |
Total ■
1.02
53.M
Tool (1.03;
5150
Dtrrc t Conf per hr —
Overhead & Profit =
Total < lent per m’ of gabions
82'j 6 3
246 19
Calculation of Unit Rate for Class C-25 Concrete
PR< JJECT
W’t )RK ITEM C-25 Reinforced
Upper Bcle» irrigation project
HOURLY OUTPUT 7-5
EQUII’M! -NT OUTPUT (L8m’
TOT 5 L QUANTITY OE WORK ITEM Im*
-» ............. ............................................... ............................................................. MATERIAL COST 1.01
l-ABOL’R ( OST 1 02)
EQUIPMENT COST (1.03)
Tspe <»f Material
Unit
Qty
U Price*
r.Coit
Trade
No
UF
Wage
Hr
Tvpc of Eqpt
No
1 UF
Rental
I Ilr cost I
Cement
______
27
257 50
6952.5
Foreman
1
100
1250
1250
1 land Tools
□
100%
5
1000 1
Sind
3 525
115.71
407 89
Ma«on
3
lt)0
8 75
26 25
' Transit Miter
12
100% |
350
700.00 1
I Aggregate
m’
5 25
229 14
12030
Carpenter
1
100
1000
1000
Vibrator
2l
100% /
5
I 10 00 1
I—
0.00
- - -' Bar Bender
100
10.00
10.00
Dumper
ioo% r
200
200.00 I
l_ibr»ur(f
22
H
U-
IUU
250
55.00 j
Water Truck
------ FT
25% /
W/
100.00 1
r
_______
Cun Log
1
100
29.17
2917
Service
FT
str. /
65 /
32 50 /
Site Manager
1
5%
41.67
208
r
/ / 0.00 1
\
Tutsi 1.0L
85613
7 otal (
.02,
I45OO ;
Loral. 103
105250 /
I >ircct < lent per hr -
Overhead Ar Profit
Total Cmt per n»* i»f CiWicrrce L6W-0Cj7<-«//ntion of I 'ait Rute for
i*H< lftfCTT"
C-f5 Concrrlr IJning over Gromemhfane l.'pper |*rJr< im|e»n*>«> projext
WMK /TliM 75m« concrete over geomtile arci f romembi^nc nxrAL ch’AN'nn <w- work item
HOVM.X IHJTVM’V U>.O nv
eqi nvxwr o vrm n (Mm v«~c«)
.
----- X ... 7.
MAfERFAf. COST (1
00
I.ABOUR COST (1.03)
EQUIPMENT CA 3ST 0.03)
\
Type of.Mttrail
| Unit
U. Pritt*
T.Co.1
Track
No
UP
1 It coit
type n( l.qpt 1
No 1
UP 1 Rcntd \
Hr um \
I Gcomctnbnxic 1 2aun
mJ
66 00
54 73
3611 «S
Labourer
40
100%
250 |
100.00
H and Took
100% 1
bT
20.00 1
1 (•cutcxnic
m1
66.00
51.70
34)220
PiKcman
1
100%
16 67
16.67
Transit Mixer
1 .
UM/, a 1
350 1
700.00 \
1 Cement
12.60
257.50
3244.50
Survey**
1
10%
16.67
1.67
Vibrator
r
- iw. ■
J
2000 \
I Sand
___ m’
2 12
115.7!
244.74
Maaon
4
100%
875
3500
Dumper
1
100% 1
200
1 20000 1
1 Ajuttrgilc 1
tn’
315
63<M
198 56
Cun.Eng
1
15%
29.17
4 38
Water Truck
1
25% 1
400
1 100 00
Site Manager
1
5%
41 67
108
Service vehicle
1
25%
65
I 1625
Total (1 01
1071J 85
Tool (1.02)
I 159.79
Total 11 03
| 1056 25
I)ircct ('<Kt per hr =
Overhead & Profit =
*1 oral Lint per m* of 75mm lining 258.0
7
11,927-89 3,5 8 37
Calculation of Unit Rate for 1.2mm think Gcomembranc
HOURLY
50
PRC ))ECT
Upper Belen irrigation project
EQUIPMENT OUTPUT
WORK ITEM Canal / reaervoir lirunf with 1.2nun thick
MATERIAL COST it.01]
i-\BouR(:osrr(i.Q2)
EQUIPMENT COST 1 03
Type of Material
Unit
Qty
L’.Pdcc*
T(.‘o»c Trade
No
UF
Wage
Hr
T>JK7 of I’qpt
No
UF
Renta
LLi'
Gcomembranc 1 2mtn
33
54 73
1805 93
[orvman
1
100
1250
1250
1 (and Tools
2
100%
5
1000
0.00
Skilled labour
4
100
6 25
25.00
Service
1
25%
65
1625
0.00 labourer
8
100
250
20.00
Truck
1
10%
350
35.00
0 0(1
buceman
1 100
12.50
1250
000
Surveyor
1
10%
1667
1.67
Coaling
1
25%
29 17
7 29
Total il.Olj
1805 93
Total (L02y
78 96
Total (L03)
61 25
Direct Cowt per hr ('Xxrhcad A Profit “ Total Gnat per m of
1
UH I’4 SR04A Engineering (2;
8
14 May II1
J'cdrr j' /Dtjrwitfh
ttf l'Jhrafuj. Mitutby »f IT'a/rr r*” Earqp
EMr^fVaw X/iir /rr^«aft»* TXarMff P»wn7
Calculation of Unit Rate for 100mm concrete over geotextile on geomembrane
PR< >JEt7T
I .‘pper Brie. irnganon project
HOURLY OUTPUT <0.0 m- EQUIPMENT OUTPUT fMan
WORK II l*.M 100 mm concrete over groiextale over
TOTAL OUANTTiYOI
• WORK ITEM
MATERIAL COST (1 01
LABOUR COST (1.02)
tQUIPMl
£NT COST [1
03)
1 v]w of Matrnal
Unit
Qt
U.Pnce’
T.C<*f
Trade
No
UP
Ik
Tyre of Fxjpt
No
UF
Rental
Hr emt
Gcomrmbnnc 1 2mm
,
m*
y
66,00
5473
5611 85
labourer
40
100*.
100 00
Hand Took
4
100%
5
20.00
GcvCcxtile
m’
66 00
51.70
341220
Foreman
1
100’.
1250
12.50
Transit Muter
2
100%
550
70000
Cement
qts
16 80
257.50
4326 00
Surveyor
1
10%
1667
1.67
Vibrator
4
ino%
5
20.00
Sand
m’
2 82
115.71
32631
Maauc
4
100*,.
3500
lFumpcr
1
100*/.
200
200 00
Aggregate
m*
—H
4 20
229 14
962 40
Con Eng
1
15%
29 17
4 38
Water Truck
1
25%
400
100 (XI
Snr Manager
1
s%
41 67
2.08
Service
1
25%
65
16 25
Total (1 01)
12638.76 j
Total (1 02J
155.63
Total I.031'
1056 25
Direct Com per hr —
3,850.64
( Jvrthcacl Ac Profit -
155 19
Total Cort per nv of 100mm
3M.0
Calculation of Unit R
ate for 100mm concrete over geotextile on geomembranc
HOURLY GUI PU T
60 0 m1
PR( )|ECT
Upper HtIcs irrigation pnijcct
EQUIPMENT OLHT( J (M
r
an Power)
W i )RK ITEM
TOTAL QVAKTTIY OF WORK 11 KM 1m
- ....................................... . ........................ ..................................................
MATERIAL COST (1.01)
x
LABOUR COST fl >2)
EQUIPMENT COST T03)
Tvpc of Mitcml Unit
U .Price’
T.Com
Trade
No LIE
Wage 1 Hr curt
Ttpc of 1 qpf
Cement
-H1'
1008
257 50
2595.60
Foreman
1
100%
12 50 | 12.50 1 land l ook
Sand
-------- rr
•* i 100% 1 5 10.00 1
No UP Rental f Hrctxf 1
m’
1.69
115.71
195 79
Misuc
3
100%
8.75 Tran.ut Mun
Aggregate
2 100% I J50 i 70000 /
m'
152
22914
577.44
Carpmtcr
1
100%
10.00 rooo i Vibrator
I1
__
Labourer
16
100%
ISO | 40.00 | Dumj*cr
--------
100-'. 1 C 2&00 /
TT 100% 1 200 Y 200.00 /
\1
r
( <m.l .ng
1
25%
2917 | Water Truck
25% / 4eO / 10000 /
Site Nf an ago
t
5%
41 67J 208 | Service vehicle / — 25% / 65/ 1625 /
U— J
Skilled labour
4
100%
625 / 25.00 1
~~i~
/
\ Total >L0l
3368 83
Total 11.02)
-------—r
------------ L 125 .13 / TnteJ J.OJ)
1 W625 /
IXmt Curt per hr -
4.5 u.yiI
I
I
I
ANNEX B
UPPER BE LES LIST OF DRAWINGS
1
14-Mw 11fM
<£/rwpr* 
tfTtnr <* Einp
Ethafn Xih Pn««^r Pnmr
, T H b4 SROfA I- nginccnng ?)
2cyB:
D rI FS DRAWING LIST (DRAFT)
 UPPER BELE-
re viscd to incorporate the drawing scale and theme in the drawing number vis:
scheme
•
Title
i£%® --/crAl E/NR MAP ALBUM jAI) _____________________________ ______ 
N , - drawing number
b
_ _________
STrHEMK/ H-aj -V " ^nMap, 1:250,000 (1 Nr__________________________________________________________________________ _
Ta
------- --
■VrTaDM/100^—-------------
07---------------
-j/rTvd.m/w/ Il M ________
Tj/BjOP/loo/ 01_
1i/K/TUP/100/ 02___
cTS/TOP/SO.’ 06-09
Ws/TOP/lS. 11
iH/K/HYM/50/01
•1,'FS HYM '50/02
jTl ■FS/SOI/lOO/ oi
ll'B/SOI/lOO/ 02
pWSOVWQj
JI. F5 GEO/100/ ni
JjgGgO/10/02
i^R/GEO/ioo/o3
l^'R/GEO/2/ 04
J-’ W/ENGAi0O/ oi
4WG/1M/Q2 ~
- ^gNG/lQQ/Qj
AA ddrmmmniiss t trratatii ve ve BBouounnddanarieess, 1: , 1; 100,000 ( 100,000 (1 N1 Nrr))______________________________________ “
Project Stage Development Areas 1 Nr)
Existing Land Use and I .and Cover by SDA, 1:100,000 (1 Nr)
Proposed With project land use (1 Nr) fie showing mnganon, averifie, settlement. gnamgT
Preposed With project Commercial and Smallholder Irrigation Development (1 Nr)
p r ,;i ed With-projcct Land use: Left Bank Pumping Development (I Nfi
Proposed With project I-and use & SU I rogation Areas (4 Nr)
Topographic Map & nvtn / natural drainage), 1:100,000 scale, >Nrl_
I^nd Scopes Ac Stage Development Areas ________________________________ ____________________ Topographic Map with Imagery & overs / natural drainage), 1:50,000 scale, H_Nr) Topographic Map with Imagery, 1:2,500 scale (sample) (1 Nr)
Hvma (I ’pper Dindir) Topographic Map, 1:50,000 scale (1 Nr)_ Hvma (Lipper Dindir) Slope Map. 1:50,000 scale (I Nr)
Land Suitability Map, 1:100,000 (1 Nrj___________________
Geology Map of Command .Area (1 Nr)
Geology Map of Dam Site& Reservoir Area 11 Nr) Hydrogeological Map of Command .Area (1 Nr) Geological I-ong Section of Dam Axis 1 Nr InfraMructurc Layout 1:100,000 (1 Nr)
Roads
Las-out:
1:100.000 1 
Nr)
Simplified Contour Map: 1:100,000 (1 Nr)________________________________________________________
infrastructure Layout with conroun: i-5O,6bo~(4 Nr)
_____________
^ ^G/iofsi -
^'L^/l0/5<
Infrastructure I .ay out surface imgaoonj with contours/ imagery: 1:20,000 (20 Nr)
Infrastructure Layout Pressure irrigation in Area IB (with conroun}: 1:25,000 (1 Nrj
-——.___infrastructure Layout: Pressure imitation in Area IVB (with contours : 1:25,000 (2 Nr)
Infrastructure Ijyout for SDA IB: Secondary Units 2-8 ic 2 10 (surface lmganoo) with
— _«>ntoua.l:W,000 (1 Nr)_____________________________ ____ ______________________ —_ Infrastructure Layout for SDA iff Secondary Units 28.29B.29A & 30A (surfcce irrigation)
-
- _wnh contours (fit imagery ?): 1:10,000 (I Nr)
______________ ________________
Tn&astructure Layout for SDA IV B: Secondary Units •’ (surface irrigation) with contours ^runagery?): 1:10,000 (1 Nr)_________________ ____________________________ ______________________
If^astrucrurc Layout for SDA IV C: Secondary Units ** surface irngatioc, with contours
1D/oWk
[jMWN* Jm#*"
Mtwtrt
& Eanjj
On*# JWlf
Drawing Number
Title
i& imagery?): 1:10,000 1 N?
UB/FS/SQI/20/01-20
-
^^^v^JxjationN^j:2Q,000 
f20>to
UB/FS/SOI/20/ 51 70 
UB/FS/SQl/20/ 101 120 
Tb/FS/SQI/20/ 151 170
UB/FS/TOP/20/ 1-20
land Use ancLand CoyerMap. 1:20,000‘^n V
Soth Map, 120,000 i'2O Nr) LandSuittbtlih Map, 1:20.000^ ~Mr Topographic Mip, L20J)00~scafegON^
------ *
UB/FS/THEME/ F/ NR (FIGURES A3, FOR REPORTS)- - - - - - - - - - -
U.•nB/T/Fx ^S/Ar\»i D/Mc/n/Fi _____________ / 01_ Location Map, 1:500.000
UB/FS ADM F/02 
UB/FS/ADM/F/ 03
Administrative Boundaries, 1:250,000 Stage Development Areas
UB/FS/ENG/F/01 ______ _____ Infrastructure Layout
UB/FS/ENG /F/02 
UB/FS/ENG/F/03
UB/FS/TOP F. 01 
UB/FS/n M» F 02
UB/FS/DEV/F/ 01
UB FS/GEO/F/of
UB/FS/GEU/1/02 
UB FS/GEO/F/03 DRAWING ALBUm7a3)~
Roads Layout
Reservoir Areas
Rath and Topography. L250,D0(|
Sragepe\Tlopmcnt Areas with Iar^Tsk>p«. L250.000 Jnttag / Recently Leased ConunertulTj^ Areas, L25(\boo
Dam Site Exploratory Hole IxKaUon Plan~ Cornnand .Urea Exploratory Hole laxation Plan Dam Site .Area Geological Summary Plan
UB/FS/140*200 : Storage Dam ^Irrigation Intake
UB/FS/151
UB/FS/152
l.T/FS/153
UB/FS/154
UB/FS/155
UB/FS/156
UB/FS/157
UB/FS/158
UB/FS 160
UB/FS/161
IT FSJ62 
UB FS 163
UTB/FS/164
UB/Fs/ro_
__ ____ JDampn’elopmenl (Options
_ Plan of Dam < ^tion A Dam Crest at ~l .411
—. _ JMrfDua ‘Ji'pon C. Dam Crest at • 1,426
___ ___ J*cnon though Dam Embankment ()ption A
PlanofSpiUu«ay and J^ctjon Option C Dam Crest • M26
-________ >^pHdlwlwav D »y Dereai railsl:s (:)pOipt Cion DCa mD CunresCt 41,426 rest *1.426
Qn
____________ _______ ______
i 2_
Indicative Draw off Bottom (hulet and Hydropower Plan .Arrangement. OpoocAfjG
Draw off Details
Plan »f Dim < ptjon I) Dam CrcM ,r +1,364
Section through Dam Embankment: Option D
Secnon of Spillway; Option D
Spiway Derails: (>poon D
Draw off derails Option D~~
Plan of Access Road
UB/FS/201-JOO Jmgarion
UB/FS/20L2P)
UBTS/221 «
UB/FS/231 254
IT FS/260
UBZ TS/261 262
UB/F5/S)
UB/FS/301_
UB/FS/W2
___ .j^hyMain Canal: Longitudinal & Selected Cross Sections,________ ___ __ jU^‘1 Branch CanaL2, bnigmdinari Selected Cross Sections
—__ Main (.anal: Ixxigitudmal & Selected Cross Sections^-, __
___ RSC 2T iSDA IB): laxigitudinal A Selected Cross SecDc^ny — — _BSC 2-10JSDA IBi Longitudinal & Selected Cross Secn"H_
LSCJ Fj^DA
SdccredCropSecfl"* -
: foTM^ciiS.---------- ~ 7
< M F4 SRirt.\ I r.pnccrmg (2)
Canal (RMC)Structures jchcdule of Left Main Canal (LMC, Structures
2Tick
“glancing Moragc Reservoir at CH 31 *150, RMC
Regulator at CH 31+150, RMC_______ _________ ----- ^BroTd Cresyed^^^^^Rfg^^^Cy^l RMC
_ ( pj$s Regulator at CH 64+000, RMC
_—-— "oonRgi*''”jr< H8<,t6S0-
Rx c
!_
CrosT Reguhto^at CH 4 H83<XLMC___________ _________ _ - - H rRq^<or 4* RBC 2, CH 31 4 120 RMC
rt
Head Regulator for S<: 22. \ Cl i X • 250 RMC
— - * Head Regulator tor RBC 3. CH 80 »■ 2SO RMC__________ _____
- ~ Head Regulator for SC 28. CH 89*550*RMC __________________ — * ~ Head Regulator for Secondary LBC 1,CH 41+820 LMC_
— ~ Canal Measurement Hume at( H 3IJ 150 RMC
| Qmal Measurement HuHmuem ate at CH C 64+ H 64+000. R 000. RMCMC
— — ’ i ( MCeas anualr Memeeasntu Frleummeen at t H CuHm 89+ e at C650. R H 89+M650, R C____________________ MC Canal Measurement Hume at CH 41 -»83O, LMC
Embankment at CH 39+550, RMC
Siphon / Aqueduct at CH 57+700, RMC Siphon ./Aqueduct at CH 69+ 600. RMC (Avnaya- Siphon / Aqueduct at CH 86+500, RMC (Arpapyi) Siphon / Aqueduct it CH 41+850, LMC
Drop at CH 32+340, RMC
’iP { 37 4'275' RMC
Drop at CH 38 *200, RMC
13'rS'MI
(3 F5M2
B F5 3«
W5/J52 _
/S/356 ~
S/jf —
V347 \f68‘” ^7] 38
Pipe Drop at CH 127 > 280.1.MC
Irrigation Strucrum for RBC 2, RBC2-SC 2-8, RBC2-SC 2-10, SC 31432 and aelected Tertiary
Schedule of Irrigation Structure: Right Bank fRBC 2, RBC2-SC 2-8, RBC2-SC 2-10 & SC
31 4 32
.Schedule of Irrigation Structure Izfr Bankjl XI F
Night Storage Reservoir at CH 0+ 800, RBC2-SC 2-8 Night Storage Reservoir at CH I +750. RBC2-SC 2-10 
Qwck (Offtake Regulator at CH 2+114, RBC2 SC2-8 Check-Offtake Regula tor atCH 1 + 412, RBC2SC2 10 
Flow Meaiunng Structure at CH 0+020, RBC2
___How Measuring Structure at CH 0+020, RBC2 SC 2-8 ___ Row Measuring Structure at CH 0 ♦ 020, RBC2 SC 2-10 
Propst CH0+900.RBC2 
at CH 8-800, RBC.2 
Drop at CH 0+450. RBC2-SC 2-8 
Jjchedulc of Drainage Channels, Schedule of Drainage Structures 2 8 Collector Drain 2-8 Longitudinal and Cross Sccdon
3
1+MiyllEthp* M '"TN**
Drawing Nuoybcr___________ _
UB/FS/50B_ _______ ___________
UlB / FS / 70 L800 : Rond Wor la
UB/FS/701_____ ____ ___________
Tide
CoUectorDnun 2-8 Drop at CH 2+020^?
Road Wks Schedule (Name of road, cai^ j ^
rc
STANDARD ENGINEERING DRAWINGS (UPPER BEI-ES)
laywdtawinp (h,Ol
--- --
A
SID 01 _ _
STD 02
SID 03 _______
STD 04
STD05A
SFD05B
STD-06A
STD-06B
STD-0 A
STD07B
STD-08
STD-09
STD 10
Channels(11-20)
STD H
STD 12A
STD-I2B
Surface Irrigation Development
"TfypKil On fam Layout: Slopc <3% C~omm^^l L^ __________________________ x JjpjcallOn-fum Layout: Slope <
_ 
On-farm Uyout£Mopc,3j»4Furjnw,
Typical On-farm Layout: Slopes 3 8% Basins (Opfn ch “ Typical ChyfarnHaiyqut: Slopes 3-8% F um^vs (PV( ~ nncD __ Typical On -fem Layout: Slopes 3-R% Furrows (PVq^^-C
_TyP<<al On-fann Uvymt: Slopes 3-8^. BwmfPVc
—
s
//
$ T.-M \
Typical (In-farm Layout: Slopes 3 8% Basins fPVC pip?~ ~^-Cf On-farm %v-nt: Sb>p< - 842%SmUhSd^^^^S
Typical On farm layout Slopes 8 12% Smallholder Ihstn fPVr PTS -RC
__ system)_____________________________ _____ _ Typical (»n farm layout Slopes 8-12% Smallho^lTr Basm <
Pressure Irrigation Development
Tvpica] Pressure Distnbuiion Layout Typical On Farm Spnnlder Layout, 1:1,5lH1
v L P‘F*.
y—
SSITDD--1516
STD-17
STD18
STD 19A
STO 19B
STD-20
Typical Draw Cross Sections
Typical Ternary Sc Field Drain Cross Sections
Typical Road Cross Sections
Typical Canal I aning Details ______________
Typical Canal Lining Mild Cross Slopes
Topical Canal I jnmg: Moderate Cross SI jpea with Shallow Rock
Typical Canal lanmg Moderate Cross Sb ges wirh<mr Rock Typical Canal 1 aning; Steep Cross Slopes with Shallow Rock
_
Standard Structural Elenxnti (21*341)
STD-21 
“ fj
Canal Transitions: Trapezoidal - Hume Prism Sections_______________ ____ Canal Transitions: lined — Unlined Prism Sccnons ----------------------------------
River Bank Protection
RC Retaining Walls: Types 1 de 2 [2 dwgs
STDT2
STD-23
Stone Masonry Retaining Wall
RC Bndge Abutment (2 dwgs)
STD-24
STD-25
STD 26
STD r
STD 23
STD 29
Stone Masonry Bridge Abutment
and
Pier
RC Pier (2 dwgs)
RC Breast Walls
Slone Projection to Structures
RC Slabs for Structures
Stop logs
Flow Regulating Structures (37*50)
PL-'L_______ _ 
D~38 
STD-39 
STD-40
STD-41 
_ ZI Canal Spillway Type I (2 dwgs) ______________
< an*! •• Tvtw ft
Canal Spillway Type II (2 dwgs)rjdwffs) Ternary / Field Canal Division Box^tructurcsj^1 _2zZ
Ternary / Field Canal Pipe Division
FVCPipc Riser Box structure________________ .
-
Comey an< e Structures (51-60)
---------- ----------------------- I Vertical Drop Q>0.5m3/s (2 dwgs)
I 4uaf
UR Ft SR CM A I'.nginrcnng
4
✓Tide___________________________
Glaas Drop (2 dwgs)
Chute Df.pB
- jFT^emrtaianiy CCananala Dl Drfopop (_2 dGju^gs) Double Span Aqueducts (2 dugs) Inverted Siphon (2 dugs)
7 °^ rRC Road Box Culvert 2 dwg, 
* gfch Type Bridge Deck: Single Span
■0<* --
- r;,,drrTvp< Bridge Deck: Single Span
-------- -------- --------- ■
'
—— 
J
—
IS®”
—-
STD-t------------ - >td-«----------
-jg3»o«'* V -
Structure* ll1
CrmA?^2^_5°x Culvert 2 ^p)_ 
|~Super Passage P dugs) _________________
Y P Z i _ p_e_ C__u_lve __ r_ t_ D__r_ai __n_age _ __ J u ___n__ct_i_on__ (_h__e_ad__ l_ot__s <_—_ 0.2 m_________________________ Pipe Culvert Drainage Junction (head joss >025 [2 dwpj
Box Culvert Drainage J unction (2 dwgs)
r
- — -
Dra*mg» (9b99)-------------------
Q-H ____________
HCanauds Rewaiayling & Approach Slabs
| Cattle trough
Farm Cooperative Budding (J dwgs) I^and Levelling / Terracing
how 1 rdfid^^stem s J101 ■-11")______________________________________________________________________
flB-101
_ _________________
:HD:a2_____________________
Typical Isolating Gate Valve Arrangement: Plan and Cross Section (2 dugs,
Typical Washout: Plan and Cross Section_____________________________
"TO 103
STCMN
Pressure Pipe Intake and Outlet_________________________ ___ Typical Air Valve Arrangement. Plan and Cross Section i2 dugs
5
!4-May-11fhim DcwiA, RffMi 4Efftyh Itmarf tfr^er^E vp ijtntua ,\/lf Z’r^iftw t*d l)r*Mgt prynrej^'
annex c
COMPARISON OF OPTIONS FOR CANALS ON CROSS SLOPES
’‘'
r
i l,t*At
n
rr
P, ' ™'R(2)
uM>fHFtM
EA^ml .Vr«r//n of ITjfrr ooti E^
Ef^at !&r Irr^rtoo M Dnaojp Pryrfl^^uls at Crpper *»« ,rTi^,lon sch«nes cross slopes which
' This Technical Note looks at optimising the internal and external
I' tif‘ cut I «• ndo Hrom ,hC StUdy * Kt °f Kujdc,,nc5 «c published toTnabk al SCCU°n’ ‘"d
f ^Xt fi* f^ctn*'
^Section Option*
dStereni cw»l section options were invesogtted. these are list
,f>pr°’un,1,,cb
ena thc eho’cc of canij
fxJ
1.
z
3.
TnpaoM canal with an embankment (TF.) TapaoxH canal wtth a masonry teaming wa[|
Rectangular cana] with an embankment (R£)
''
4 Reoingulu canal with a masonry retiming wall fRR)
.tUCnuls are lined; the trapezoidal canal section is completely lined with
lined »nh concrete on the base and the side walk rO„.,
constmetedoutofmason^
_>
C ncre,c
°
‘- whJ<- the rectangular
Methodology
A -col lot calculating cost of the four different section types was devised. An Excel spreadsheet was dndoped which enabled numerous variables to be inputted which include: cross slope, rock dcpih -atwn of canal (cut / fill ratio), discharge, canal size and which canal option used. A certain number of
•asm. urrt set for all the calculations, these can however be altered ,f tequtred See standard drawings STD 15-18 for typical cross sections.
Figure 1: Different Positions of Channel Relative Co Slope
*» audal analysts of the cost was earned out an t c
*. co.. « •J“”d ” *
«««^ to the design were made. For the
side wX was made vertical when be^ the ^<^01 canal when the canal is in fill roa^ sUI , OGL
the s
bed The
fota
to
OH «
i-M Kp,C
<“• 4 
the use fot a trapezoidal section when <he r<>»
c on the design adopted.
‘■"Bering (2)
.hi. level Ke™- '»«■
OGL). TSe
1
I4-Mayl1hJtrd Dwvfi. 
Mniity tfUatrr & Ear^
Elhnf»j9 Xii J'^ude* tfW Drwcgr Profit
ther two furthet items were *lso included, a nominal 100™,,
In *ddiuon, * tun c
;bc
cabases when on r ock «
over-break and for rectangular sections
lht (in
*l base when the canal » on
to Van concrete unde;
ei Wmm of mav^
nWe shows the rock depth based on ground slope, which is based uits in Upper Bclcs The analysis was carried out using these rock depths
Tabk LAs turned Rock Depth vs Ground Slope
on all the
Deep Soil
Shallow Soil
stope r.)
Rock Depth (m)
Rock Depth (tn)
0
1.18
056
5
1.18
0.56
10
229
0.39
20
1.04
0.19
50
0.90
0.15 1
40
0.80
0.1 s|
1»
0.50
0.10
60
0.30
0.10 I
brom Bclcs both Survey
The tabk below shows the rates used for the analysis Table 2: Unit Rates Utcd for Coat Comparison
~ . ..I
hem
Rate Description
Um
Rar*
E7B
Corn rrtc canal lining. Traprzocdal and invert of Rectangular section
100mm thick concrete lining over geotextile and impermeable membrane
C
_s
m*
Retaining wall and Rec tangular canal walls
Provide and place stone masonn* above plinth
E*
IK
Rock excavation
Excavauon in rock using explosives
m*
Rock excavation and removal
Excavation in rock using explosives and disposal for haul distance up to 1000m
m*
Excasauon in all lype of soil except rock and disposal
_
i
[ Excavation in sod above rock
■
for haul distance within 500m
_ -----
bill with selected material from excavation, including
Fill from excavation
compaction
_________ —
t!
n?__
Fill, if extra required above the material
excavated
Fill with selected material from 1 sorrow pits within
m*
500m. including compaction
------- ------- —
Concrete under buc (lOOmm nominal) Preside and place C 10 lean concrete _--------------
>
3
Once all the variables have been input, the spreadsheet calculated a cost per metre section. ocher outputs also included maximum depth of excavation, height of rC< outline of the designed section, sec Figure . This enables a quick check ot the inP
in
I B 1-4 S&04A I-ngincmng (2)
2„ nn of Canal (note x and y scales arc di
2- Cro»*’cCt
Cross Section of Canal
- Stape
- -Roe* CM
wfcheer an analysis was earned out to determine guidance for selection of section type on
SP
. „ wa. carncd out for three different canal discharges. 10. 20 and 40m /s. For each of
3
rhe nuifl canal 1
...
.
.
h < discharge* an appropriate canal width was chosen for trapezoidal and rectangular sections tn order l0 drterminc lite depth of flow for each scenario see Table 3.
Table 3: Hydraulic calculation, using Manning**
few
bed
wdth.n)
tide
stop*-
1V CO x
H
bed stope
Manning's
n
Oepth (m)
Area (m‘|
Penmeter
(m)
Radius
(ml
Velocity
irr/:.|
Froude
Ho.
b/d
rabo
«
8
2
0.000200
0.020
2.7765
37.631
20 417
1 841
1063
0 204
2 88
40
10
0
0.000200
0022
3.7455
37455
17.491
2.141
I 068
0J76
2 67
30
6
2
0 000200
0 020
2 163
22.335
15673
1.425
0 895
0 194
2 77
30
8
0
0 000200
0022
2 7918
22.334
13 584
1 644
0J95
0171
2 87
M
5
2
0 000200
0 020
1 6202
13.351
12 246
1 090
0.749
0188
309
6
0
0000200
0022
2 2085
13.251
10417
1272
0.755
0 162
2 72
Election Guidance
xjc li i I
C SCI ^ ^ance when choosing the section tvpc of the main canals. This should only be
w
dfc’fcind th CC W^Cn ^ca^lnK section as other factors specific to the main canal will also affect (he
'*
Rf
' njct|twJ scc°on type should not be frequently changed for greater simplicity during
■
for i
tnir^a r °PC >’^° 0 a retaining wall should be constructed on the downhill side of the road
embankment
Farcross slope <ino,
0 a rrapczoidal section is likely to be more cost effective.
cut with shallow rock a rectangular section is likely to be more cost effective.
' 1 ^-nL'ii
■ ^-nng(2)
n
3
14-Mav 11/■ftrmt Danrii. vflirtny Ateilfi) tfrr & Fifty Eafapu* Mr /mjeaaw IFnau^r Prmcf
•A.1 section »likely to be more cost effective
i tnperotdal section is likely to be more cost effete
slopes a rectan^*
u ““***•
, On 'eI> slecp
vBF4S1tWM’n*,ofrt’n* "V> /"»*• ■•" •>■"* P^r
ANNEX D
HYDRAULIC DESIGNS FOR MAIN CANALS
ANNEX DI RIG! IT MAIN CANAL ANNEX D2 LETT MAIN CANAL
I
11Dr’T+’rnSK Kf^tfUr y £/AiOw. Afrav/n y IFaftr and Eatrp Lrfnnpan Sik Im^jdan and Doragr PrnxaAJVrvftX DL HYDRAULIC CAIXJILATION FOR RIGHT MAIN CANAL
/ Chains
/
c / GrowM
/ level (m
1 1^
Carnal
RcoLMrJu
’ fH)
Head
Ix>..
(m)
Flow
(«"’/■)
Offtake
flow
(tn’/»)
Bed slope
_/m
Cross
xcdon
type
Bed \ F
width ! c
(m) 1
\ \f.ui s^ppw\ , \ *? tA
H ht
Z
(m) 1 <“ *> \ \ \
(ra)
/0
i 123788
/ 28 16
J fcadworit*
51 67
0
000012
T
65
3.90 1
107 1
1239 00 ' 1235.10 \ (
)70 \ 3219.70 '•
/*
*
I 123581
11 70 1
Sin J I'nip and Flow
Measurement
0.78
51.67
000
0.00012 |
T
------------ 1— 65
3.90 |
107 I
123899 1235.10 \
--------- 1---- 0.70 '
1239.69 '
123581
11.70
51 67
0.00
000012 1
T
6.5
3.90 |
1.07 1
123821 1234 32 \
0.70 1
1238.91 •
1000
1236 63
503
use 1A
51.67
0.01
000012
T
65 i
------------- 1" 3.90
1.07 1
123810 '
<234.20 I
0.70 \
123880 I
2100
1238J1
2.79
KSC-1A1
5161
0.03
O.OOOtZ
1*
6.5
390
1.07
1237.97
1234 07 I
—— 1 0.70
----------- 1 1238 67 1
3550
1237.96
6.03
<SC IA2
51.53
001
"T" 000012
r
.. 65
389
1.0? I
1237 79 |
1233% 1
0.70 (
1238.49
4500
1234.40
1884
150m Siphon/ aqueduct
0.59
51.45
0.00
0.00012
65
389
1.07
--------- ~~T 1237.68
1233 79 1
0-70 1
1238 38 |
4850
1230.59
6.09
51 45
0.00
0.000t2
T
65
3.89
1.07
1237.05
1233 16
070 '
1237.75
5000
1236 44
236 F
ISC IB
51.45
0 02
0.00012
■
T
65
389
1.07
1237.03
1235 14
1 0.70
1237 73
5650
1237 67
284
ISC-1H1
5135
0.01
00(8112
T
6.5
3 89
1.07
1236.95
1233 07
i 0.70
1237 65
6300
1237 43
546
tSC IR2
51 30
0.01
0.00012
1
65
388
1.07
1236.87
123299
0.70
1237 57
680C
1238 33
1 41
ISC-1C
5126
0.0$
0.00012
T
65
388
1.07
1236.81
123293
0 70
1237.51
7650
1237.27
3.75
ISC-1C1 (include! RSC-
IC28c3i
51 18
002
000012
T
6.5
388
1.07
123671
123X83
070
1237 41
8750
1237.22
8 59
RSC-1C4
51.12
0.02
0.00012
T
65
388
1.07
1236.58
123270
0.70
1237.28
9200
1235.77
587
RSC-ID fRSC-ll)1 5}
5104
0.19
000012
T
6.5
3 88
1.07
1236 53
123265
0 70
123823
105UU
1231-12
3 61
SOOtn <iphf»n / aqueduct.
075
50 83
o.oc
0.00012
T
6.5
387
1.07
1236 37
123250
070
1237 07
11000
1230.16
585
50.83
ooc
000012
T
6$
3.87
1.07
1235.56
■
1231.69
070
1236 26
12950
123510
612
RSC-2A
50 83
o.b
0.00012
T
65
3.87
1.07
1235 32
1231 46
0.70
1236.02
13450
1234 88
3.70
RSC-2B
50 51
Q.o:
i 0.00012
T
65
3 85
1.07
1235.26
1231 41
0 70
1235 96
13750
1234 85
720
RSC2C
50.46
0.0
> 0.00012
T
65
385
1.07
1235.23
1231.38
070
1235.93
14900
1234.00
381
RSC 21)
50.43
02
B 0.00012
T
6.5
3 85
107
1235.09
1231-24
070
123579
15700
1233 68
3.92
RSC 2E
50 08
00
2 0.00012
T
6.5
3.84
106
1234.99
1231 16
070
1235 69 1
16450
1236 85
2 BO
RSC 3
50 02
0.9
« 0.00012
T
65
384
106
1234.90
1231.07
070
1235 60 1
1TB l 4 SR04A Enguicrfinp (2)
;
14-May-llFfJrrti Drwwrart.’ y Etfaqud. Minify •/ ITj/rr &
EitMfihtu Ni/t Intj^fnut jni DrjtKj^r P<x^r
Chain age
(•)
Ground
level (m)
Croaa dope
(%)
Remark*
1 Head Loa. (Ol)
Canal
Flow
(«’/■)
Offiaki
flow
(m7«)
Bed slop
m/in
Croat
•ection
type
Bed
width
(m)
Row
Depth
(m)
Velocity
(m/a)
Full Suppl,
Level (m)
Bed
Level
(m)
Free
board
(m)
Bank top 1
level
(m)
16475
1256 26
4 8)
Crwn* rrgubh* with flow mcx'urcmcnr D/S
0.57
49.01
on
J* 0.00012
r
65
380
1.06
1234 90
1231 10
0 70
1235 W) 1
16476
1236 26
-181
49.0!
o.o<
3 0.00012
T
6-5
3.80
1.06
1234 33
1230.53
070
1235 03
16700
123398
3 70
RSC-4A
49.01
ooc
0.00012
T
6.5
3.80
1.06
123430
1230.51
0.70
1235.00 1
16900
1230.01
1027
1---------------------------------------------- 200m aipbf»n / aqueduct.
0 44
48.99
O.tM
0 00012
T
65
3 80
1 06
I2M.28
1230 48
0 70
1234 98
17100
1230.26 (
6 59
RSC4B
48.99
0 01
000012
T
65
3 80
1.06
1233.82
1230.02
0.70
123452
17550
1236 42
2 39
RSC-4C
4896
0.05
0.00012
T
65
379
1.06
1233 76
1229.97
0.70
1234.46
20700
1232 22
1256
RSC-4D
48 89
0.07
000012
T
6.5
379
106
1233 39
1229 59
0.70
1234.09
| 21520
123)56
6.72
RSC 5A
48 66
040
000012
1
6.5
3.78
1 06
1233 29
1229.50
0.70
1233.99
22700
1236.49
5 82
RSC-5A-1
4823
0.05
000012
T
6.5
3.77
1.05
1233.15
1229.38
0.70
1233.85
23400
123322
559
RSC-5B
48.12
0.30
0.00012
T
6.5
376
1.05
1233.06
122930
0.70
1233.76 1
24750
1231.52
720
RSC-6A
47.78
0.47
0.00012
T
65
3.75
1.05
123290
1229 15
0.70
1233.60
25900
1232-36
5.75
KSC 6.V1
47.24
0.03
0.00012
T
65
3.73
1.05
123276
122903
0.70
1233.46 I
27460
1229.84
1.31
RSC-6B
47.16
0.43
000012
T
6.5
■4H
105
123257
1228 85
0.70
123327 1
27750
1227.91
0 45
RSC 6C
46 65
0.07
0.00012
V
6.5
3.70
1.04 |
I232S4 1
122884 1
0.70
123324 I
28750
1230 60
137
RBC-1
4657
400
0.00012
T
65
3.70 1
..04
123242 /
1228 72 1 0.70 I
1233.12 /
29850
1230 81
3.12
L’ppcr 1 Irma
4252
1200
0.00015 T
6
3.+
~n7
T
123229 /
--------------’----------- f 1228-85 1 0.70 /
123299 /
29«Sl
1230.8)
3.12
30.47
ono
0.00015
1*
6
— —r 290 J
102 1 123129 I 1229 39 1 0.70 /
12J299 I
i 51120
123095 1
1.61
RBC-2
30.47
940
0.00015
T1
6
290 |
1.02 / 1232/0 / 122920 1 070 /
111280 1
r
\ 51150
1 1130.63
|Crm» rqpilatm with R«iw jmci>umncnt D/S with
I 1.33 [Balancing Tank
2.72
21.03
0.00
0.UU015 |
T |
1
4
239 /
1 / / / 0.92 / I2J209 1229 70 055 / 12
13194 I
\ 51151
\ 123063
21.03
0.00
00022 |
"TT
09 |
1 85
2 4K I 1229.39 7 1227 5J / Q 55 / 12299J I
\ M5SO \ 122/32
_____________________________
1 210 llJnm
200
2103
000
0.0022
T'
no I
\ MW \ 1251 I I
-71 ni
nnnl
nnn?? 1
V7
no 1
---------- < ——f—----------------- 4---------------- / y—- / J 244 1 I22&94---- / I22SO9 / 033 / 122749 /
1.85 2 4ft 1228 04 / 1227 09 / 053 / 122V49 /
J/
/lrreJ<«
. 1 Cm»• /
e / Remark*
• lead Lorr
(m)
Crwtal
Plow
(m'/.)
Offtake
How
(■"’/•)
Bed slope 1
Croat. 1
Bed \ I
tectinn I width I £
(m)
<yp< 1
/ 3J<S75 / 1221 49 / 200 | Drop
2.00
21 03
000
0 0022
r 0.9 I 1.85 I 2.48 \ 1224 22 \ 1222.58 \ 055 \ 122477 \
/ J1676 1 1221.49 1 ZOO
21 03
U«J
0.0022
r 0.9 185 1 2 48
122222 \ 1220 37 \ 0 55 \ 122277 \
1 31770 / 1219.48 1 2,7 /Drop
200
21.03
0.00
0.0022
T
0.9 ( 1.85 1 2-48
122201 \ 1 220.17 \ 0.55 \ 1222.56 \
31771 / 721948
1 2,7
2103
0.<K>
00022
T
0.9
1.85 248
1220.01 ( 1218.16 I 055 \ 1220 56 j
31860 1 1217.77 1.51 Drop
200
21.03
0.00
00022
T
0.9
185 1 248
1219 82 | 1217.97 1
----- - —T“
055 1 1220.37
31861
1217.77 1.51
21.03 OCX
' 0.0022
T
0.9
1.85 | 248
1217.81 j 121597 I 055 1 1218.36 1
32050
1214.87 1.75 1 Drop
200
21 03
0.00
00022
T
0.9
1.85
248
1217.40 j 1215 55 1 0.55
1217 95 
(
32051
1214.87 1.75
21.03
0.00
0.0022
T
0.9
1.85
248
1215.40
121355 0 55
121595
32150
121344 2-19 )rop
20(J
21.03
0.00
00022
T
0.9 1.85
248
1215.18
1213.33
0.55 1215.73
3215!
1213.44 2.19
21 03
0.00
0.0022
T
0.9 1 85
248
1213.18
121133
055
1213.73
32340
1209.99 3.16 1 )r«ip
200
21.03
0.00
00022
T
0.9 1.85
248
1212.76
1210.91
0.55
121331
32341
1209.99 3.16
21.03
0.00
0.0022
T
0.9
185
248
1210.76
120891
0.55
1211 31
32380
120884 3.64 1hop
200
21 03
0.00
00022
T
0.9
185
248
1210 67
1208 82
055
1211.22
32381
1208 84 3.64
21.03
0.00
0.0022
T
0.9
1 85
248
120867
1206.82
055
1209 22
32450
1206.95 3.15 | 3rop
200
2103
0.00
00022
T
0.9
1.85
248
1208 52
1206 67
055
1209.07
32451
1206.95
3.15
2103
ooo
0.0022
T
0.9
1.85
2 48
120652
1204.67
0.55
1207 07
32550
1204 64
2.98 Drop
200
21.03
0.00
0.0022
T
09
1 85
2 48
120630
1204 45
0.55
1206 85
3255t
1204 64
2-98
21.03
O.UC
00022
V
09
1 85
248
1204.30
1202.45
0 55
120485
32650
120268
2.53
Drop
2.00
21 03
o.ot
0.0022
T
0.9
1.85
24ft
1204 08
1202.23
035
1204.63
32651
1202.68
253
21.03
aoc
0.0022
T
0.9
1 85
248
120208
1200.23
0.55
1202.65
32750
1201.28
302
Drop
200
2103
aoc
0 0022
T
0.9
1.85
248
1201 86
1200.01
055
120241
32751
1201.28
302
21.03
0.0C
0 0022
T
0.9
185
248
1199.86
1198 01
0.55
120041
33000
1197 51
367
Drop
200
21.03
o.cx
) 00022
T
0.9
1-8$
248
1199.31
1197.46
0 55
1199 86
33001
1197 51
3.67
21.03
o.cx
) 00022
T
0-9
1.85
248 1197 Ji
119546
0 55
1197.86
33250
1195.30
1.65
Drop
200
21 03
OCX
» 0.0022
T
0.9
1 85
2 48 1196.76
119491
0.55
119731
7
L’H I 4 SR04A Fri^tncciuig (2)
4
14-May 11LlthtyUif Nf/f jlmjjjftaw jjtf DfdriMp Pn^
Ch&inagt
(tn)
Ground
level (tn)
Cron
ik>pe
(W)
Remark?
Head
Lota
(m)
Canal
Fli>w
(m7»)
Offtake
flnw
J
(m /a)
Bed nlop<
m/m
Croat
nerrion
rypv
Bed
width
(Hl)
1 Flow
Depth
(mJ
Velocity
(“/•>
Ftill Suppl)
Level (m)
Red
f Level
(m)
Free
board
(nt)
Bank rnp
level
(“}
33251
J 195.30
—
1 65
2103
(IOC
> 0 0022
L
T
0.9
1.85
2 48
It 94.76
119291
0JS
1195-31
5338U
1193.23
1 86
Drop
2 00
21.03
ooc
0.0022
T
09
1.85
2.48
1194 47
119262
0.55
1195.02
31381
1193 23
1 86
21 05
ooo
0.0022
T
0.9
1.85
2.48
119247
1190.62
0.55
1193 02
33450
1192.70
2 58
Drop
200
21 03
0.00
0.0022
T
0-9
1 85
248
119232
1190.47
055
119287
33451
1192.70
2.58
21,03
0 00
0.0022
I
0.9
1.85
248
1190 32
1188.47
0.55
1190.87
53550
1190.38
335
t>r< *f
200
21 03
0.00
00022
T
0.9
1 85
248
1890.10
1188.25
0.55
1190.65
33551
1190.38
3 35
21.03
0.00
0.0022
1
0.9
1.85
248
1188.10
1186.25
055
1188 65
33750
1185.30
216
KSC-7B
21.03
055
00022
I
(J 9
1.85
248
1187 66
1185 81
0.55
1188.21
33755
1185 JO
216
'rim* ffgulMcif with fkv*
mrasuremcnf D/S +1m clrup
t 55
20 38
o.oo
00022
T
0.9
1.62
246
1187 &5
| 1105 82
055
118820
33756
1185.30
2 16
20 38
0.00
0.0022
T
0.9
1 82
246
1186.10
1184 27
055
1186.65
33800
1184.25
2.42
1 hop
200
2038
0.00
0.0022
r
0.9
1.82
146
118600
118*1 IB
055
1186.55
33801
r- ------------
1184.25
242
20.38
o.uo
0.0022
i
0.9
1.82
-------- —1 2.46
1184.00
J18218
055
11 84.55
33900
1181.49
296
l>r<y
2.00
20.3B
0,00
0.0022
T
09
t.82
246
1183 78
1181.96 1
0.55
I184J3 1
33901
1181.49
296
20.38
0.00
00022
T
0.9
182
246 )
1181.78 1
1179.96 ,
0 55
118233 |
| 34000
ira.98
Drop
2.00
20.38
0.00
0.0022
1
0,9
1.82
246 J
1181.56
1179.74 !
0.55 /
118211
i 34001
1178.98
p^-1
1 12
20 38
0.00:
00022 |
1
0.9
1-82
246 j
1179.56
J
1177.74 1
0.55 /
1180 11 1
1 34150
1177.42
' 156
RSC 7A
20 18
<1.20
—r
0,0022
I
11.9
------------- ♦— 1.82 ]
246 |
H 79.23 / 1
177.41 i1
0.55 /
1179.78 /
I 34200
1V7.13
! O.TS
l< ’.tow regulator wifh f|rw
, 1in«5iiTtTn<ni b/S *• lm drop
1.54
20 16
0.00
U.OO22
T
4X9
1
1.82 i
------------- r-
2 45 1
1 179.12 / 1/77.31 / 0 55 / 1179.67 /
1 34201
\ 1177.15
I 0.78
1
2fl 16
0.00
0.0022
T1
0.9 J
1.82 !
245 1 1
177.5? / 1175.76 / 055 / 11
’812
L 111 IE
1 tt-ir. u 1 i vei
1 nA
m i*.
a r>n
n nnrn 1
"V r
-
JI o 1
1*? 1 2.45 1 11
77 30 1 1175 49 i (1.55 / If 77.8.3 // CJUfiiafe i Grom
/ (.
id i Cm
n) w
< / Jlrmarfca
/
Hr.d
Uo«»
(->
Cawal
Flow
(na'/a)
Offtake
flow
(-’/•)
Bed dope
Crw.
•ecttan
type
Bed \
width I
(-0 1
^
y
dneity \fuH \
/ 1MOO j 1170.26
206
[Drop
2.CMJ
20.16
0.00
0 0022
r
I
0.9
182 1
245 \ H71.94 \ \ 170.12 \ 055 \ U12.49 \
1 35401 I 117026
206
20.16
ooo
O.UU22
T
0.9
iL
245 I 1169.93 \ 116812 \
035 \ 1170.48 \
/ J55OO / !16« J6
JOB
prop
200
20.16
0.00
0.0022
T
0.9
1.82 I
245 1 1169 72 1 1167.90 \ 0.55 \ 1170.27 \
/ 35501
j T 168.16
208
20 16
0.00
00022
T
09
182 1
145 1
1167.71 1
1165.90 1 055 I 116826 \
35600
J 1166.40
251
1
RSC-fl
1
20.16
081
0.0022
T
0.9
1.82 i
245 I
1167 50 |
1165 68 J 0 55 i 116805 |
35605
1166 40
—
2.51
-------------------------- -----------
< ,rou regulator with flow measurement D/S *lm drop
I 53
1930
0.00
00022
T
09
1 78
2.42
1167.49
1165.70
r
0 55 |
1168.04
35606
1166 40
251
19.30
0.00
0.0022
T
0.9
I 78
242
1165.95
1164.17
0.55
1166.50 1
35700
1162.5H
283
l>mp
200
19.30
0.00
00022
T
0.9
1.78
242
1165.74
1163.96
055
1166 29 1
35701
116258
283
1930
0.00
00022
T
0.9
1.78
142
1163.74
1161 96
0.55
1164 29
35900
1160.55
282
RSC-7C
19 30
0.38
0.0022
T
0.9
1 78
♦
35910 l
242
1163.30
| 1161.52
0 55
1163 85
1160.38
2 53
‘rota regulator with flow
measurement D/S + Im drop
1 53
18-91
0.00
00022
V
0.9
1.77
241
1163 28
1
1161 51
0.55
1163 83
35911
1160 36
253
18.91
0.00
00022
T
09
1.77
241
1161.75
1159.98
0.55
116230
36075
1158 07
243
>rc*p
200
1891
0.00
0 0022
T
0.9
1.77
141
1161.39
1159 62
055
1161 94
36076
1158.07
243
1891
0.00
0.0022
T
0.9
1.77
2.41
1159.38
1157 62
055
1159 93
36150
1156 80
1 98
Drop
2.00
1891
ooo
0.0022
T
0.9
1.77
241
1159.22
1157 45
□ 55
1159.77
36151
ll 56.80
1.98
1891
0.00
0.0022
T
0.9
1.77
241
1157.22
1155.45
055
1157.77
36200
1155.75
245
Ihop
200
18.91
ooo
0.0022
t
0.9
1.77
241
1157.11
1155.34
055
1157 66
36201
1155.7S
245
18.91
ooo
0 0022
T
0.9
1.77
241
1155.11
1153.34
0.55
1155 66
36350
1153.50
1.53
Df.»p
200
18.91
0.00
0.0022
T
0.9
1.77
241
1154.78
1153.0!
055
1155.33
36351
It 53.50
1 53
18.91
0.00
0.0022
T
0.9
1.77
241
115278
1151.01
0 55
115333
36550
1150 62
1.23
Drop
200
1891
0.00
00022
T
0.9
1.77
241
115234
1150 57
0 55
115289
36551
1150 62
1.23
18.91
out
0.0022
T
0 9
1.77
241
1150 34
1148 57
0.5$
1150 89
36750
1148.09
1 36
Drop
200 18 91
O.CKJ
0 0022
T
09
1.77
241
1149.90
1148 13
055
1150 45
UB 1-4 SR04A Kngwcmng (2)
6
14-May 11f-r.ir, j! Drmitn.' JtyOAr
F-ffaiptM XrJr frftjnni jfl.f DruM^f frwtf
» Uj,,r rV Hmg
------- -—
’
Chcmagr
(«n)
Ground
level (m)
Croce
• lope
(%>
Rrnurkji
Head
Loa-
(m)
Canal
Flew
<m7«)
Offtake
flow
(■*/•)
Bed elope
m/m
CfM«
•retina 1 «ypc
Brd
width
(m)
Flow
Depth
(CD)
Velocity
(m/»)
Full Supply Level (m)
Bed
Level
(ra)
Free
hold
(m)
B ink tap
level
(m) 1
36751
1148.09
1 36
18.91
0.00
□.0022
T
0.9
1.77
2.41
1147 90
1146.13
0.55
11*8.45
36975
i 145 72
1.13
Drup
200
18.9!
0.00
0.0022
T
0.9
1 7?
241
*— ---- ---------- 1147 41
1145.64
0.55
1147.96
36976
1145.72
1.12
1891
a.oo
0.0022
T
0.9
1 77
241
1145.40
1143.64
0.55
1145.95
37100
1144.14
172
Drop
200
nor
0.00
0.0022
T
0 9
1.77
241
114113
114336
□ 55
1145.68
37101
1144.14
1.72
18.91
O.Dfl
0.0022
T
0.9
1,77
2.41
1143.1 J
1141.36
0 55
1143.68
37275
1142JO
1 18
Drtip
0.50
18.91
000
0.0022
I
0.9
1.77
241
114275
1140.98
0.55
1143 30
37276
1142 30
1 18
18.51
000
00022
1
09
L77
2.41
1142-24
1140 48
0.55
114279
J74OO
1540.70
IM
JLSC-9A
18.91
0.32
00022
T
0.9
1.77
141
1141 97
1140.20
0.55
114252
37410
1140.86
1.25
Cr«»i regulator with flow mc3<incmc-nt D/S
1.53
18 51
D 0W
0.0022
T
0.9
1.75
1447
1141.95
114020
055
114250
3741 1
1I4Q.86
125
18.54
000
00022
T
0.9
1.75
140
114042
IIM.6?
0.55
1140.97
37600
1138.26
1 39
Dri ip
2.00
18.54
0.00
0.0022
T
0.9
1.75
2.40
1140 00
113825
055
1140 55
37601
111826
1.39
1834
O.Qfl
0.0022
T
0.9
1,75
240
1 !3B.OO
1136 25
0.55
1138 55
37900
1135.99
185
Dmp
1.60
IS 54
0.00
------------------
0.0022
T 1
09
1.75
240
1IJ7.M
1135.59
0.55
1137.89
37901
1135.99
1 B5
1854
0.00
(1.0022
T
0.9
t.B
240
1135.74
1133 99
0.55
113629 1
38200
1133 16
155
Drop
1.00
18.54
0.00
0.0022
T
0.9
hsi ■[
240
1135.08
J 133.33 |
a ss I
1135.63 1
38201
i 1133.16
1 55
18.54
0,00
0,00(31 5
T
5
2 26 1
ass 1
1134.178
JI J! 82 1
0.55 /
IJ34 63 j
IOO54J
113169
0 97
IrSC 9H
!«S4
0.451
0.00015
T
5
226
0.8(5 J
1133.67 1
1131.41
0.55 /
1J 34.22 /
1 41000
’ 113165
107
Crow regulator with flow rncasurcmint Dy'S
U.67
17.98
ono
0.00015
7
5
0J5 1
MJ3 66 i
f
rjj h !
0.55 !
1734 21 l‘
< 41001
1 i!3165
I
1 1.07
1
17 98
0.00
0.00015
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5
2.23 )
a«5 f
113299 / 1130.77 }
0.55 /
1133.54 /
' 12550
,
■--------------
1151 R5 1 1.49
-4—------------ -------- ----------—---------- IhSC Ki
17.98
0.68
U 00015
T
5
GJS |
1132 76 1 113054 | 0.55 1 I/O5! /
\ 1 jCrcm reguhltM with flic*
f
1 III
1
I
Imcawwemcnt T3/S with/ CJnirMfr / Cieuuiu / ("») / ***** <™
) /
T
/ Rnnarlu
Head
Loo
(m)
Canal
Flow
(mV.)
Offtake
flow
(mV»)
Bed alnpr 1 m/m 1
Ceoaa
section
type
Bed \ fr
width \ T
(«> 1
rtocity \FtiH
(m) \ '
-h-A is \ \
/ 45750 1 ! ISO. 5 S
RM IfH
1709
023
0.00015
T
1
5 I
217
0 84 \
113096 \ M2879 \ OSS \ H31 Si ,
/ 47500
! 129 60
1 45
Oimu rrguJah* with lJ<iw
mraaurrmcttt D/S * Im drop
1.00
16 81
0.00
000015
T
------------ r
5
2.15
084 1
1130.69 • 1128.54 \ 055 ' 1131.24 i
4750!
1129 60
1 45
16 81
0.00
000015
T
5
2.15
084 1
1129.69 1 1127.54 1
055
113024 1
47750
1128.78
090
JLSC12
I68t
083
0.00015
T
5
2.15 ’
0.84
1129 66 1 1127,50 \
0.55 \
1130.21 \
49050
1129.14
2.15
RSC 12 1 (include* RSC-12
Mdj
15.92
0.05
000015
T
5
109
0.83
1129 46
112737 1
-------------1- 0.5S 1
1130.01 1
50100
1126.75
1.79
KSC-13
1583
0.77
0.00015
r
5
109
083
1129.30 '
1127.21 1
0.55 J
1129.85 ,
50150
X126 76
r
148 I
regulator with flow ncinircmcnt D/S with lahncing Tank
too
15.04
0.00
0.00015
T
s1
104
0.81
1129.30
1127 26
—---------- 1
0.55
—1
1129.85
50151
1126.76
1.48
1504
000
0.00015
T
5
204
081
1128.30
1126 26
0.55
1128 85
52250
1125.55
135
CSC-14A
15.04
0.38
0.00015
T
5
104
0.81
1127 98
1125 94
055
1128.53
54600
1126 66
4 75
ISC-14B
14 60
1.10
0 00015
T
5
101
0.81
1127 63
1125.62
045
1128.08
55650
112561
9 93
ISC 16
1344
134
0.00015
T
5
192
0.79
1127.47
1125 55
0.45
1127.92
55700
1126.56
5.01
’ton rrgubtuf with flow nrasuiement D/S
0.27
12.07
000
000015
T
5
182
077
1127.46
1125.64
045
1127 91
55701
1126.56
5.01
1107
o.oc
000015
T
1.25
147
0.79
1127.19
1124 72
045
1127 64
55600
1126.00
602
750m uphue / aqueduct.
105
1207
000
0.00015
T
1.25
2.47
0.79
1127.17
1124 70
045
1127 62
56550
1125 33
29 22
12.07
o.oc
O.(XX)15
T
1 25
247
0.79
1126.01
1123 54
0 45
1126.46
57400
113107
27.76
RSC ISA
1207
009
Q.U0015
T
1.25
247
0.79
1125 88
1123.41
0.45
112633
57600
1124.98
38 69
400m aph«Mi / aqueduct.
0.62
11.93
O.OC
0.00015
T
1.25
246
0.79
1125 85
1123 39
0.45
1126 30
58000
1125.69
47 04
11.93
O.OC
0.0001$
T
1.25
246
0.79
1125 17
1122.71
0 45
1125 62
59460
112515
10.64
RSC-18B
1193
0 11
000015
T
1 25
246
0.79
1124 95
112248
0 45
1125 40
60300
112152
32.82
RSC18C
11.70
0.t(
> 0.00015
T
1 25
244
0.78
1124 82
112238
0.45
1125.27
63200
112395
3.76
RSC-18D
11 59
OK
: 0.00015
T
1.25
243
0.78
1124 39
112196
0.45
1124 84
63950
1118.67
4 63
RSC 19.\
11.32
0.51
J 000015
I*
1.25
241
077
112428
1121.87
0.45
1124 73
UB F4 SR.04A Engineering (2)
H
14-May 11Fedmi/D/wnra*. fitbyun Niir
Ethttpj. Aforrty yr^r e’Ew^l and l>rjt^ p^.
Chainagc
(m)
Ground level (m)
Cma«
•lope
(%)
Remark*
Head
Lofl-
(m)
Canal
Flow
(ni7«)
Offtake flow
(m’/a)
Bed alnpe
m/rn
Croaa
lection
w«
Bed
width
(m)
Flow
Depth
(m)
Velocity
<m/a)
Full Supply
I-ctH (m)
Bed
Level
(m)
Free
board
(m)
Bank top
level
(m)
64000
1118 22
4 42
Cerna regulator with flaw mcaxurvmc»if D/S with Balancing lank
200
10 81
000
000015
r
1 25
2-36
077
1124.27
1121.91
045
1124.72
6400!
111822
—--------
442
1081
0.00
0 00015
T
1.25
2-36
0.77
112227
1119.91
0 45
1122.72
64550
112218
3.41
RSC 19B
10.81
022
0 00015
T
1.25
236
0.77
112219
111982
0.45
1122 64
660X1
1118.96
15 64
400m siphon / aqueduct.
0 50
10.57
000
000015
T
125
2.34
0.76
1121 97
1119.63
045
112242
66400
1121.03
21.15
1057
000
0 00015
T
1.25
2 34
0.76
1121.40
1119 06
0.45
1121.85
66550
112128
92*
RSC20A (RSC-20A1)
10.57
0 36
000015
I
1.25
234
0.76
112138
111904
0.4S
1121 83
6*250
1117 65
3 89
RSC-20 A 2
10.16
0.01
0.00015
T
1.25
2.30
0.75
1121.13
1118 82
0.45
112! 58
69300
111906
2.01
RSC 20A 3
10.11
0.02
0 00015
r
1.25
230
0.75
112097
111*67
0 45
1121.42
69450
111856
2.83
500m uphon / aqueduct.
0.62
10.07
0.00
0.00015
T
1 25
2.29
0.75
1120.95
111865
045
1121.40
69950
1121 85
22.50
1007
0.00
0.00015
T
1 25
239
0.75
1120.25
111796
0.45
1120.70
71000
1118 20 |
31*
RSC-20B
1007
0.29
0 00015
T
1.25
2 29
0.75
1120.10
111780
045
112035
73150
1118 18
5.98
RSC-2IA RSC 21Hj
9.75
0.84
000015
T
1 25
2.26
0 75
1119.77
IH7 51 |
112022
I 75170
1118.07
6.1)8
RSC 22
8 86
0.70
0.00015
T
125
217 I
0.73
1119.77
111760 1
0.45
1120.22 1
75200
1117.89
462
Crow regulator with flow measurement l)/S
0.31
816
0.00
000015
T
1.25
0.71
1119.77
1117.67
0.45
1120.22 1
\ 73201
1117 89
462
8 16
0.00
<100015
r
125
2 10 I
0 71
111945
111735 /
045
1119.90 1
1 73250
1117.49
1 3 80
|rSC-22A &(22.\ 1.22A 2
*16
0191
000015
r
125
210 I
0.71 1
111944
1117 34
045
n 19.89
1 75250
1116.89
. 948
1 VKim siphon , aqueduct.
0.86
7.97
■-4
000
000015
T
1.25
Trt
0.7! J
111914 /
1117 06 /
11/9.59 1
I 75BOO
\ 1117.59
1 15.62 1
797
0 00
0 00015
I
125
2 OH
0-. 1
J 11*20 /
1116 /I *
111863 1
\ 76250
\ 1117 41
1 Ml
1RSC-23A 1
7 97
0 071
000015
T
1.25
---------- ♦ 208
o^TT
t!!814 11
.
11606 i <
^7- 145 / 1
118 59 /
\ 76700
\ 1116.22 | 1297 1250m upbon / aqueduct,
_____
| 0.76
7.84
0 00
000015
1
125
206 |
o.7i I fiia.07 / r
16.0/ 045 / 1U852 }
\ 7G95C
\ 1HS.91 1 GU 1
r
7 M
oou
0.00012 .
•f
t oc 1
iu 1
Alt 1 •
.... 1 //
/ „ . 1 <2rx*— /
Canal
r”/T
/ Remark*
lXM«
(m)
Flow
(-’/■)
Offtake
flow
(mV.)
Hed alnpc
m/m
CXhmb
kcvtiun
type
•with 1 c (•*) I
epiU"
(-») \
79100
/ hum
/ 281
RSC-25H
7.78
024
0.00012
T
125 (
216 \
0 65
1117.02 \ 1114.66 \ 045 \ 1117 41 \
80250
1 1117.25
5 69
RBC 3
7.52
2.07
000012 1
T
064
111688 \ 111475 \ 045 \ 111133 \
80500
I 1114 59
7.69
Crass regulator with flow measurement D/S
0.28
5.43
0.00
0.00012 |
T
■
4
■^T
’ H"
1.85
059
1116 87 1
115.02 1
0 45 \
1117 32 \
80501
1114.59
7.69
543
0.00
000012
T
1
1.90
0.59
111660 1
1114.69
1117.05 ''
80700
1118.03
376
RSC-27A
5.43
0.13
0.00012
T
1
190
059
1116.55 |
111464
0.45
1117.00 1
81450
1117 28
444
RSC 27A 1
5.30
0.04
0.00012
T
1
1.88
0 59
1116 46 |
1114.57
0.45
1116.91 i
81950
111420
3.00
use 27A 2
525
001
0.00012
T
I
188
0 59
1116.40 1
111452
045 1
111685 |
82650
1116 54
1 35
ISC 27H
5 23
004
0.00012
T
1
187
0 59
1116.31
1114 44
0 45 '
1116 76
83250
1115.63
534
ISC-27C
5.17
0.04
000012
■l-
1
1 87
0 59
111624
1114.38
0.45
1116.69
83850
111321
7 35
>0Dm si phi m / jupu duct.
0 37
5.12
0.00
0 00012
T
I
1.86
0.58
1116.17
111431
0.45
1116.62
84150
111526
13.03
5.12
000
0 00012
T
1
1 86
0.5B
1115.76
1113.91
045
1116.21
85800
1117.14
2267
ISC-271)
512
0.03
0.00012
T
1
1 86
0.58
1115.57
111171
045
111602
86350
1116.39
9.77
500m siphon / aqueduct.
0.53
5.05
0 00
000012
T
I
1 85
0 58
1115.50
1113.65
0.45
1115.95
86850
1112.75
9.52
5.05
0.00
0.00012
T
1
1.85
058
1114.91
111306
0.45
111536
87450
1115 66
263
RSC-27F.
505
0.02
000012
T
1
185
058
111484
111299
0.45
111529
89200
11)6 49
4.47
H.M 27F
5.01
0JX
0.00012
T
1
184
0.58
1114 63
111278
0.45
1115.08
89550
1113.89
441
RS* 28
4.91
0.7C
0.00012
T
1
183
0.58
1114 58
111276
030
111488
89600
1115 36
5.61
RSC29
4 21
0.73
0 00012
T
1
1.71
056
1114 58
111287
0.30
111488
89650
11168)
3.19
( roes regulator with flow mcasurcmcot 13/S
0.24
3.47
O.LM
0 00012
T
I
1.58
053
1114.57
1113.00
030
1114 87
897 5U
111777
6.97
RSC 30A
3.47
O.K
0.00012
T
1.5
1 61
0.55
1114 32
111172
0.30
111462
91200
111555
510
RSC 30H
3.31
0-1.
0.00012
T
15
1.57
0.54
1114.15
111258
0 30
111445
92450
1113.22
593
nsc 3oc
3.16
0.0’
000012
T
15
1.54
0.54
1114 00
111246
0.30
1114.30
93450
111578
1.70
RSC-30D
3.07
00
0.00012
1 T
15
1.52
033
111388
111236
030
ItU’.l
CH F4 SR04A Enginrcnng (2)
10
14May 11F^itrai IWiW FffMtaff•
MXf h'p/W Drrffiwjf
Mwitrf
Chainagr
(“)
Ground
level (m)
CtOM
•lope
r/.)
Remark*
Head
Lom
(m)
Canal
Flow
(mV.)
Offtake
Dow
(mV«)
Bed Hope
tn/cn
Croat
•ection
type
Bed
width
(m)
Flow
Depth
(tn)
Velocity
(m/a)
Full Supply
Level (m)
Bed
Level
(m)
Free
board
(m)
Bank top
level
(m)
93900
1114.13
392
RSC 300 1
3 05
004
0 00012
T
1.5
151
055
111383
111231
0.30
1114.13
94300
1113.80
4.28
5<10m riphtin / aqueduct
0.59
300
000
000012
r
15
150
053
111378
It 12.27
0 25
111403
9480(J
111110
112!
300
0.00
0.00012
T
1.5
1.50
053
1113.13
1111.62
0.25
1113.38
95^50
1114.49
300
RSC JOH
300
0.06
0 00012
T
1.5
I 50
053
111301
111151
0.25
111326
96300
1114.70
268
RSC 30b
2.91
0 04
000012
T
1.5
1.48
053
1112.95
1111 46
0 25
111320
97300
1113.63
3 64 |
RSC JOG
287
0.14
0.00012
T
1.5
1.47
053
II1283
1111.35
0 25
1113.00
97600
1112 ’>
±1L 1
RSC 31
271
1.10
0 00012
T
1 5
1 43
052
111279
111136
0 25
111304
97650
1113.29
4.21 1
Crm» regulator with firm measurement 13/S
017
1.61
0.00
000012
1
15
1.12
0 45
111278
1111 67
0.25
1113 03
97651
1113.29
4.21 .
1.61
000
000012
T
0.8
129
0.46
1112.62
111133
0.25
111257
99900
1111.67
554 1
RSC 33
1.61
0.7$
000012
T
0 8
1.29
0 46
1112.35
1111 06
0 25
1112-60
100263
1111.87
7 87 1
RSC 35A & RSC 35B
084
<184
000012
T
0 8
0.96
0.39
111230
1111 34
040
111170 |CANAI.
f«-w/ f
Bed alrvpe
Ounce fitwTi dam
/ 50
i y> | uh-, n
t
1 1355 03
I 43.69
Flow Measurement
0 20
4043
D.OUO33
R1
75 3
86 1
1 39 \ 1354 98 \ 135112 \
55 \ 1555 55 1
3 55 \ >555 53 \
/ 720
135225
40 76
Kscapc
40.43
O.OOO33
R
7.5
186 1
1.39 I 1354 56 \ 135070 \
0 55 i 1355 11 \
730
1352.74
40.76
Inlet to qphon under spillway 4Om
ong
0.30
40.45
0.00033
R
7.5 1
-I
I
3 86 I
1 39 i
1354 56
1350.69 I
..
0 55 ' 1555 11 I
770
1353.66
20 74
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4043
0.00033
R
3 86 '
1 39
,
------- 1354 24 1
1350 38
055
1354 79 i
20«u
1353 29
33 55
nlct to siphon / aqueduct 220m long
0 50
4043
—L
0 00033
R
386
1 39
---------------T 1353 81
1349.95
0.55 1
1354 W»
2300
1355.56
22.38 (
Dutlcf of siphon / aqueduct
40 43
0 00033
R
iHn
-
386
1.39
1353 23
1349 37
0.55 1
1353 78
3000
1351.45
27.22
nice to siphon / aqueduct 1SVm long
043
40 43
000033
R
“
386
1 39
1353.00 "l
1349 14
0.55 1
.
1353.55 1
3150
1353.03
29.31 <
hirict of triphon J aqueduct
40.43
000033
R|
7.5
386
1 39
135253
1348 66
055 |
1353 08
4600
1346.34
21.73
nkt to >iphon / aqueduct 150m long
043
4043
000033
R
7.5
386
1 .39
1352.05 '
1348.18
0 55
1352 60
4750
1351.01
366
)utkt of vipiion / Aqueduct
40.43
000033
R
7.5
3.86
1 39
—--------- ----
1351 57
1347 71
0.55
1352.12
9320
1350.73
20.79
SC-1 A
3997
0 041
0-00033
1
R
7.5
3 83
1.39
1350 06
1346.23
0 55
1350 61
9460
13-18 29
12-50
Upstream end of aqueduct !20vn l<ing
0.05
39 9 7
-
000033
R
7.5
383
1 39
1350.02
1346 19
0.55
1350 57
9580
1350 50
9.72
Downstream end of aqueduct
3997
000033
R
7.5
3.83
1 39
1349 93
1346 10
0.55
I35O4R
9900
1350 0!
3 99
ISC IB
3993
0.019
0.00033
R
7.5
383
1 39
1349.82
1345 99
0 55
1350 37
10900
1 349 84
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39.87
□ 0t6
0.00033
R
7.5
3 82
1 39
1349 49
1345 67
0 55
1350.04
11540
1 349 24
8 18
LSC-lD
3982
0024
0.00033
R
7.5
382
1.39
1349 28
1345 46
055
1.349 83
12360
1349 70
53 IB
ISC lli
3975
0 027
U.UUU33
R.
7.5
3 82
1 39
1349 01
1345.20
055
1349 56
13600
134647
623
ISC IF
39.61
0.091
0.00031
R
7 5
3 81
1 39
I MB 60
1344 80
055
1349.15
15525
1348 44
50 95
ISC-1G
39 44
0084
0 00033
R
7.5
3 79
1.39
1347 97
1344.17
0 55
1148.52
16270
1345 7 5
25 13
Escape
39 44
0 00033
R
7.5
3.79
1.39
1347 72
1343 93
0.55
1348 2?
16280
1343.20
1 37.10
Inlet to siphon / aqueduct 34Om long
1 0.61
39.44
-
000033
R
7.5
3.79
1 39
1347.72
1343 92
0 55
1348 27
16620
I 1346.59
■H
Sr
Outlet of sip hurt / aqueduct
I
39 44
1.
0 00033
___ R
7.5
3.79
1 39
1347 00
1343 21
0 55
1347 55
l?B F4 SR04A Engineering (2)
12
14-May-11Drwtt!, KipaMu- •< Afr*u/»> •/ If’Jf" A f-arp
lithttpjn Slit Irv^jnon Dren^y P^nt
Chainagr
(m)
Ground
1~tI (m’
Croat
•lope
(%)
Remark*
Head
Lota
(m)
Canal
Flow
(m’/a)
Offtake
flow
(m'/a)
Bed ulofw
m/m
Croat
•ectinn
type
Bed
width
(m)
Flow
Depth
(m>
Veincity
(«/•)
Full
Supply
I^rvel (m)
Bed l^cvcl
(m)
Free
board
(m)
Rank tr»p
level
(m)
1346 06
134117
0 55
1347.51
lA7cn
1 39
1110 nit
4 5 08
)£T H 1
, 39 29
0098
000033
R
75
3^8
17570
! 345 AB
32-71
. use II
♦-------------
39.22
0.033
0 00033
R
7.5
3.78
1 38
1346.69
1342-91
0.55
1347 24
1346.31
**11170
t Mi J*
30 80
LSC 11
39.00
0 094
0 00033
R
75
3 76
1.38
1345.76
134100
055
0.55
1346 IS
20870
1 344 25
5 42
-
I2JC-2A
38 88
0.096
0.00033
R
75
175
1 58
1345.60
1 341 84
—
2II5O
13J3-26
------------ 15.«7
USC-2B
38 62
0215
0.00033
R
7.5
3.73
1 38
1345.27
1341 54
0 55
1 345.82
22190
1344.93
48 55
<KJPC
38 62
0 00033
R
7.5
3.73
1.38
1345.16
1341 43
055
1345.71
22200
1343 28
19.39
nlct Io 'iphixi / aqueduct IBOm long
0.42
38 62
0.00033
K
7.5
3.73
I 38
1345 16
1341.42
055
134571
22580
1340.22
7.29
Jutkt nluph'Hi aqueduct
3862
O.4JOO33
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75
3 7)
1-38
1 344 68
1340.94
0.55
1345.23
24400
133130
40.74
.’pitream aid of aqueduct 100m J»»ng
005
3862
0.00033
R
1 75
3.73
1 38
134401
1340 28
0.55
1344 56
24500
1342.74
2691
hiwnstrcam end of aqueduct
38.62
000033
R
7 5
373
1.38
1343.93
1340 19
0.55
1344 4 8
259(41
1342.60
27.74
-SC 2C
37.68
0761
0 00033
R
75
367
t 37
1343.45
1 339 78
055
1344.00
26440
1339.80
23 02
-SC-4A
37.60
0.068
O.OOO33
R
7.5
366
137
134129
1339 63
055
1343 84
—1
31360
t34| 56
1836
5C4R
37-33
0058
0.00033
K
7.5
3 64
137
1341 66
1338.03
055
134221
32B70
1324 18
1332
Escape
37-33
0.0003)
R
7.5
364
137
1341.17
1337.53
0 55
I34J.72
12880
1321.99
26.08
Inlet to tipiion / aqueduct 2A()m I. mg
0 49
37.33
O.OOG33
R
75
564
157
1341 16 1
1337.52
0.55
1341.71
33160
1341 12
32.43
)utlct of nphtm / aqueduct
37 33
0 00033
R
7.5
----------- r
3 64 1
----------------- 1 36 1
IF 1
-------- r 1340 58 1
1336.94
0.55
1341.13 1
1 34700
1341.06
33.72
l-SC 4<
3692
0.262
0 00033
R
7.5
3 6! 1
----------------- 1340.08
133647
0 55 |
1340 63 /
1 35790
131667
30.01
Inkt to uphun / aqueduct ll'Mi long
033
3692
OUOO33
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7.5
—F 361 I
—
1 36
1339.72
1556 11 '
.
0.55 /
1340 27 /
I 35900
1339.66
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lOudct u! mphnn / aqueduct
3692
—*
0.00033
R
7.5
---------- 4 3.61 1
—
136 |
133935 /
1555.74 1
0.55 /
f 339 90 /
\ 36241.1
134013
( 5114
IlSC-41)
36.72
0137
0.00033
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i 37G9O
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33476 / 1135 24 ' n «
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no 11 /
1358 67 \ 44 32
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0.00033
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1 35 15J7 4O 1 JJ3J9O 0 55 / /IJ/SL> /
50.64
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41850
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0 85
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0.00033 ’
RI
\ 3 36
1.30 1
336.94 V 1333 58 \ 0^5 \ 1337 49 \
42500
1336 73
1210
>utlcl of wphnn / aqueduct
50.64
0.00033 (
R1
7 I 3 36
1 30 \
133588 133251 \ 055 \ 1336 45 I
44440
133! 77
14.18
nlrt tu «iphon / aqueduct 660m long
1.01
WM
-
000033 1
R
7
3 36
i.3o r
133524 ' 1331.87 \ 0 55 \ 1535 79 '
45100
1306 62
11.49 (
>utlrt r»f siphon / aqueduct
30 64
(J.OOG33
RI
7
3 36
1 30 1
1334.01 1 1330 64 I
055 \
1334 56 |
46040
1326-42
532
prtrram end of aqueduct 120m knp
o.us
30 64
0.00033
R
7
3 36
1.30 I
1333 69 | 1330 33
0.55 I
._ 1334.24 1
46160
1332 89
14 27 1
downstream end nt aqucduc I
30 64
0 00033
R
7
3 36
1.30 1
1333.61
1330 24
055 1
1334 16
48740
1329 35
3.56 I
pstream end of aqueduct 120m long
0.05
30.64
000033
R
7
3.36
1.30 '
133275
1329 39
0 55 j
1333.30
48860
1328 45
5 64 I
)irwn»tmun end of aqueduct
30 64
0.00033
R
7
3 36
130
133266
1329.30
0.55
1333 21
51000
133259
47 37 J
Saddle crossing
30 64
000033
R
7
3.36
1 30
1331 96 1 328 59
055
133251
51100
1333 35
47.64
urcti<m change to trapeze ndal
30 64
0 00034
T
1
313
1 35
1331 93
1 328 80
0 55
1332.48
56590
1329.58
28 04
'Lscxpc
30.64
i-
0.00034
T
w
1 35
1330 06
1326 93
0.55
1330 61
56600
1327 69
76.05
nlct to siphon / aqueduct 520m Umg
0 86
30 64
0.00034
T
1
3.13
1 35
1330 06
1326.93
0.55
1330.61
57120
1330 05
82.15
)utlct of option / aqueduct
30 64
0 00034
T
1
3 13
1.35
! 329 02
1325.90
OSS
1329 57
62850
1327 33
84 98
LBC2
2656
3.241
0 00034
V
1
195
1 30
1327 07
1324 12
0.55
1327 62
62860
1 326 47
6.52
Cross regulator / flow nicjiurrtncnt
u/s
0.45
26 56
0.00034
T
1
2.95
1.30
1327.07
1324 12
055
1327 62
62870
1324 57
541
Cross regulator /flow measurement
d/t
26 56
0 00034
R
7
2.99
1.27
1 32662
132363
OSS
1327.17
78830
1319.33
3 82
Escape
26.56
0.00034
R
7
2.99
1.27
1321 19
1318 20
055
1321.74
78840
1318.95
10.24
Inlet to wtphnn / aqueduci 910m long
098
26 56
0.00034
K
7
299
1.27
1321.19
131820
055
1321.74
79750
1319.65
32 86
Outlet of -ipbon / aqueduct
26 56
0.00034
R
7
299
127
1319.90
131691
0 55
1320 45
80 MX)
1 307.07
4 71
Inlet !o siphon aqueduct 20hn lonji
0.45
26 56
u00034
K
7
299
1 27
1319.71
131672
0 55
1320 26
80 SOO
1 132265
1.78
Outlet of siphon / aqueduct
26 56
0.00034
T
2
2.73
1 30
1319 20
131647
0.55
1119 75
85590
—*------------ 131310
1 B4
Escape
26 56
0.00034
T
2
273
130
t3!7.47
131474
0.55
131802
86000
' 1315 82
2 03
LSC.8A
25 6S
0.041
0 00034
T
2
2 69
1.29
1317 33
1314 64
055
1317.88
UB 1*4 SR 04 A Engineering 2)
14
14Mn 11/i/Ar^^r JVr> /n^ow
p^
Chain arc
(m)
Grounc
level (rn
Croan
dope
' (%)
Remark*
Head
Low
(m)
Canal
Flow
(«’/•)
Offtaki
How
(m'/a)
r Bed «1np< m/m
Crow
section
type
Bed
width
(m)
Flow
Depth
(m)
Velocity
<«/•)
Full
Supply
l-«-rrl (in)
Bed I-ewl
(m)
Free
board
("•)
Bank top
level
(m)
86010
1315 86
216
Grows regulator / flow mcuufemrnt
fu/»
2 20
1 25.65
000034
v
2
269
1.29
1317 33
1314.64
055
1317 MR
86020
1315.96
Cnnj regulator / Onw meawurcmmr
1 33 d/w
2565
0 00034
1
2
269
1 29
1315.12
131243
055
131567
86 780
1315.50
14 22 |lSC-8B
25 52
0 106
OOOO34
T
2
268
1 29
1314.86
131218
0.55
1315.41
1 87820
1316.10
14 02
|LST. 8C
25.11
0370
0.00034
T
2
267
1 28
1314.51
1311.85
0 55
ms nc
88090
131259
6.27
Ewe apt
25.11
0 <8X134
T
->
2.67
1 28
131442
1311.75
0.55
131497
moo
1311.16
4.25
Inlet to wiphon / aqueduct 25Om lung
045
25.11
0.00034
r
2
2.67
1.28
1314 42
1311.75
0.55
1314 97
88350
1315 01
3 89
< >uikt of siphon / aqueduct
25 11
0.00034
T
2
2 67
1 28
1313 89
1311.22
055
131444
90880
1311 83
389
I5C Rt >
24 85
0.150
0.00034
T
2
265
128
1313.03
1310 37
055
1313 58
91725
131083
2 11
km: 9 a
24.47
0 353
0.00034
T
2
264
1-28
131274
1310.10
0.55
131329
91730
1310 52
2 20
KSC 9H
24.05
0415
O.UOO34 |
T
■5
2 62
1.27
131274
1310 12
0.55
1313.29
92000
131362
4.42
LSC-9D
24 02
0023
000034
T
2
262
1.27
1312 64
1310.03
0.55
1313 19
93950
1312.35
442
-SC-10
22 88
1.076
000034
T
2
2.56
1 25
1311 98
1309 42
0-55 1
131253
■ ■ -------
95150
1309.61
522
-BC3
12 56
10 278
0.00034
T
2
1 96
1 08
1311 57
1309 61
0.45 I
131202 /
95155
1309.61
19 07
Cross regulator / flow measurement
□/»
--------------f 0.40
1256
0.00040
r
2
"t
189 |
115 1
131157 |
1309.68
0.45 1
131202 /
95160
1309 $0
4.90 |
Gross regulator / flow measurement
d/>
]
12-56
0.00040
T
2
1.89
>•»
1311.17 ’ 130928 1
0-45 /
1311.62 /
96000
1310.18
330 1
LSC-12A
12 27
0.266
0 00040
1
1 87 ]
1 14 j
1310 83 I ZJU8 96 /
U45 / 1311-28 /
'
967 30
1310.62 1 295
I.SC IZH
12 22
0.034
O.CXMMO
T 1 2 1
1 87 I 114
310 51 / 1508 67 I
045 / 131099 1
[
I 97580
i 150981 I 3 67
LSC-12C
12 17
0.026
O(KX>44 |
T | 2 |
187 1 |.|4 / 1
51020 ! I J08J3 1
3 45 1 1310.65 1
\ 97740
\ 1309.77 \ 3 67 1«SC-12D
11.96
0 205
0,00040 | T |
2 /
85 1 1 13 I 1310.14 1 1308 28 1 0
45 1 1310 -»9 /
9BIMU |B1O.V)| 5 82 Ilhc *
9 26
2 693
000040 | T / 2 1 1 65 / 106 i 1111102 / LM8 37 / 0.45 [ 131047 J
' 98045 \ 1510.30 ' 3 48
U>mi regulator / flow mcnufrmrnl lu/ *
0.40
9 ’6
ciiwrun /
T 1 2 1.65 1 06 i 1JIO.O2 i 1308 17 / 045 / Utn_
47 /
tCjo*« fvgulav>* / flow meuumnmi \d/rmn> I
1 <__ t_ /
/ 1 Oft / 1409 41 [ 1307 *4 ! rut J 1Wk<»
V oai\5 \
\ \x.s<" tat--
—
•> 2<J
» iaxuo ]
. f. irl r H4I 1 i ***** ** L__ ' w i - '
1
,JO
—<Bed •ir>p«
Full \
Supply
(m) jlc~rrl (m)
Level (m)
1 l/MX9f? 129* 72 / 25-5’’
1
9 20
0 00040
T
11
1 84 J
I 06 \
1306 88
1305 03 \
045 \ 1307 33 \
1 ffMtNJV 1 "*94.46 / 25.25
llnlct to ni’hoo / aqueduct 840m hwig
0.67
9 20
000040
’1
I
106 1
1306 87 1
1305.03 \
0 45 \ 130732 \
/ 105740
/ !J05 73 / 1824
( Judcl • »( unhcic / aqueduct
9.20
0.00040
T
1
1M I
184 |
106
1305.87 I
1304.03 \
0.45 I
1306 32 \
/ 107300
1284.47
1 18.24
Inlet to siphon ! aqueduct JOO l<»ng
035
920
0.00040
T
1
1.06
1305.2S I
1303.40 1
0.45 I
1305.70 \
107600
1 1304 (JO
1 8 32
( »utk( uf uphon / aqueduct
9.20
-
0.0004V
T
l
1 84
1 06
130477 1
130293 I
0.45 1
1305 22 \
1O7600
1304 00
686
Saddle c tossing
920
-
O.OfXMO
T
1
1.84
106
130477
130293
045
1305 22 1
-■•
108950
1 1311 68
5.97
Saddle crossing
9 20
0.00040
T
1
I 84
1.06
1304 23
130239
045
1JO4 68 1
117740
' 1296.70
620
-sopt
9 20
0.00040
T
1
l.M
1.06
1300.72
1298 87
0 45
1 1301.17
1I775O
1296 67
630
J3C5
299
5 803
0.1*1040
T
1
125
083
1300.71
1299 47
03
1301.01
■ 117760
—
1296.86
(
12-64 i
jdm regulator / flow measurement
i/s
2.40
299
0-00040
T
1
1.25
0 83
1300.71
1299.46
0.3
1301.01
117770
1297 18
(
13.00 d
fDsi regulator / flow measurement
l/«
199
0.00080
T
1
1 06
1.08
1298 31
1297.24
0-3
1298 61
119000
1297 09
1344 1
5C-13A
2-82
0.151
0.00100
T
1
093
1 16
1297.32
129634
03
1297.62
119010
1296.80
19.71 C
*roiu regulator u/>
020
282
-
0.00100
t
1
0.98
1 16
1297.31
1296 33
03
1297.61
119020
1296 84
16 94 <
’ro» regulator d/i
282
1)00100
T
1
0 93
1 16
1297 10
1296 12
03
1297.40
121620
1294.29
64.27 1
£xapc
282
-
0.00100
T
1
0.98
1 16
1294.50
1293 52
0.3
1294 80
121630
129332
14.62 1
nkt to uphon / aqueduct 500m long
629
282
oooioo
T
I
0.98
1.16
1294 49
1293 5!
0.3
1294 79
122130
1283.33
22-38 <
hitkt of siphon / aqueduct
Z«2
0.00100
T
1
0.98
1.16
1287 70
1286 71
0.3
1288 00
125470
1285 31
10.91 1
X. I3H
265
0086
oooioo
T
1
0.96
1 14
1284 36
1283.40
0.3
1284 66
126000
1235 34
26 46 1
nlct to mphtjn / aqueduct 340m lung
372
2 65
0.00100
I
I
0 96
1 14
128381
128287
0.3
1284 13
*26340
1278 00
4 44 (
lutlct ol siphon / aqueduct
2 65
0 00Ht)
T
I
096
1.14
1279 76
127881
0.3
128V 06
127280
1230 04
762 <
.ascade of drop* / pipe drop start
POO
265
-
0.00400
T
1
0.69
1 91
127882
127814
—
0.3
1279.12
127440
1262.09
945 (
ascadc of drop* / pipe Jrop end
265
-
0.0011)0
T
I
0.96
1 14
1261.18
1260 23
03
1261 48
128100
1261 13
6.59
-SC-13C
261
0017
OOOIOO
T
1
0.95
1 14
! 260.52
1259 58
0.3
1260.82
128500
1259 14
6.59
5C 13D
257
0.033
0 00100
T
d
094
1 13
1260.12
1259 18
OJ
126042 '
t’B 1'4 SR64A Engineering (2)
16
14-May 11^Eth^
Nik /n^anva md Drjjn^f Erym
SV*'
Chainage
(m)
Ground
level (in:
Crow
■lope
(%)
Remark*
Head
Loa*
(m)
Canal
Flow
(«•/■)
Offtake
flow
(«’/•)
Bed .lope
m/m
Croar
•ectinn
type
Bed
width
(m)
Flow Depth
(m)
Velocity
(-/•)
Full
Supply
Level (m)
Bed Level
(m)
Free
board
(m)
Bank lop
level
(tn)
I2WW
1259.99
587
I-BC6
096
1 608
U1KJ100
T
1
0.58
0 88
1259.99
1259.41
02
1260 19
128635
1259 99
400
Cnin regubtw / flow majurrnurit
u/f
0.40
0.96
0.00100
T
0.6
0 58
0 88
1259.09
1259 40
02
1260 19
128640
1260.02
227 '
C>om regulator / flow mearunrmenr
d/>
0.96
000100
T
0.6
0 58
0 88
1259 58
1259 00
02
1250 78
Inlet fi» uphon / jxjx ilrup 500m
129100
1259 69
1204
____
Outlet of nphon / ptpc drup
27 00
0.96
0.00400
1*
1 06
041
1.45
1259.12
--------- --------
1258 71
0.2
1259 32
129580
1230 40
3.36
096
OOfMOO
T
0.6
0.41
t 45
1230 20
1229 79
0.2
1230.40
130020
1230.14
1942
-arcade rrf dr«ip«
14 50
0.96
000400
T
0.6
041
1.45
1228.14
1228 03
0.2
1228 64
130520
1214 02
2220
Jucade of drop*
096
o.ooi oo
T
0.6
0.58
0 88
1211.94
1211 36
0.2
121214
131940
1209 13 |
22.20
-SC-14
000
0 928
0 00100
T
0.6
000
1.17
1210 52
121032
0.2
121072-----.
, /b^. Mi"'^
.V*---------------------------- P^.
ANNEXE
HYDRAULIC DESIGN CALCULATIONS FOR SELECTED structures
Mun Canal Balancing Reservoir ar CH 31+150, RMC
Mun Canal Cross Regulator at CH 31 +150, RN1C
Main Canal Siphon / Aqueduct at CH 57+700. RMC
Branch Canal Head Regulator at Chainage 31+020, RMC for RBC1
Secondary Canal Head Regulator at Chainage 89-550. RMC forSC28
Night Storage Roetvoit on RBC2-SC10, CH 1 +750
Branch Canal Vertical Drop at CH 0+900
1
1+May 11h+ntf frwA
EtNqu. SUmjtri ^VTattr d- E«n^
EttaM N«z jkJ Dna*qr hx^fCALCULATION SHEET
No
9ev
Project Consultancy Services for ftO OOOha
0* TE
1)4* 1W0I/11
Oecs
AKC
Oaw
Balancing Reservoir at CH31+150, RMC
0 00015
*232 09
1229 19
1232M
0 0022
1229 33
1227 S3
1229 93
__ L - • —
C ( proKa£d_Bala2£T!fl Hrauygit
to for o^e compartment Is 10% DS O « Upstream Travel Time
i_ j
i
Res Vol
124773
Tie F5u hi to balancing reservgv »s th© TSL in Upstream eanaJ • 0.5mF b
HL allowance ♦ O Measurement HL a dead storage allowance The COL h to reservoir is lhe FSL downstream •
—-tu
me w rsi Jhe rws oflL
i(o<a/lowanca
IN 40*inj neJQ u ur ■ —j— '
3Ml beafloi* akwance
>*j tivsqe abowance
Measurement Structure HL
Hmstvct FSL
AMtrwir DBu
Woftrig head
'!
070
m 1 1 : __
010 m
1 i U-
0.37 m -0-2 x DS depth
1232 37 mASL
1229.85 mASL
2.41 m
Ji I I F
^nan.o!. >f >sa»Lc.
_ •< rtMe io live balancing reservoir Is composed ol a gated orifice and a s^de $p*0we«. _*Qc*ttojs io be split between the two atiuclurnt on a 50 50 basis
r
1 ’ mvnad |h4t th< pip* f)ows hjd botween |he
tp* f<$ervOir for to full design
— 15 designed »c Hqw al design d»scharge up Io 8CT- d reservo* depth.
M
. ***ilin Drwri of outfrf
T'
I 2’*_comi fc ’fi" balancing reservoii la composed 0< • ga-------------------------—energy O* P‘I,’C"
•d uptwam ol to f«jw measmueraesmuernetmsetnrut csttururectTuhree Tohuteleotuttsle_t is fined with energy OsarmpaHb-doPn®*abon
1 W’w iq reduce to risk ot 1
. flow*
'•——- 1 wad — fa ach*eve des_ign Q ou□t ouupt V1” 4)2b0*i*»d2e0p*t-,hd»enpth in to reserve* After wf»ch Hews -------------------------
r
-nape to th® male can* — 
~ ..«nrvO<r *"CIiialcrow
CALCULATION SHEgfl
Projeci Ethiop^ N to -’i^Hon * Oa-raoe Project Constancy Sorvxes for BO.OOOha
UB Main Canal Balancing Reservoir at CH31 *150 RMC
-4
2Wa?«
1
-
1
r—
Sde lVe-r
TH
J 
Jh
-J
z
OMgn
Dlscherge Coef*
DeugnH
2 10
165
0 28
rn’/s
m
rrTp LL_
Requ'Urt L
89
_
th:
The sde spiihwlr is designed assuming
tree Dver
 L
tlow
The c/lf<e gate is sized assuming WL at FSL In canal wth an assumed head differential tvreeen
us
/ 4 u.
T
. . _______
Total read a» at'able
H
Q
A
11
G
»*-«
1
V 00000013
[Entrances losses
[No< used
NoluseC
[losses a! bene
eapaniipn
[Entrance losses
[Exit tosses
P hcIkxi tosses 06
03
Ct 0150891
•n tyder ki achieve ppe submetflence i| ts assumed tai the water level should be 1.2x D ’ he'efore ihe *wr level ol the pipe should be tel at a mirvovm o<
Hi
Vetoes al •'"trance
No« sym-Twirol apcroacr
ley ho>. abnye
N 1230,84
i
H
s = 0.7 2 r s fd\ . I
> Retervor DHL
Mill
I JU
T | 1
TO
+- ±rtfaict^—--- —---
No:
T «Wv
gggSS**-*^* ingafkxi 8 Pre. nape Refect; Consi4inc> Sendcei tor 80.
■ ■» M*'n C,n*'Bal,ncln9 Heservo" al CH3U150, RMC
* re
Do*:
1MH/11
J-1—f I
/ I f^^***^r - - ■
r i^^i -j- ] H t
I /tow «*'>«*’?' -
■
tb-
, I 123237 L
j 241
-4-t
______ _L-------------------- *
Length lo
124.778 m*
3
1684 m
’ f^rvCirW^toarileH^eL J
1M4
63‘00
.21
lUT7^
inpLftrjivaluet -
HaH vak/e abcr>v 62389
as Fw'» are two wery&rs
C A’dl*
■ .IftNOOrt
‘PlL^•M-rwr.o
i 'n~rn 'i
r
Urvn-ni Depgn head
t OMDQO’JI
Desertion
0
A
P
D
V
Ae
k
11
HL
-1
J
J wen tones
Sixtom Eipansion
i cum il Gato.'rcnlracl.jn udoet r» Ml benrt
-^s« ri jetend herd uMeinevdaerxj
2 10
~2,56
6.4
1.6
0 821
0.5
| 3 034
0.0172
2.103
<■ 55
64
1.6
0.821
06
1 9034
0.0207
2.103
I.J-J1
3 77
12
1.859
05
0.177
9 0883
2 103
1 131
3.77
12
1 859
0
0.177
0
2103
131
377
12
1 859
0
0.177
0
2 103
‘ 13’
3 77
12
1 859
0
0.177
0
Mkssej
2.103
1.131
377
12
1.859
1
0.177
0.1766
kJon ones
2 103
1.131
377
i1•
1.2
1 859
2E.06
03
0.014958
35 1 0.177
0.077
Total HL I 0.3796
r“-- 1 \ ILL—-
’ ‘xrtsCM \
\ '• ■ ■ - r-
i . C.OX«'3
\ VesccAttf*
\ llrhwces toasat
fi-tomEipamion
\. Um k Gait‘oc<vVKlton_
rr
m 'lntaieplpocr operation of the gales reservoir al f SL and OS canal Is at 0.50
Proposed pipe D
JQ
T 1 T”7“rrTTT
|A
p
D
1.6
1.6
1.2
1.2
12
1.2
1.2
V
2 485
2.485
5 626
5 626
5.626
5 626
5 626
Re
k
05
06
oT
0
0
0
1
1
L
.22g
J 6 36 1 2.56
6.4
0315
Hl
0.1577
J6363
2.56
1.131
0.315
0.1893
trace
' Pmtmcorebend
\ ? *** H for? br<l
. ^p.hiut
J 6 363
£6 363
[6 363
1 6.363"
1.131
1.131
1.131
6.4
3.77
3.77
3.77
3.77
3.77
1616
1.616
1.616
1616
C 8082
0
0
0
1 6164
_
~
\ ^crosses______________j
6363
1.131
1 616
636j
1 131
377
1.2
5 626
5E*06
03
0.0145993
35
1616
0.6883
I I 1 (Total HL
3.46
1 1 —1—r 1 1
Calculator S»*e«(ticel)
KProyecf E’Nopan Mio rngaton A Dra cage Project Constancy Servres r, p- r7—'
Sjb|Kl UB Main Canal Balancing Reservoir at CH31+l5Q RMc
CALCULAT|ONshEEt
t
I1
EquMhrnl F-JUOe nurroer 185
L 1.9*
1—1
—1--------- 1
Datijn
3.4*
~T
Artkip«wd tnargy lost 40%
_
- . L' T1.
LtvgnG |
Tn
“Hi
t*'opcsed pipe D
» 0.0000013^
Descnpfion
OA
P
I'foccot losses
Sadden Eipamori
touts a! Gaia :om’acltor
Storq Basin___________
lotus
6 755 2.56
6.755
6.755
TiT
1.131
*<
6<
3.77
V
2.639
2 639
5.973
5973 6E»D6
v2'2g
0 356
0.35C
1.822
6 755 1.131 3.77
Hl
0V77B 0 ?13<
09H
1362
0.0145078
1 622 2 7752
X4594I
Si» Of USSR Typo IV itliMng |
fll n
|
Ol impact buin, W (m!
30
pW A 83 HydraicOewyio'
st-.'ing Usn, USE^_[_
13 W
0.65 W
asTsjw
_ 06S.'W
c«
cU
0.1 W
01IW
4HO
1.8 Io 1i! in wilh canal
™ I i I I
0 3 mm 0.15. utuatyO.3
TT
SpUwa,CALCULATION SHEET
Dra nao* Project Cor»u!iancy Seocw lor flO.OOOha
»r IB Cheoi
piOr^
Canal Balancing Reserv0,r a! CH3U150, RMC
_
AKC
sX,:
'il L-U-
-
—
I-
_
'TTJj-1 h-H 1
—L_
__
—r
- T b- •
U*5l*’d,b
3
-E§5***^
11
1_
JJ
irflir —
^.■T4M/a]umeolWi
~H
L
1
-
t
JJ
..ttcalW^
-- — 
' • i
67473 .1
I
1
1
H
1
ptialcrow
CALCULATION
Project. LtNop^' Ma on & L-a«n»gc Project Constancy Se^re- BO.OoOha SiX^i UB Mam Canal Balancing Reservoir at CH3U150, RMC
I
‘VChrM o’ I'll
Li
Avg rrOarK’nant belgM
Grwil
Area ot gewnerntxa**
sterna* tlope area
lJ
',5092.01?
63509
71001 6
Pipe oarrw
P 'pe aamete'
Pipe Wngih
4-4-H
RrvOCALCULATION SHEET
n
|— 
4jn A LHa '*w '
Protect: Consultancy Sendees tor BO.OOOhi
Cross-Regulator at CH3U15O. RMC
AC
RPkM
21 2 11
21211
<> UB *,n
------------------------------------------
OAT*
i
iMi flume to take 50% of the design flow, txjt provide
b
CcrteP*i51*,Of 93 nstream for 50% of design flow The Spillway crests will
capaCI,
L ^,n enable a semi automatic operation of the cross
a0 ° are set at 0. id below FSL. with a design flow depth over
U
S P*W‘?SL
_ r^iow F-bL
Late* The weirs ^rso'0 1dals°
1 230.63 m
h
• -?
llpjireifl’
C0W*
” Def* » 0
n
Bed Wdlh B
Frsetnard. F
Aw r'eloaty. V
0TL _______ I
FS.
■ "MT '
________
Pnm side slope
n_zj_
Owwlretm
DiscMrge Row Depth 0 Bed W<Rh. B "eetoanl, F
0 55 m
1.02
1,232 64
1,232.09
1,229.19
J-Ll
02 d beadtoss al
055'm
2.46 m/5 Total droo in FSL
including measuring
ftome ■
stope
1.22978 m
1.227 93 m
J 01
weirs
50%
I 50%
rHafcrow
CALCULATION SHEET
Pro ecl
N“*
& OairAQ* Project Consultancy Servces 'O' BO.OOOha
Subfect UB Main Canal Cross-Regulator at CH3U15O. RMC
ENERGY DISSIPATION OVER SIDE SPILL WEIRS
Dosgn as a vertcal ±op using Sards equalions to determine i—r* *i r r~T T”1 I I I I T T I—r—T ”T
loc plunge oooi
1232 09
I
Foor Level
J❖
25
7
X
-i«
Discharge over duckbril weir. Qw
WULIewirr'zl-e.rv n■g•t■h, .I aLe
Unit discharge. Q
Critical depth o1 how de
End si« height. x • dc/3)
Headloss over weir, (hl - h3 toe usual operation, but consider extreme case where d/s water level ■ bed level
length of basing
Length of basin, L Adopted (mm)
10.52
70 00
FSLui DBLG5
3.Mc • 0.41S* tilCALCULATION
Project Consultancy Sendees for 80.000 a
No 3 of 12 th AC
Rev 01
Dele 212-11
0«ie
Canal Cross-Regulator at CH3U15ORMC__________
Chee*
er
RPMW
21211
H •»e ren ces. suits
i
Structure, Q
fSLU.’S
?SLt>s
1.229 29
2.80
0.1m above It'S D9t ToneareslO.1 m
vol soar*
^anWdth
Relent of DtDischarge. Cd’
392 m-
Double spndle gates chanel depth. 12
r.a how submerged
1.72
assuming free flow
1,70
22 29
>c-ated Discharge
I I II * *
CjM2check tor submerged for flood flow
'uSia/T eater
Dspnof row over intake crest, m
HmOcss across intake
3fchrae,Q
Scare cajacity ■
(tag tree flow formula - orifice |ust submerged l ^tatulned value of M/a, determine delta, d •
cFr5‘acawwiltiendedvavlauleueofohf lhal,'ad,edteertmerimneindeedlteal,taC,dC■d ■
Jtm’pe dree flowjormula)
r C40AC >
14.57
4 1 m3/s
For submerged flow
OK
Q=Cd A (2g(h1-da))*0.5 Tafita Hatorow Heaowcxxs
design marvel
ok
— I ii.)________________________ [_[________
ni
LOF-iLUPSlream SKie
ere proposed adopt actual flow • design flow
’ - adopatoincpg Siltnagndst aradnndaafarcdugjiadtthecs widths
u
—•
I
■CALCULATION
Nor. 5 of 12
Rev 01
Proleci Consu’iancy Senses tor 60 OOOha
Br AC
212.11
Chew
RpHW
Daw
212.11
Ca*1®
,^W'—'CH3U,“"MC
-
I
AND STILLING BAStN DESIGN
AT1ON at- & velocity of flow entering jump at base
I . J l.!—J1 LJ| | I
Ralerencee/Results
-
^Balance
Er^ c
3 energy
■ -1- -
fSLUS
igSw®?
A
L
Oer’J'
..<• 1
V
fc*'rtlot:L LI >S (Vi*2/2g)
' rtWL^^('ncqm.ng.llow level)
S^DWence IDSL-Basin) '
S7sErergy>e.ativeloBasin.El
EWHHd entering jump
Fkw veloc ty entering jump. V2
[co Wadtr between abutments
Derr o7flow entering jump. D2
•.HeadU/S V2 2/2g»
MO S Energy relative to Basin, E2
?e:k E1 • E2 « 0
F'wde Number of FIow
Frcude runber of How entering basin, Fr,
Hydraulic Jump 1 Sequent Depth
jgquent Depth, 03'
------------ nr- ____________ i—I—
Waler Level
® DS (Tail water level)
’’cws cepiti | FSL d/s - Sequent Level
- fixers depth / D3
Enacted— - J—
1052
1.232 09
1.229 19
290
1 02
0 05
■
1 77
4 72
0.15
Hpw| S
0
i.iing Ba^n (
5 bevw DBl
—
Enter T
AlX-Re
9y corv
rial Value g.per ' 0.35
mufy, O-VA
A
436
4 72
2 33
1 229 76
1,229.78
_1_____
Fr = V/(gO)-OJ
]
Momerrum is conserved through
jump
TH
Safety adequate
■lte hae
Type & Recommended Basin Type
------------------------ *- -
Type Rec©19 a**' "
.
0
common Wl,h low bead structures
Type 4
lO
due to bow Aow cordlcn
Block. 4
^oasin length/D3
^length, [T
2^S’n Len9th
—-UZ
L!J
6.
14.01
15 00
F *n«noLi'rr '-^’mreeqnutirement
“*• -- 1
TT
1
-
Frwn Lj Vs Fr graph, L/Dj
Enter value
F of S of about 10% io
be adoptee —
0 45Halcrow
CALCULATION SHEET
Pro^ec’ Etft’Op*” tnigat'or. & Drainage Proved Consultancy Services *or SO.OOOha Subject UB MaJri Cana| Cross-Regulator at CH31+150, RMC
No
Chec» AC**'"
R PWW
Flow <0.5 design
between u/s and ds
■ ; i [' j "F J
Velocity la subawgec flow
Depth o*1low
Length of weirs (1)
Required Length of each weir (L2) Chosen length of weir
% above required wxli h
6 74
4.62
034
0.17
0.500
196%
LCALCULATION SHEET
M 7oI12 «*r 01
2U.11
L-'eo
■ PPlf*
w
21J.H
R U^-CH3'*1S0R“S
, e,
; Levations
125
1.232 09
LLI-
L
I irf^ *’*
^.^rrfKta- .
r
C*r
ffk^>'
0 333
-
•woK
ggt gp be*>* DBL J—H 1
□
fsld-s
LfcDS jj
%fc-hi/pH through itrvciure
'co Wdri between ebutmecits
ini
i IXf/itf‘4O(X
-> i J5 o2 < *0.333 ScarEUvaltonDS
beta* DBl
1^29.78^
1 ..'793 ’
i
L
t
X
CM?
0 80 ”
04 of! r«jjr«l
-
Ll
IiHALCROW
Project
CALCULATION SHEET
it^qbI'Cki * O»n»g« P'**a Consul*■ •-»
to* 80 oooha
Sut>«*ci UB Maln c-na| Cross-Regulator al CH3U150, RMC
EXFT GRADIENT. SEEPAGE AND CUTOFFS
Cntcal case arises when gale la shut (which may happen occasionally) causing water to pond u/s to crest of side spillway weir?
Khoelas Method A Selection of D/S Cut Ent Grackent not Io be exceeded (Ge
Horizontal lengtr ol Structure (b):
US waler level adopted (•FSl aty
DS Bed Level
Head deference across rhe structure H Depth of cutott below D S protection (d)
b/d
F= 1 - Nit d)2 "i S. 2
Exit Gradient Gcalc)
Chee* (Gcalc - Ge
OS Stone Protection Elevation i DBL |
Design discharge through structure
T rwekness of block protection & fitter D/S
D S Cutoff bottom elevation |
1
Lane’s Weighted Creep Theory
Sum of verteal creep lengths plus 1 3 ol
20.43
1.232,09
1.227.93
m
m
4.16 i«n
1.50
13 62
m
U.rcKtNti» re
* 227 93
21.03
h
m3 5
0 00 m
1,226.43
creep lengths
jm
must be greater than dherenual head across structure limes Lane’s creep coeftcieit
Differential Head Across Structure
Lane’s Creep Coefkdent
Required total creep length
Horizontal length of structure
13 Horizontal creeps
D/S Cut-ott creep length
U/S Slone Protection Elovation (DBL) Thickness o4 rock protection U/S
U/S Culolf bottom elevation
US Cut off creep length
Drop hejgt
4 16
3 00;
12.49
—r 4
4
•229 19
0 00
1.228 99
44
jjj
-■'CALCULATION SHEET
Aev
Nile Irrfcatioo A Dfa>nage Project Consuliancy Services for 80 ooo*a U0 Ifiv&flcd Siphon Aqueducl Right Mam Canal ch57+7Qo
D«* 1511/10
DaiS 20/11/10
u.‘-
24
C25
W* . _ -
kg/m3
N'mrn2
ffTLL
^tWIPQg.
7850
270
►’'laxity
1000 kgmJ 0.0000011
IEk l_ I
- • - -1 1 j5*ghl«lrock
LL-LJ-L-LL
Caic-^ai>on Sbeei (Excel)Ualcrow
CALCULATION SHEET
Pro^Ct Ethiopian Nile bngaton A Drainage Project: Consuhancy Services lor 80 00>*
Subject
ijr inverted Siphon Aq jeduct Right Main Canal ch57<7oo
—
IIt propowd lo place P'P® 00 P*LS ov!',h0 *a]e,cou,se
The soldo(lhe aqueduct shouldbe 0.9m dear o! the 1 in50 year ’food and . preferably
also clear of th# 11n 100 year food-
1 I 1 ’ 1 1 N 1 1J J J -LLJ-J
L
Wo<X
or ‘I
! '1
"E
1
Design P oak Flow
Calchrrenl
Area
length Slope
Mean CN
1. SO yr
1:100 yr
R6
95 9
21 6
0.021
76
80 5
91 5
L LLL
Lill1|i
Using Mannings oquaticr enables Lis lo estimate the required
iLUJ-lHTI
Adopted characterlsbcs:
freeboard
mzz 1
S^.pii^g -osfciKtan
1099 b
mASl
Assumed M^nr.ng's r ol 0.040
Scale
805
91.5
36 12
39 36
Underwe cl •queouct should be sei at
Majumum height of pet is therefore/ ,rnga,<)r
--------- Ton-linage Prefect. Consultancy Senses ‘or 8O.CWa inverted Siphon Aqueduct Right Ma«n Canal ch57*700
Oeo
J
_A
By;
D** 151V10
"Di* 20/11/iq
Refertncea/Rtsuftj
lr frt
J Level [iLtal intake
1
_________, Slope
Width
Vd
_L
06£
JJ24J*
Q
11 93
000015
0.00015
1 25
246
246
0 79
FSl
1125.85 112517
1123 39
R>
045
0.45
1128.30
11 93
1 25
079
1122.71
1125 62
H2$jt
■Xorg ength
D«r<9e I
| P^xieC pee diamgfer
>m:«ra0*p$*5
I hi ie»ei downstream
-
iHdss WSim-ary F
f a~
US Si
1 HL
DS SL
II S3
112565
1125,23
064
537
239
1124 62
0.15
003
112521
1125.06
1124.59
1124.27
Calculation Sheet i Excel}italcrow
CALCULATION SHEEtJ
---------------- s.ieTnoetion & 0»W Project Consultancy Services 'or 80.000ha
Project
SubltCf
jfl |r sorted Siphon AqueOuct Right Mam Canal chS7*7OO
Submerptnce
n
□ra
ted
’ FSL
■9 |
Openings
Design 0
IrW dimensions 2m (w) x 2m <h)
Area
Vetocity H entrance
Non symmetrica’ approach.
Iluiwwl Invert Level not above
Syrretnca* approach
Timet Inven Le.*' col abcve
0 3 ms
0-30 m [
1122.9 EL m
—r~.
il
1122.7
5 97 1125 23 11221
1124.75 11222
1124 29 1122.1
Adopt 1
RevOCALCULATION SHEET
No 8
Rev.
Irngat’O" A Drainage Project; Consultancy Services lor 80 OOOa Inverted Srphon Aqueduct Right Main Canal ch57.700
By TB
04* 15/11/10
Chee* By
JR
Date: 2CV11/10
- — - _J
Minimum Velocities for Upper Betas Canals
~T 3.14 1 ]□□ □
~l
rL
r
3
5.97
2 98
2 39
1.99
1.49
1.19
i
r
0.66
0.55
0 52
050
046
0.44
1 90
0.95
0.76
0 63
0 47
0 38
—
|
—
—I
—
—
-
—
*
L
—
—
n
-
r
r
Calculi
tior
Sheet |E
•»ct
4Halcrow
CALCULATION~SHE£y
Project
Subject
lmg*'«n 4 or. naoc Projeci: Consultancy Services for BO.OOOtt
U0 Inverted S<>hon Aqueduct Right Main Canal ch57+7Qo
Introduction
se 0( these calculations is lo verily the anticipated head loss tn the
: rl 1 1 LM „ 111 11---------------------------------------------- [
inverted sipbon aaueoucl
IIIII
The analysis of the head loss was made using a detailed breakdown of loss oates and bends as well as the friction of the pipe section.
1
Efficient
References
Technical publications used lo justify the choice of roughness coefficients
loss coefficients (K) are listed below:
rTTTlH 1 I LL H
Internal Flow Systems. 2nd Edition, D.S Miller (1990)
TTTrTFl I I I III 1 I n I . ,
Des/gn of Small Dams, 3rd Edrtion, Bureau of Reclamation (1987)
I ri i 11 i 111 i i i i i i i i i i
Fnctfon Factors for Large Conduits Flowing Full. Engmeenng Monograph No. 7, Bureau ol Redam*n iir*
-
t ! r r~i n
nr
t r—i—>—!
Ar* 0CALCULATION SHEET
Torainag" P'OiecI ComuMncy Services forSO.OOfflia N ,is lrrfla|,on _ _ --------------------- --------------
dSrphon Aqueduct Rfehl Mai" C»na: ch57*700
av
TB
Date
Or®
iS't Vto
Owck By
■JR
20tt10
3 m3/s
• root i 5 m?/s
Water temperature at lOoC assumed i
Headloss at rated discharge z
Headloss description
t |rte<tra^"on wses
-Losses al Screen
3 .osses at ir take _
7 Sudden Expansion
5 sudden Contraction
■ nspe:l or Shaft (no[usedi
6l
r 4
l!
ri
II
II
ITwaWw* _
O.l
O.l
E pan bend downstream of the mlet
9 Serdupstreamolcrossing__________ —_______ ________
10 Bend downstream of crossmg_
r Berd jpslream of outlet (no
t used)------------------------
-----------
5.97
5.97
<2. Fnclion lossesjn circular
steel section
O.l
01
O.<
13. Ent transition losses
zxttlti
ij TTL
I
0.728
m
Flow rtgime in conduit
Secton
Discharge
Velocity
Reynolds
No
Rek
Ji m~i i n Hirn 
Crcular steel pipe
11.930
1 90 345E+O6
rve Roughness
0 000150
^ace roughness factors (k ) used for calculations (mm)
t
-Xrn
Steel bring mildly rusted
0.30)
°«diameter
forriXfiHalcrow
Projecl
Sutied
E^opian Nte l^ton & Drainage Project: Consuiancy Services for 80 U0 Inverted Siphon Aqueduct Rlgh* Mam Canal ch57.7Q0
1. intel transition losses
Area a! entrance to p»pe. A
Upstream velocity, vt
Downstream velocity v2
Entrance toss coefficient, k
Trarsibon Loss
9 LoMaeatScr-n
Flow through Intake, Q
Gross area of flow al screens, \
Flow vetoaty on gross area. v9 Velocity head through intake structure
Intake screen assumptions
8 00 m? 0-790 m/s 1.491
03
0.008
21.79
0 547 m/s 0 015 m
Bar Dia «
Bar spacing * 0 13 m
Screen Width 5 66 m
Screen Depth 3-' m
1m
No. Screens = 1 No
Tolal XS area of bars (I screen i 2 0919 m‘ % ot intake area obstructed by bars 10 % Allowing lor suppons etc, lor design us 12 %
Illi 1 I I II I' I
Fraction of area taken by screen bars, supports etc Net area ol flow at screens. An
Assumed blockage | | | |
Flow vetoaty on net area. vn
Ratio A7A,
Loss coefficient, K
Design o4
Intake Loss, h,
(NB: vert screen,
012
19.28^
040
1.031 m/s
0 531
0 929
0 050 m
1 Losses al intake
Area at entrance 10 pipe, A
Velocity at enlrance v
Entrance loss coefficient K
-I! I i n i r
Pipe Entrance Loss, h.
4.00 m
05
Hr.CCALCULATION
‘to 1
Acv
—— . Ornnatjf Protect: Consultancy Series forBO.OOOha Irngat on 5 _ _ -------------------------------------
' g.phcn Aqueducl Rgh: Mair Canal CA57.70O
TB
CaiB 1 15/11/10
Chech
8,
JR
Oat
Bl
2G11/10
iHltl*1
I
Afta
<&'■K
0113
0.250
0028
h = 0.03 m Miller p 101 and Fig 5.76
J
0113
0 250
j
^^opered penstock
h= 0.03 m Miller Fig 14.22
f—
J
-U
7«ocily read
.jscodl'Cienl, K
Meadkss
n-e shaft irll cause some losses
J
ha
0.00 m
~^tTTT
Hnnsilipn
^eirabo= 1.27
I ■ * *—r~* ; — p'eociy head jsscoeficent, K
H ead loss
MiHerplOI and Fig 5 .76
d
-
hx
—
0
.01
m—
—
FonwJW?llalcrow
CALCULATION^^
rowel.
-
E-hlcoan Nio Imgalen ft Drainage Project Consultancy Servlm,7----------------- '
—------------------------ OOOha
-
b-B Inserted Sphor Aqueduct R-gtrl Ma.n Cana ch57+7oo '
8 Plan trend downstream oi the Intel
Area ol pipe, A
Velocity at entrance, v
Bend loss coefficient, K*b
Bend Loss, hr
9 Bend upstream ot crossing
Area of pipe, A
Velocity al entrance, v
10 Bend downstream of crossing
Area of pipe, A
Velocity al entrance ,_y
Bend loss coefficient. K’b
Bend Loss, h.
Li Bend_ups|reamo! pullet (ngj y^d)
Area ol ppe. A
Velocity at entrance, v
Bend loss coefficient, K“b
I
.IZ-fr^Jpn losses in circular steel section
Diamete I
Areaof ppe, A
Wetted Penmeter. P
Hydraubc diameter. D (» 4A?P
Tunnel How velocity, v
2
Flow velocity head («v 2g
Friction Loss
Kinematic viscosay ol water,
Pipe Length, JQ
Pipe roughness, k
'kD . [jj-
Reynold s number. Re
Frrction factor, f
T jTTt 11 lit
f lV '2gD)
1TTTCALCULATION SHEET *
i Dwnape Protect: Consultancy Services for 80,000ha
Invoked S'Pb
oo Aqueduc! rtght Main Canal ch57.7M
Chee*
JR
15/11/10 201 vio
ur
r
3.14 m
1 899 m/s
0790 m/s
J-l —I
i
vrtx'y Stream o( e
tt
~r
0 75
0.047 m
m
□
2
J
-L-=d a
Headloss distribution
□ 1. Inlet transition losses
■ 2 Losses at Screen
□ 3. Losses at intake
□ 4 Sudden Expansion
■ 5 Sudden Contraction
□ 6 Inspection Shaft (not used)
■ 7 Transition
□ 8 Plan bend downstream of the inlet
□ 9. Bend upstream of crossing
■ 10. Bend downstream of crossing
■ 11. Bend upstream of outlet (not used)
□ 12. Friction losses in circular steel section
■ 13. Exit transition losses
r
-
—u
1
—
-JJ
- ---- L
_
■*4-—
" r-
—
--
-
-
-._J I
-
r
p
-
..
i
—
—
•
-X
fialcrow
calculations^
Ethiopian Nile ‘rhgalion & Orninage Project: Consultancy 5ci lor BO.qqqi UB Inverted Siphon Aqueduct Right Main Canal ch57 7oo
' ~-U
4
. _____ ____________ r
jphon is assumed to bo fabricated using mid steel The checks req
a -njr, sc ng p i-poses are for 'Ne-rai pressure w-tb an allowance for corros<on The adopted crrtena is as follows.
Corrosion allowance of 0.1mm/] 0 05 mm/year
Factor of safety
IMimale yield strength of steel c 2TO highest pressure head in system
N mm2
Pressure head m siphon 20.2
Vewxrty m Siphon
Total design head
Total
19 m's
20.38
m
0.2 N'mm2
2000 mm
90 N-mm2
II
i _L__
rnm
Provide
Total t
for corrosion
50
625
to nearest mm
Mirmiixn handling thickress
Mailmum span
Internal Diameter
Thckness
WeiQht o* •
kgr.
56.80
ZU-
J / . ■CALCULATION
No: 13
A»v
. nramaoo Project Consultancy Services fo< eO.OOOha i rn0al»on A ura -v
ed Siphon Aqueduct Right Mam Canal ch57^700
0000
2.3E*05
4 5E*0fl
Br TB
Date 15/11/10
Chee*
fly
JR
Daw 20/11/10
Refe
ren
ce s/Results
r
5
,^ "'
c.
270
rnz
N/mm2
sle
nder
0.6xpyx0 6xA
Class 4
B55951
Chock as section ts Ciass 4
■
_
U:<nr" Wp'it/ ■
: ici>Mtoty shear ’idor dI safety M
3.4E*07
1 1E+10
28 20
2 7E+O7
3.0E+07
82E409
1
Practical Moment Capacity iimrt
ear capacity secyion in low shear
L_
Class < slender sectma
lZ
j
L
Ca
teuiatmn Sheet <£*cel|The rifled schcn is eipecietJ ic have at teasl (our benos wtucn vdl hr, «■ h
111111 m 111 111 11 r
uojeci io ibtujH
In oroer to ass<sl nhw pre**«wy sizing and cosing of theta a basic thrust calculabon Its presecled ben*
bKharpe |
5$*
Dueler ot pc»e
2
Velcc.l^
|9
Pceangle
15
Thrusi
D^ign Ihrust
__________ i_____ Lj Assume foct with 45c niemal Uta
«1 size of block Assjnec base lenQth
AssuTed sue of nick weoge
ConcreteCALCULATION SHEET
Mo 15
Rev
nor * Cranage Proiect: Consultancy Services lor 80.000ba
. ejohon Aqueduct Right Ma»n Canal ch57>700
H0 Invert®0 ° h*
By TB
Dim
1^11/10
Check
Br
JR
Date 20/11/10
R ete fence ^Results
' ,-v.^’ipr<3r I
5 ^g .md costing of these a base thrust calculattoc
r~
T"
L
_ ,.j
tit
1U-
r DkSdwpe _j_ 1 w
i coHetw o£p<py I
■ __ IJ —
p j.
-,-gincTNus)______ 1
, Zj*L • - ! J— 
J
1
P ,r.
:1111 “
___
314104
r' ■—
319966 N
■
pI
pitcq zm
■■
1 1 iJ Frh ^aLLfliQ!2jM |
M arK e
- 4~~’rocJp*4h<5o internal friction angle
I
4
rri
r
OK
Calculation
Shee
t lEi
cel)lialcrow
CALCULATlQNjyp^
---------- 7 ’
rr0|6vl
Subject
Ht-.-pian N>te irt.gauon & Oamafle Proiect: Consultancy Services >‘o, UB Inverted S«phon Aqueduct Right Mam Canal ch57+700
iiIir
___ 1
: Assumed Dir wkMvktsW
Adopted maximum span lor mutapan structure
rn iiii
1
Height of pier
Adopted width
Q
0.4
4
0.4
6
05
8
0.6
—□
Pad Foundation
Extension 0 6
nhicknot»6 06
♦Width 1 4
-I.-.-.-..—1---- —---- -—
Length o’ aquedud
4-' I I L
Numbets d pie's
design scour doptn using Lacey’s equai«on
Adoptee Scour Factor X 2
.acey s sih lector 1
I 0m10a0r. depth
q50
qlOO
A .wage [>er height.
Average mdth ol p«er
Total voMne ot concrete
Percer.lage steel
1.73
0 60 i
£*_ ■'
62 4 m3
14668CALCULATION SHEET
. rvawmoe Project: Consultancy Servces ’or flO.OOOha
»n 4 Dramas
|mffal
vied Sip*®" Aqueduct Right Main Canal Ctl57*700
TB
JR
Date 1S11/10
C«* 20/11/10
ReferencesResults
—
—
1—
363
2
m
m
r j
i_
—-
— ——
-
mm
kg*m
[
.
-
2
11
546
□□
37
3.1
4
62
L
m
m
m3
14683
kg
T^^rflcCJConcrelO
-- _
m3
m3
—
□
L
67
205
_L
1
328
’till Wne c4 concrete (C25j
•ttf Vrtr’eol concrete (C10)
-
Hr Frwh Fomwork
■ryjh frFormwork
262
120
-I —
J
33
J
15
150
I
135
230
—
kg
m3
m3
m
m
m2
m2
m2
230
m3
^VWnwol
concrete (C25)
concrete (C1QJ
d
215
i
^ F’^Fo™wo k
,
120
25
m3
m3
■outwork
100 I m2
—
135 m2
230
m2
920
—
m3
--
70
v,, « mastery
■’■—
m3
280
105
m3
—
.
m3
d
—
□
M
K
B
Calculation Sheet /Excel)IRipMrif&toipH Miaufr, of V'afrrari
Eltoifw \’tJf frapt/c* I Pn^lCALCULATION SHEET
Mo 1 0*8
■^-^Tproject. 80.000 ha Study RB C 2»'CH31*020 °n RMC-
2 bee*
„ RP»<W
Dim
21 2.11
References Results
H**d
■
F
—
germ
1
—
H TV.
13
B
A
—
—
—
—-
a"
TW
3B
□
J —1 d
ALIGNMENT OF INTAKEM I II._____________
f Hakes are constructed so that How into the intake is diverted through 90 lo the nver flow, then How separation may occur and sediment may be fleposaed preventing effective operation of the intake. To prevent this viaAow entry angles are often recommended Gupter p. 223 recommends an
angle Of 60 80 degrees However, all existing H-Regs in LBDC offtake
■ Woegrees and to avoid land take and protection on bends d/s this will be F 1or nGW ln,akos Separation will be avoided by use ol suitable
ration walls
contracting section, adopt 1 in 1 transition
® expanding section. 90 degrees transition
i-R-
expanding section, adopt gradual transition
r
.
p
rrrjV
Halcrow
CALCULATION SHEEtI
Pro<ci Ethiopian Nile Irrigation & Drainage Project. 80.000 ha Study Head Regulator. RBC-2 at CH31 *020, on RMC
FLUMING RATIO
Fluming ratio should not be less than 70% with respect to offtakino ca width B. Gupter p225 Ideally adopt fluming ratio of about 80% (or hioh^' ***
■ This wili minimise transition wall requirements D/S
0ner|
TYPE OF REGULATOR: ORIRCE OR FLUME
Ideally intakes should allow llow measurement as well as allow llow
regulation Also offtaking flows should remain relatively conslani for
fluctuations in water level m lhe parent canal to promote equity ol supply
—I This indicates: ►v’r •
(i) Orilice type intake rather than open flume
i0 Gated structure to allow rotation of shortages or for closure
(hi) Row measurement for range of operating conditions For free flow discharge is related to onlce opening and ll/S depth ol flow over crest For submerged flow discharge is dependent on onfice opening and headloss across lhe onfice
Relenng to figures below, adopt (a) for tree flow; (b) for submerged or transition llow conditions Also for all small discharges (say less than 30 cusecs) if this leads to consistency of inlet structures along distrubtion canal
— 1
—
(?)
—
hl /
z/
<7/
Zz/
✓
a
1/
—
CREST ELEVATION AND LENGTH
Crest level must be higher than DBL in otftaklng canal, and typically 1-2 I “'higher than cross reg crest level Gupter p. 225.
A
For broad crested weirs, crest length > 2.5 hi where hi is ll/S head over
crest & Cd » 1 70. For sharp crested weir crest length < 2/3 hi & Cd = 1 84
(Free flow m a flume).
For free flow it a flume. Q . CdBh1Al 5
For free flow through an onfice, Q = Ce A (2gh1) 0-5
ttt t iTrrrT etTTt
For submerged flow through an orifice, Q • Cd A (2gih1 h2)}A0.5 Cd • 0.65 providing that hi > 2.5 orifice opening, a
jxl■ tti 111 11 iTinxrl
Sect—io*ni 3?^cc^**a PPTA
II . LU
i r~T T r I 1
: r-i r—i i r
Small h>^0?6’ StructuresCALCULATION SHEET
No 3d 8
Project. 80,000 ha Study
irrigation
on r-2 at CH31 .020, o RMC
AC
n
CbeCh
Q RP»<W
M 212.11
5*5
21 2 11
References, Results
3047
1232.11
122921
600
0.55
1232 66
04 N(Topl-e*e,
c ^SOesloP®<’V-
FW Velocity, V
2*
FSL
' D6L
In Branch/Secondary canal I
_J"
Pieboari F Byik Top Level Oscharge. 0 Bid width. b| 3ep(h ol Flow. D Ana of F«ow How Velocity
D9
1231 61
1230 41
0 70
m
1232 31
9.40 n-J^
1.50
m
iji :n
3.99 m2
2 36
ms
IV.-H
1.5
1
1231 44
—
b
—Halcrow
CALCULATION SHEET
Project; Ethiopian Ni'e irrigation & Drainage Project. 80.000 ha Study sa,|ec‘ Head Regulator. RBC-2 al CH31 *020. on RMC
1 i IJ.I LL .1.1 LI
discharge capacity of existing regulatorI
I
I i i i i ; i .LI
How through a submerged orifice chosen
l.L
A
Submerged Flow, O = Cd A (2g(h1-h2)) 0..5
Coefficient of Discharge. Cd Allowed head loss in the outlet pipe (m)
J) 65
0.50
5-Cd^ajh rr
Total discharge (m3 9 40
Number of boxes
velocity (rrv's)
Width & height
Select width and height (m)
A. Jah
Percentage over requirment
./ UJ. ■■ . .
Check if pipe is submerged
FSL(MC)- DBL (SCi (in
3% accept, see below
Box cu'ven
ai least 10%
1.71
m
1T
Depth pipe submerged ■
031
m
ok
JJJ-LU ;
Check with V* 2g =Ah
o= 1.65
V msi
Number of pipes
Area per pipe =
Diameter (m)
Selected Diameter,
2.44
3
1 28
1.28
1.40
9%
-
Percentage over requirment
Check Fr = Vh/gd
Depth, d= 1.40
< 07 ok
—-
-
—
Fr =
0.55
1
Lt
—
-
’—
Rev i
___CALCULATION SHEET
01
tii/cro*—
A Dramage Project. 80.000 ha Study
rBC-2 al CH31+020, on RMC
ri j j J-L< • l n
„„ anses ™ 0™ « shu( (whch happen
wa tef to pond u/s to crest of s.de splfway 
Method A Section of D/S Cut off Depth
.Gradient not to be exceeded (Ge):
Exfl'
cental Length of Structure (b):
No 7 of A
Bv AC
Cf *Ck RPHW
®y
21-2.1t
K>na"y>
Hor-.- —
* adopted (*FSL u/s)
j.$ water 'eve*
a .S Bed Level
l9 d difference across the structure. H hi — u_n..utoft below D/S protection (d):
of c^off
Trt Gradient <Gcate>
Check fGcalc Ge|
Q~J 1 11 ~
0.
10.
1.232.11
1.230.41
-O.D3
Erter trial value
ff&i
LUT
I Check IN* is -ve
DS Stone Protection Elevation (DBL)
tagfl discharge through structure
Tbcviess of block protection A filter D/S
O S Cutoff bottom elevation
lant'B Weighted Creep Theory
JSUu|mI|UId¥CvIeUrUtIiIcLaIUl XcirHeep lengths plur’s““-1--/-3---o--f---s--u--m- ---o- fI
1,230.41 (m_
9 396 I m3*
0.00 m
1,229.81 m
horizontal creep lengths
I|I
Uned canal
r*
w
rust ba greater than differential head across structure times Lane s creep ccetllaem
O^eranbaJ Head Across Structure
Lrw's Creep Coefficient
- Re^ired total creep length
Horizontal length ol structure
J2 ^onzontal creeps
Mzn^rn-
^^•otlc’eep lengtn
........... ■■■4-d-P.
Slone Protection Elevation (OBE)
1,229.21
r x:kr»ws of rock protection U/S
ooc
81 Cut oft bottom elevation
1,229.11
Cut oft creep length
fc '
^■b of 13 horizontal A veHU«
Ch ^hor Avert.y'eOrrj: K/furA.. if f:/Ar«0w Mimrtry of IFrfrr and lintrfy L-tfafoj* .\'jm Jm^/roo o»dDnao^t PiytrfCALCULATION
tion & Drainage Project.
irrigate’
c 89 550. RSC-2
80.000 ha Study B on RMC
No 1 ©f 9 By AC
FWw 01
Jal* 21 2.11
Daia
H+
By
RPHW
215 11
References. Results
4-r
4-
L
J 41
L
L
L
4
rz
TW3
B
A
|
L
L
fr-
A
TW3
B
t
it
E
-
r
ALIGNMENT OF INTAKE
_ II intakes are constructed so
rr JL
L
J
that flow inlo the intake is diverted through 90
x> the nve* flow, then How separation may occur and sediment may be
__ooeccoossnneeddpprreevveennttiinnggeeffffeeccttiivveeooppeerraattiioonnoofttthheeiinnttaakkee..TToopprreevveenntttthhiiss
i
Gupfer p. 223
1
1
,an
fran&mn°r ,ntakes Separation will be avoided by use of suitaWe
• walls,
- '>WXWALLS'™-'
contracting section, adopt 1 in 1 transition
n 9 section. 90 degrees transition
p ^pt A*B*
•^wteo TOT n<Jw rntabM- <>____ _ ... .
entry angles are often recommended. Gupter p. 223 recommends an °°ff 66006600 ddeeggrreeeess HHoowweevveerr,, aallll eexxiissttiinngg HH--RReeggss min LLBBDDCC ooffffttaakkee
t0 avo
’* -•*’-d’« ■<‘“"J Jtaukaerasnud<p11roIVtepcitUiotUn Uoln'Ubfel nUdtlsUdW/s3twhias !w”•il»l b" e
....
.
n
—1
-
-
-
^Hding section, adopt gradual transition.
4-CALCULATION SHEET
Project Etrvopan Nile Irrigation & Drainage Project, 80,000 ha Study Sub*cl Heid Regulator at CH89*550. RSC-28 on RMC
FLUMING RATIO
Fluming ratio should not be less than 70% with respect to offtaking ca width B. Guple*’ p225 Ideally adopt fluming ratio of about 80% (orhiah 3 This will minimise transition wall requirements D/S
_ laptop
9ner).
TYPE OF REGULATOR: ORIACE OR FLUME
Ideally intakes should allow flow measurement as well as allow flow regulation Also offlakmg Hows should remain relatively constant for fluctuations in water level in the parent canal to promote equity of supply This indicates:
(i) Onlice type intake rather than open flume.
(Ii) Gated structure to allow rotation of shortages or (or closure
(lit) Row measurement lor range of operating conditions. For free flow
d scharge Is related to orifice opening and U/S depth ol flow over crest For submerged flow discharge is dependent on orifice opening and headloss across the ontice
Rearing to figures below, adopt (a) lor tree flow (b) for submerged or transition flow conditions Also for all small discharges (say less than 30 cusecs) if this leads to consistency of inlet structures along distrubtlon canal
i(b)
J
>
hl
2
/ //y.
/
CREST ELEVATION AND LENGTH_
Crest level must be higher than DBL in off taking canal, higher than cross reg crest level Gupter p. 225.
r! t: i
and typically 1 -2tt
I|
|
|
|
|I|
■ 1 : ! I —1X - J.--------------------------- *------ —
I'
For broad crested weirs, crest length > 2.5 h! where hi is U/S head ov°r crest 4 Cd = 1.70. For sharp crested weir crest length < 2/3 hf 4 Cd = (Free How in a flume).
GuptCfP
S^cn3 2Cnl<^
PPTA
For free How through an orifice Q • Ce A (2gh1 )*0.5
T r, in mt, i
For submerged Itow through an ontice. Q . Cd A (2g(h1-h2))^ 5
.IT
S'**"
SlfUCH''*4,CALCULATION SHEET
^Tnage Project. 80.000 ha Study
Irhgal’OH
J
cH89*550. RSC-28 on RMC
^TopL«vel
Wtro'^0
RJWv?toc'<y v
Qcwnstftim Data
1114.26 *
fe
1113.85 "
O0L_
Rtttoard, F_ I J
0-40 m
gink Top Level
Z-scftargeJ)
1114 66 -
0.70
BedwMh,B[_
DepfrolFtow. 0
Area of How
How VelocTy
1113.77
H
JHalcrow CALCULATION SHEET
P*o^ci Ethiopan Nile Irrigation & Dranage Project. 80.000 ha Study SiOjec* Hearf Regular at CH89*55O, RSC-28 on RMC
discharge capacity of existing regulator Flow through a submerged orifice chosen
Submerged Row. Q = Cd A {2g(h1-h2)}*0.5 Coefficient of Discharge, Cd
AJ»owed head loss m the outlet pipe (m)
14
3
Total discharge (m /S)
I
0.704
022
□-
1 C<3n41 FA r.
2
Aqjm ) |
Number of pipes
velocity I rrVs)_
1 OipoO-lni-Mi^^
L
Diamete' (rr)
Seleci diameter (m)
__________ 1_L_
Percentage over requirment
4J
accept, see below!
J
Check If pipe It submerged FSL (MC DBL (SC) (m)
0
Depth pipe submerged -
0. Ac
.74 m
14 m not cept
should be >
Check with V’/2g
a=i 1.65
►- A-- _ -
t V (HVs)
1
Number of pipes
Area per pipe =
Diameter m
Selected Diameter. Percentage over requirment
-
1. 89
2
__
04
0.6
0.19
9
0
23%
At least jG°/c
—1
u_ L
r
Check Fr //<Qd Depth, d- 0.76
-
—J Fr = 0.58
-. —
4
-H-
---- 1-
Atv 1
< 0.7
ok
J
—•—
—CALCULATION
naae Project. 80.000 ha Study
•fa 5d9
Pr. 01
a» AC
Data 21 2.11
„ ^.8.5W."sc-r°°"RM‘__________
stilling basin design
Chee*
RPHW
Date
21 2.11
ReltrencesRwulti
] Ii
^PATIONAND
irrOu9^u,vert
L
1
Only downstream transition required,
!
t
_
Tl I -
L—
,J
-
J
—
—
“I
!
ZT
□
kl _
_
d
__
d3Halcrow calculationsheet
Project. Ethiopian N«lo Irrigation & Dramago Project. 80,000 ha Study Subfecl Head Regulator at CH89*550. RSC-28 on RMC
SCOUR DEPTHS & ELEVATIONS
Scour elevation = FLS - XR
Upstream Scour
Scour Factor. X
FSL U/S
DBL US
. Discharge In parent canal
Parent Canal Bed Width B
Unit d set' argo
Lacey’s sift factor (clay)
R « 1 35 < q2 /1 ) 0 333
Scou Elevation US
A
r
Scour depth below DBL
‘ I "i
Downstream Scour
Scour Factor. X
FSL D/S
I_ DBL D.S
(Discharge through structure
Total Width
Unit discharge
Lacey’s silt factor (Clay
Scour Elevation D/S
1114 3
1113 8 m
0.704
2.0
r
Scour depth below DBLCALCULATION
No ?cM9
Re. 01
Cordage Project, 80.000 ha Study
rHB9*55O. RSC-28 on RMC
Efc AC
□ase 21211
RPHW
Oaw
a|
21.211
I
Check
Bt
References Results
cP AGE and CUTOFFS
^AD,eHT’ hJh nate S shut (which may happen occasionally)
ll_
1
_1.
-f-
” **
I
10.00 im
CeoglhP’S‘?y ’-
c
tJr8(blL
D S Bed L®*®1
uaicldifer?*®-
across the structure, H
1.114.58 1,113.85
0.74
1
7
Li
tL
J□
r
LT
1
_ LI
(Enter trtf vatae
j'^’efculoH below D/S
t>d
_LL
MljL(’ ^ >
+d
2, '° 51 2
0.40 m
13.01 0.16
1 1 LL
Jj
J
ExC Gradient iGcalci
T check (Gcalc - Ge)
Check this a-ve
I
II
-o.
T"
’US Stone Protection Elevation (DBL) ioesign (^charge through structure
Piicwx?ss of block protection & filter D/S G'S Cutoff bottom elevation
T1 i I 11 L XI U i
1,113.85 m
0.704
in I
1
0.00'
r
ibned canal
1,113.45 im
.. I
Line's Weighted Creep Theory
Sir of vertical creep lengths plus 1/3 of sum of horizontal creep lengths iw be greater than differential head across structure times Lane s creep coelfdenl
C^rirual Head Across Structure Lane's Creep Coefficient
— Required total creep length
length of structure
J?Horizontal creeps
^^HJflaeep length
Protection E-
,n Elevation (DBL
r.
□
-PH
J
-
0.74 m
cJX°Lck pfD,ect'°n u/s
Cut r,H 60,1001 e,eva,ion
I cre®P length
4 vert creeps
1.112.76
000
1.11266
x l nt
Ctoy 1
1
i’
1
1
L
1
i
ILnedcanel
0 2m stone on 0.15 g
rave
|H LL
„L
Ok
■■U*■
i
i ~T
1
.i*
1Ffdrv! DmwiK Kfttibh, tf'Erhtpa. Mtwfn1 tf ITaftr and E^rr^, Er*vpu* NiJt mJDrwiqff PnynTitt
iHl XL
xi x
1
.1
•ectanQuia’ secliofl above used nighl
,—.
4
LL
J
-
ectanQuiar section |
above used day now
— -
•-
L
XT.
_
.
—I . L
1
11 [*
■X
1
J__
-- L--t laicrow
CALCULATION SHEET
Prelect
Subject
f rb<*>an N‘te lrr’0,’,oc * O»*r*D* Project: Consultancy Services fex BO.OOOha
N>ght Stooge Reservoir - RBC2SC10 CH 14750
■11
~y l~l 1
—r—
Spillweir
L
Soilhrwr level above FSL Soillwetf Level
Depth ol Flow over spillway
LenQih ol Sptweif < z = 1
7
5cm
1/21r«et)OArd
O-ClH‘3/2
Adopt
h
Inlet Pipes sized lor when Night storage reservoir Is full
1 11
nzmzzn
Headless cvb' inlet
FSL in the reserves
|
Submerged Flow. Q = Cd A (2g(hVh2))A0^ Coeflioenl of Discharge, Cd
Allowed head loss in the outlet ppe (m)
065
0
0.610
0474
Q-*Cd\(2ghi1 Take Q5-0 65,
Total discharge |m3j
Aq(m’)
Number of pipes
| velocity (rtVs)
Diameter im)
Select diameter (m) Percentage over requirmenl
nrrnTr
Check with V’/Zg =Ah
0= 1 65
Number of pipes
Area per pipe -
Diameter (m)
Selected Diameter,
0.78
090
16%
accept, see betowi
Pei
over requwmenl
0.90
27%
td.. E
1CALCULATION
T rk
1 Re. 01
Drainage Project: Consultancy Services io» B0,00o4
Br TB
□a* 151.11
CJ>a RPHW
Bf
D*» 15 111
Ftgnt SIOW' ^f^ervoir • RBC2 SCWCH 1.750
Heferences.flesulls
tr
I 1_
A**"0*
IIII
fa d eSerrtir
onouWI
Ufffj loss on cmj1m»
Mifu'ti enter level in reservoir
| whoi Deri Mage
Mol reservoir
ten wafer reared for irrigation
^me of Reservoir
rt r
1—
FSl In D'S canal ♦ Headtoss
I
iwtiSide stooe or reservoir 1H «v aewoir Length to water levi
^seyor Wtoth » water level
t.O8
26 352
2.5_
1135
1135
13282 39
Lr How into reservoir over i2hrs
Input tnal vauies
Half value above 13.176 as there are two reservoirs
Zresi WWl*
-ntoard
I 1 i _L
rI
1
So Iwo reservoirs or
m requ re<3
t,
r
1
i
1
j
1
-■*
Jlialcrow
CALCULATION SHEET
Project
Subject
Etiiopan N**e Irngabcn A Drainage Project Consultancy Services for SO.OQoea N*ght Storage Reservoir • RBC2-SC10 CH 1 >750
Outlet Pipes • iteed lor when Night storage reservoir empty
Submerged Flow. Q ? Cd A {2g(h1-h2))*0.5 Coefficient of Discharge. Cd
Allowed head loss in the outlet pipe (m)
FT
Total d«sch«rge m
Aq',m i '
Number of pipes
velocity (m/s
Diameter (m)
Select diameter (m)
7
Q=c<*i 7gh ’ T *Cd<5 Q.
?1
0.20
0610
0.474
1
1.29
0 78
090
Percentage over requirment
Check with V’-2g »Ah
I T....
V {(TV'S)
Number of ppes
[__! Area per pipe
Diameter (mi
Selected Diameter.
Percentage over requirment
CHQ QflKf ip help reoiMtt How AJkrwrd head toss m the outlet ope (m
Water depth (m)
total di%cha-go
accept, see below
0.90
at least 10%
0610
0.474
I uU - Q=CAlW‘!_
TaMrCo-D^ 0=S
A,-*
Ensure u/S **-’«* 01 4i oril«e &*** accept 3«CALCULATION
Ne
01
, ((X, 4 Ora^ PrO|«rCl: Corwul-ency Services *>• <" OOOte
Aflwrvcr ABC2-SC10 CH 1*750
M0 H Sto'*9" flosgfVO__________________________________________________ _
, |he full now down !he ope during when there conditio" when there is maximum head Terence
»r T0
□ata 15.1 11
CMcn
Bt
Da» 15 1.11
APHW
Heferencesi'Reeutts
’***^, e d^*
ha
,BnCe
n-SP^’,<Sd^
TH® f
wd MW<»* ** ^
I J L-L-L -L-
<rhefl reeervolr is empty
be the control m this condition and the velocity
. Horned to b© Ji
* is not a concern
—
oiD#
nP
“ <M" ,h" ”'e -*
J
L.
□
Head difference
» iu's
dwell velocity using Colebrook • White Pipe Head L
r
J
1 LLL-L
om Calculation
i
+
taralue
lingt <H Pipe
Miny Losses
■ r~
tOrtOVS
I
-. rr ri i i nr
S"«t US8R Type IV .tilling Basin -11 required
stkng trams, USBR
21
i i _.
c 0.5 w 1 2 Io M m *h canal
-
canal depm = 16
36 d. 0? w 0 5
1
1a
0.1 w 02
1 0 1- 0.1 w 02 nun 0 15 uwaty 0.3
1B
r“F
ul » Numcr
3.71
tn
—
1.27
1.12
F
—
L
-
— —*--
_Mm/Dr**r*h Rj7**t*6. e- J Miwtfr) if V*fr nd E*fty Ertyu* \»k ln^HM a*iDiwatf Pn^tCALCULATION SHEET * i
@ Ch 0-900m
Br BK
Chees
„ PPKW
fly
L
Reference* Results
I r FH
; FS.U.S
gtduvlttff (Ml*
I path o* Fto* {D11 =• / Channelslop* s
Ifta* •
I Channel side slopes
I faal Channel depth «
Drop Characteristics
?<vli'oiO'op iAH •
Tfpe o< Drop «
riIp
OownMream Data
_ FSl_DS
3edirdth(B2>«
I 3epch crfHow ID2)- Channel s»ope ■
Channel side slopes = Tola Channel depth
1216.79 It
1.20 m
L
1 11 m
0003200
7 14 m’/s
1 in 1.5
1.71 m
I
1
—
_
1
R> • 06
2.00 m
See STD 54
I
I
I
.1
1214 78 "
i
i
0 003200
J
Weir Coefficient (C) =
Conservative Coet**c*nt chosen as some
^Sream transition ^ nType I
,o
- J ^zoKiai
Insen Yes or No
nsert Yes Or Mo
'^ryWaHalcrow
CALCULATION SHEE
Project 80.000 Nile irngalion Project
Si^ject jg . rbc2 drop @ ch 04900m
Slone Prolection
Slone protection derived from table on ST Upstream Flow
Downsteam
Upstream protection
Lt
Thmkness o< stone prelection Think ness ol gravel ■ Downstream protection
L5, Bed =
L6, Sides -
Dt. turndown
see STD54|
tee STD M
Thmkness ot stone protection = Thinkness of gravel =
0m
0m
----- 1
—
4
-
4-
4
IT
L
—L
.-
R
*v 1
-
—
-1-
1CALCULATION SHEET
rtJ™'”’'*"
CMCfc
„ SPKW
•r
iret*»'«n
pas.nLeng't'
Be «Q C X H‘3.2/ Sards ?ype ve<«*al tfoc L3-3fldc.QV5.<*4
Xxfcl
do* gi“i 3
Wal1
Thckness oi Walls
(hekness of Slat)
Wai Reirrfoc cemenl
ejao Reinforcement
Tbckness of Downstream cutoff Downstream cutoff reinforcmenl
" tf —
*wagejietgh! of Wall
~T"1-------
±ffalcrow_______
PrvtKT. 80,000 Nile irrigation Project
Subject UB • RBC2 drop @ ch 0*900m
CALCULATION SHEET!
Refei
^0 0
Critical case arises when gale rs shut (which may happen occasionally) causing waler to pond u/s to crest of side spillway weirs
Khmli’s Method & Selection of 0'S Cut
Exit Gradient not to be exceeded (Ge
Horizontal Length of Structure (b):
U/S water level adopted (■FSL u/s)
D/S FSL
Head diflerence across the structure. H
Depth ol cutoff below D/S protection (d):
b/d I |. ] 1_1. | .
F«r(1 + (l4(bid)2)^a5)/2
Exit Gradient {Gcalci
Check Gcalc • Ge)
D/S Slone ProtecnonJEIevation (DBL)
Design discharge through structure
Thickness of block protection & filter D/S
DS Culotf botlom elevation
Lane's Weighted Creep Theory
Sum ol vertical creep lengths plus 1/3 of sum of horizontal creep lengths must be greater than differential head across structure times Lanes creep
coefficient
r.
t nflrr tnai va'ue
U-LL
Fle<ef STD? 7
Differential Hoad Across Structure
Lane's Creep Coefficient
total creep length
Horizontal engtn o* structure
1 -3 Honzontal creeps ' ttt1 lit
D/S Cul-ofl
2.01
3 no,
—H—
U/S Stone Protection Elevation i DBL) Thickness of rock protection u/S
U S CulofI bottom elevation
LVS Cui oft creep length
Sum of 1/3 horizontal & vertical creeps Check hor. & vert creeps > total rea d
___□__i_p_ _ I'
ij’i
’CALCULATION SHEET No 5 Ot
0ch 0*900m
lb BK
t** m
fry_____
0* »"*
0
Dai* 01121
________ □
Refer«nc«sTteiult»
l
. .^*
;
eLE’‘"0Ni
FLS ■
„al^00
5(0 «,Sco«r
^ ,rn5\
^F*lofX
rtUJ'S
Sedion 3.4; Criteria for
Enq»wrro Deiv’t
1216.8*
1215.7’
7.14
36
2 0 Tu's
gg
Scour Eirvaton U/S
I Downstream Scour
^our Factor, X
FStOS
DHL D-'S
I Dscnarge through structure iloal Width
Iht discharge
' 1 $ silt [actor < Clay ) I IUJ.35 q2 1J2P-333
Saur Elevation D/S Sew depth below DBL
gr-
12148 *
b
1212.9 m |
4~
0.8 m
I”
—“1
•
■
_
L
,
.—
•
IMr* 
Mffu/fri efWjtrr p^
Effect** j\’rir IrnfOtton M [>nrrn<qr PryrtfsTl> 11
$TD- I2A
<TD- 12B
ANNEX F SELECTED DRAWINGS
Typical Canal Cross Sections (2 dugs)
Typical Drain Cross Sections
Typical Tertiary and Field Drain Cross Sections
<1T> 13
STD- U
STD-15
STD-16
STD-1"
STD-18
STD 21
STD 94
Typical Road Cross Sections
Typical Canal Lining Details
Typical Canal I tiling Mild Cross Slope
Typical Canal I tning Moderate Cross Slope with Shallow Rock
Typical Canal lining Moderate Cross Slope without Rock
Typical Canal Lining: Steep Cross Slope with shallow Rock
RC Retaining Walls (2 dwgs)
Land I-eveiling (tenaang)
UB/FS/303
VB/FS/306
UB/FS/316
UB/FS/319
Balancing Storage Reservoir CH 31 +150 RMC
Cross Regulator CI 131 + 150, RMC
Head Regulator For RBC2. CH 31+020. RMC
Head Regulator For SC28, CH R9+55O, RMC
l'B/FS/326
UB/FS/331
Canal Measuring Flume At CH 31+326 RMC
Culvert L’nder Embankment At CH 39 + 550 RMC
l'B/FS/332
CB/FS/357
IB/FS/371
Siphon / Aqueduct At Ch 57 +700. RMC
Night Storage Reservoir RBC2 SCIO, CH 1+750
Vertical Drop On Branch Canal 2 CH 0+900retrruJ 
ifEAufa Stimjtn •fW'attr
fz.'twput S’rJf IrrjjfuDM M D/wr^ PrqrmT
I B F4 SRMA Engmcrnr.g 7}
2“I ™
•*■4
»- I WLML
ZZ____ MM______ <•* UH
•«JM_
•*• [ 'Jl ■•
_____ ‘
■K._____ -MJMH
^3 - -
m.
L_----- MS-------- a*.
2
,i
te'
22L ! "•*
g.
••• «*• j
M . -• 1
r
M« W« JFr^fful [JnffW,. E/httptar .V/#
* E/httfita .\bwrtrf of 9 jtn c E*np
w
Dntr*qr Ptvfrf
i
• !
.i
I
B 14 SRCMA Kngmccrifig ij
2Ht-
to
j vtVMS M Hi!
>
k
JMM-J f/ur UNJpiuil f/\» WMUftl^-r/ wuw/f_ ./|| att ~
r
I
fl
5
l4Alir-1l& 3uuj.»utfuj \>?HS t in.
pf J'V
‘'"“'A' *'*««» «*‘***0>**' J
1Il
Cf WAYS*
ifalcrow-* Z7ZZ2
*1*
■TOHO IFn**-.V wuff. K^*ec. ofF.nnfw, Mtvrty o/U afrr C>£w^ h/SMfw» Xtb '.iqaim and Drxwf P^nf
1 H I 4 SRCMA I npncvnng (2)
8
|4 M«*H
V01
H.irrl+1
t)9uu« d ,
u |XMJ)ls1 dHU
,
u
jjjc n ja ’rnjb^f/•11
14-Mm 11fetra!
Rrr*t«c. *Estops
ef Wafer & H«?p
Ofitopj* N/k Inwm a*^’J*Wn"JrPnyr'
UH I 4SRCMA 1 npficrnng (2)
1614-May-llFwrn*
M" a,ri"" ' d,rr
h/ZMWtf. V* ■ Jt?Dr»'«f P' w' ,r
SHuumuiSuji vivas t IHf)/
J
19
14-Muy-HEfw^« N>* ^t**g •"* Df(Mt?
IB 1*4 SR<M.\ Engineering 2)
2021
14 May-11(£j HuuwuiMu.i VM)1)S M
p*r w<;riui\ *J\r
‘5**'J WJlJ* Uj J»/^r rnJkMy/;/J* 'W*KJ MHITM1
—F
Makrw*
a>*yriuif f/\r •r&WZ
4> '"M.A Uji»q\r25
l4-\by-11(ti
H||Mrmjfn ttfU artr &F.trg EtinpM h * /rnex-or Dmwgt Pf**l29
14-M»y 11Ltb^Mo A'i '"V** J"rf I>'"'* ***xTOfiBS-V* id Dnit^ Piy*r
t H H SRO4A Engineering 2)
32ll-KH-H
/Elhf^M N» ’^"' "y /’n”*r14-Moy-ll
35M
/. />npu-r N* ** VrW P*&*
UH F4 SR04A Fngtncrnn^ (2)<
r
'i
’4 May 11Mrui DtiwifK K<f
*/ Fjb^fua. ,\trwfrr of^Tattr j9<f E9rr^i
Ettwf-tJf Irrr j/n»« M<i Drantt^t Pwil. ^4trr
ANNEX G
bills OF QUANTITIES A COSTS FOR selected structures
Mixn Canal Cross Regulators, RMC
Vain Canal Flow Mexsurrmenf Flumes, RMC ,\(un Canal Flow Measurement Flumes, LMC Main CanaJ Aqueducts, LMC
Main Canal Siphon Aqueducts. RMC
Main Canal Siphon Aqueducts, LMC
Main Canal Balancing Reservoirs, RMC A LMC Main Canal Escapes, RMC
Main Canal Escapes, I .MC
Collector Drains, RB
Collector Drains. I_B
Collector Dram Drops, CD2-8
Collector Dram Junctions, CD2-8
Roads, RB A LB
B ndges. RB A LB
Prewuxe iZXnon S bM
&
p__ 
s ub Mun. Ill E A IVB W
M "n' ®E & IVBw
I
I
14 May-11Ainufn & Ej*9&
UB F«SR(Ma
f n m~mng 2)
*)Chainge(m)
Beles LMC Cross Regulators
41*130
62*660
Flow m /sec
86*010
95*155
96*045
117*760
119*010
128*535
30.54
26 56
25 65
12 56
9 26
2 99
2.82
0.96
Drop Height/Headloss
0.45
0.45
2.20
0.40
0 40
2.40
0.20
0.40
Shape factor
5.62
5.24
4.99
3.61
3.10
Bill:
1.70
1 73
1.00
Item No.
Description
Unh
Quantity
Rale 1 Amount
1
3.1
3.5
Heading
Provide and place C-10 lean concrete Provide and place 025 concrete Reinforcement bar. including supply, bend Tlx and etc
m>
m*
26.55
258.50
14.55
141.67
3.7
3.8
kg
m»
m»
m
m
48.11
419.13
11600.10
311.13
44.86
436 73
15453 63
297 84
620.74
248
42.71
415.79
14712.75
283.56
590.98
2 34
9147 08
176.29
5013 04
96 62
14 85
144.54
5114.50
98.57
1,018.00 j 235,320 1,692.0C 3.808.01B
24.0C 1.911.281
3.9
3.11
3.10
5.11
4 3 iRoad
Rough face formwork, including transporting, placing etc
Fair lace lormwork. including transporting, placing etc
Concrete handrails
Expansion Joint with waterslop, compressible fMler and sealant
Supply A inslal steel sluice gate 1 4m x 1 4m Including Utting gear
surfacing wiih graded crushed (rock hom a distance of <20km
666.79
2.64
86.94
30.92
301.05
10652 41
205.30
427.88
1 69
57.07
367.42
1 45
49.01
201.36
0 80
26 86
65.0C
124.0C
735.00
347.00
99.764
396.655
9.304
82.80
3.67
5.67
21.45
78.83
3.50
5.40
20 42
205 44
081
27.40
1-22 j
1.88 1
8.54
83 18
2943.19
56.72
118.22
0.47
15.77
0.70
146,05S
Nr
m3
3.95
6.09
2.53
3.91
14.78
2.17
3.36
1.19
1 84
27.800.00
1.08
5.17 (Supply and install steel handrails
—m
23.04
12 70
6.96
7.10 | 408 1
221.00 379.0CM
526.3241
6,454?/
41.89(1
I
1 497.296 1 393 867 1,327 060
________________________ 960 826 825 048 452.166 461318 265.47Q_of Quentfflae * Irrigation InfrMtruclure
UB Lof! Main Canal Mmrsuring Flume
[Chainage)
6*050
41+eao
62+860
86*010
95+155
98*045
117-780
119+010
128.635
Flwm’/i
40.43
30.64
26 56
2585
12.56
9.26
2.99
2.82
0.96
Shape factor
11.93
t.n
900
8.79
5.45
4.44
2.08
200
0.97
hem No.
Deacriotion
Unh
Quantity
ETB
Rate
Amount
3.1
35
3.7
Heading
Provide and piece C-10 lean concrete
m*
4.45
3.70
336
3.28
2.04
1 86
0 78
Provide and place 025 concrete Reinforcement bar, including supply, bond, fix and etc
m*
kg
50 93
1672.36
1.3
3.9
3.8
F8 mth selected material from excavation, inducing compaction
Fair faoe formwork. Induing transporting, placing etc
Rough face formwork, rtdudlng transporting, placing elc
80.79
62.61
42.30
1389.00
87.10
52.00
38.43
1261 99
80.96
37.55
1232 92
59 56
23.27
764.12
38.91
18.97
623.02
30.10
m»
m*
47.25
46.16
28.61
23.32
30 50
889
291.99
14.11
10.93
1429
0.75
855
280.62
13.56
10.51 | 13.74
0.36
4.15
1 36.33
6.59
5.10
1.018.0C
1.692.0C
24.0C
32.00
124.00
20751
394.30*
163.656
11,829
35,524
81.87
68.00
61.78
60.36
37.41
6.67
65Ooj
J
24,351
—r 670.418l etX Main Canal Kqu»duct»
\
lchalnQe(m)
9-460 24+400 ' 46*040 \ 4fc.740 \
/Flow m/sec Main Canal
39.97
38.62 I 30.64 \ 30 BA A
/Cross Drainage Flow
50.00 I 50.00 1 50.00 \ 50 00 \
[Shape factor
83.69 | 81.79 | 70.04 \ 70.04 \
Description
Unit
Quantity
Amount
(Heading
Excavation in aN type of soil except rock and disposal for haul distance within 500m
Fil with selected material from borrow pits within 500m, including compaction
Provide and place C-25 concrete Hough face formwork, including iransnnrtinn. niacino aic.
1.611
1,188
206
2,508
1.574
1.161
__
Fair face formwork, including transporting, placing etc
Relnlorcement bar. including supply, bend, fix and etc
2.451
2,099
2.099
178,244 174.192 149,171 149,171
Provide and place C-10 lean concrete
Supply and Install steel handrails Provide and place stone pitching Allow for minor items
mJ
m*
m1
m1
m1
M)
m’
m
m’
10%
24
1.018
379
182
680.618 582.856 582,856 7,486.793 8,411,416 6.411.416
108.69
364.681
7,340.78
48.93
1.135,47
15.618.687
107.781
445.852
256.923
2,542.781 27.970.594$;1
Utt RHyni Melo Canal exapa*
ffUtimrvapo)
<«-4OG
1B.&00
M.75O I T 7Vr150 \ B3U74Q \
[Flo* rnVg
51AO
<a ®o
12.07 I 10.57
[Ship* tacior
7.97 542
5^9
5.76
307 | L 1 2 09 \
\\
BM:
Mem No. 1
Unn
Quantity
E7B
Rate I amount I
/Heading
Site dearanco and ramoval of top soi to a max. depth of 15 cm
Excavation in eH type of sol except rock and disposal for haul distance within 500m
FIB wnh selected material from ex cava I ton. Including compaction
Provide and place C-10 lean concrete Provide and place 025 concrete
t
1.1
12
12
3.1
3.5
3.7
2.7
2-8
3.0
3.10
S.11
— -
m7
m*
m1
m*
m’
70.20
131.40
42.12
3.51
20.71
68.67
126 54
41.20
343
29 06
36 56
68.44
21 94
183
15.47
32-57
131.40
1954
1.63
13.70
30 33
56.78
1820
1.52
12.84
24.86 1
46.53
14 92
124
1052
r
J
33.00
32 00
1,018 0C
1.692 (M
4
18,58 a
5.051
13 391 ) 188,311
583.24
8.02
3.01
•6.02
4.55
1.18
668.36
5.09
2.95
96.86
4.45
1.15
356.87
3.14
1.57
51 58
2.37
061
315.12
506
2.53
45.67
4.55
033
295.24
260
1 30
42 79
1.97
0.51
241.95
2.13
1.07
35 06
1.61
0.42
12.409
12.139
6.463
6,069
5.362
4 394
0 61.435 0 4 524 0 1,417 0 46.002 0 6.766 fl 122.61?
48.837
—
Reinforcement bar. Including iuppty. bend, fix and etc
Provide and place stone pitching
Provide and place graded filter malenal
Fair face formwork. mctutfng transporting, placing etc
Expansion joint witn waterstop. compressible filer and sealant
Supply & install steel stoic© gate 1.4m x 1.4m Inducting lining gear
Allow for minor Hanns
MJ
m’
m*
m*
m
Nr
10%
24.0
182.0
114.0
124.0
347 0
27 800 CH
515203
136.497
133.526
71,096
66.764
58,963
48336 J
515.203?&S IM
ft
Id
Rd
?
3 fi
K
ss
E
5
ft-
I
35
1
*
J?
TA
9
8
C
ft.
■5> in
*
1
St
5
J35
MI!}
la
s
M0.67 0.2
Bill of Quantities • Irrigation Infrastructure
UB Collector Drain 2-9 Junction*
Chainage
0*870
1 + 120
1*370
1*620
1*900
2*420
2*890
Main Flow m’/sec
2.29
2.10
1.95
1.82
1.73
1.15
0.63
Branch Flow m /sec
0.19
0.60
0.13
0.09
□ 57
0.52
0.63
Shape factor
0.39
0.82
0.29
0.22
0.77
0.66
0.67
Bill :
Hem
No.
Description
FTB
Unit
Quantity
Rate
Amount
Heeding
7.2
3.3
3.5
Precasl concrete pipe dia 400mm including transport and placing
6
13
537.00
Provide and place C-15 concrete
m
m’
2
5
3
10
3
Provide and place C-25 concrete
1
3
1
5
1
0
3.7
2.7
2.8
3.8
Reinforcement oar including supply bend, fix and etc
16
32
1
26
1.418.00
1.692.00
24.00
Provide and place stone pitching
m’
Mg
m*
7
14
Provide and place graded filler material
Rough face formwork, including transporting, placing etc
m*
m*
5
6
Allow for minor items
Sum
897
11
16
1.961
5
1
0
11
5
4
6
693
8
6
4
6
707
12
3
1
30
13
10
15
1.823
1
28
5
4
10
1,115
11
9
13
1,592
182.00
114.00
65.00
10%
30.015 22.21? 10.952
3 585 11,160
5243
4,70?
8,78f
9,665
21 569 7.627 7 776 20 048 12.268 17.516----------------------------
96,070• fff Of
IIU*a ■ kTtyllo^ lnO».1~Otur»
{
Name
■
UB Rafcdi U«*t BarvU
\
r------------------------------------ 1
fAccaaa Road*
VM*9* Hoada
L
Service Road* | Cana Heulege Roads \
i
/'*"”/
f Wo. /
D—crtpUon
Unit
Quantity
V-
ETB y
Rato \ Amount I
IHe»ding
/ tf ImSratxo. ddMepfltMh Sofan15dcremmoval of top sori to a
I 4.1 Road sub - bass material of selected earth fill
Road surfacing with selected angular material
732,068
363,212
238,358
8,551,085
401,224
160,490
0
1,573.104
1.0(H 1.580 383
67.00 49.999,6641
1 from a distance of <20km
Allow for minor drainage works
m*
m’
m3
Sum
447,093
222,562
99,358
4,300,908
0
0
90,521
1,819,466
134.00
57 383.7091
15% 16 344 5641
1
65.558,319 32,973.628 13.949,241 12.827.134
125.308.322 |
UB Roads Right Bank
(Name
Access Roads) Vlloge Roads | Service Roads | Cane Haulage Hoads
Keen
No.
Lmscnpiion
Unit
Quantity
ETB
Rai*
Amount
Ha ad Ing
1.1
Site clearance and removal of lop soS to a max depth o< 15 cm
4.1
4.4
Road sub - base material o< selected oarih fill
Road surf aarg with setoctod angular material from a distance 0* <20km
Allow lor minor drainage works
m*
rrP
m»
597.057
269,361
176,766
6.349.666
380,968
163.589
444.950
73,060
380,968
153,699
73.060
3,171,220
1.00
177,990
0
Sum
3,171,220
1,655,441
67 00
134.00
15%
1.803.943
51.907.438
43,272.276
14.547,549
48.680.790 24.312.685 24.312.685 14.225.046
111,531.205 JI------------------------------ ivEw-------------------------------
is-f 1
Pipes
Area Nel (ha£
Size factor
TM. SPM and BM
tn PZ1
TM. SPM and BM
|r PZ2
TM. SPM and BM
«nPZ3
2,509
r IW
TM. SPM and BM
mP2i A nn7
M. SPM and BM 1
PZ2 1
9 IRA 1 ia -ma
1 ETB------------------- 1
Item
NO.
/ Descnphon
Unit
Quantity
Rate
Amount 'A
1.1
12
13
8.2
8.3
84
85
8.6
8.7
88
8.9
8 10
f Site clearance and removal of top soi Io la max. depth of 15 cm
Excavation in ail type d sol exceot roch and disposal *or haul dtilance tMlNr
500m
FH with selected materia] from
excavation, inducing compaction
GAP 200mm Pipe inducing transporting and placing
GRP 250mm Pipe Inducing transporting and placing
GRP 300mm, P«pe including transporting and placing
GRP 350mm Pipe inducing transporting and placing__ __
GRP 400mm Pipe -nckidmg transporting and placing _______ ________________ GRP 450mm Pipe m chiding transporting and placing _ _______ ___________ GRP 500mm Pipe induding Irunsporting and placing
GRP 500mm Ppe induding transporting and placing______ _______ GRP 700mm Pipe inducing transporting and piecing
Allowance for littrngs ano accessories
m*
m’
m*
m
m
m
m
m
m
m
m
m
Sum
18,158
24,720
18,511
1.888
1>1
1,818
7,882
5.225
3488
2J82
333
1,232
23,535.215
14.214
19.353
14.492
1 478
1,519
1.500
6.022
4,091
2 558
1.849
260
965
18425 274
Tstal
____
23615
32.153
24.078
2,455
2,524
2,492
10.005
6.796
4.250
3.072
433
1.802
30.612.212
119.930 814
30,083
40,959
30.672
3.128
3.215
3.175
12.745
8.658
5.414
3.913
551
2,041
38 996 391
16.665 1 00
22,690 33.00
16.992 32 00
1.733 1.346.00
1.781 1 1.605.00
1,759 1 2.041 OC
7.060
I 2,273 0C
4.796 2.713 00
2 999 2,999.00
2,188
3.533 00
305 4.326.00
1.131
5.223.00
21.603.294 35%
102.73^
4.615.653
3.351.835
14.378,07^ 17623.516
22,130.19/ 98 92987?
80.213.566
55.448.790
47.214.974
8.143,02/
38 410 5M 133,172 385
1 IS2.777.MIBIN of Quanflllet - Irrigation Infrastructure
UB Pressure Irrigation Infrastructure*: Qu mt I tie* and Cost
(If I6bar uPVC pipe I* u*ed lor all pipet)
IVB-W
IB-E
Pipes
Area Net (ha)
Size factor
Sub Main 1-4
In PZ1
Sub Main In PZ
Sub Mam In P£
Sub Main in PZ:
Sub Main in PZ Sub Main »n PZ
1
489
0
2035
3.381
4,307 2 386
ETB
hem
No.
Descriptor
Unit
QjanDty
Rale
Amount
1.1
1.2
13
82
63
64
8.5
66
6.7
68
Site clearance and removal of lop soil to a m*«. depth of 15 cm
Eicavanon n all type of sol except roc* and dspotal tor Mul distance mtren
500m
F'l wtn selected material from excavation ndudrg compaction uPVC ppo 16 ba' DN140 123mm ID
•ndudng I’anspcrt and placing uPVC pipe 16 ba' ON 180 159mm ID including transport and placing uPVC pipe 16 ba' DN250 220mm ID including transport and placing
rrH
m1
m>
m
m
m
m
m
6,350
8.060
6.369
622
1.488
2.748
33.756
42.845
33 656
3.306
7.910
14609
7.240
4.827
2413
10 368
26.427
33.543
26 505
2 588
43.906
55.729
44 036
4.301
30 965
39 328
31.077
3,035
6 192
11.437
5668
3 779
1 889
8.115
16.539.406
10,288
55.931
70.992
56.097
5.478
13 106
7260
13409
6 646
4430
1
33
I 32
228
368
691
1.079
1.368
m
19001
9417
6 278
3.139
191.004
8.000.44?
6.130 232
4.265,609 16.470.490 57.119.384
L»PVC p^e 16 bar DN315 278mm ID mckxSng t'arsport and pUc>ng uPVC ppe 16 bar DN355 313mm ID nciidng transport and placing
uPVC pipe 16 bar DN400 353mm ID including transport and piecing
uPVC ppe 16 bar DN5O0 441 mm ID including vamport and placing AJtowanc* »or Mungs ano accessonas
2,215
m
Sum
13.483
24 206
11.996
7 997
3 999
17,175
27.478.964
95,5 J
19.392.149
1.809
2.684
35%
44.203.263 37.361.794 24 703.028
157.424.7K 119541 898
Total
____________
1.962
908
454
1,950
3,974,334
15,405.718
21.126.334
84.018.321
65.776 353
109,282 481
35.005.024
139 213.145
77.121.561
-
475.411,860IVB W
A-hN* | ha,-
h? '*;u-
Lateral* in
7U1~3tr PZ1
47
LBle'ilB PZ2
2 599 2035
Descrpocn
Ur*t
m*
Quantity
Amount
3.775
271 534 I 34-5.903
191.624
1
1.181 254
1.11
92
9.4
95
Bu«h clearing
9m tong 70mm dteneler akimrxim ppe lor tarrah
Brass frnpact sprinkler with nozzle 'aied
•or 1.8 mW*
GaKamed bImI sprinkler inpod
ha 47
No.
204,760
2.599
35.396
163,434
2.035
27,711
3.381
4,307
80 4.424
96 Sprinkler hear pipe
93
Drag hOM (36 m long and 25 mm dta Raled ■( 10 OefBormore)
Allowance for finnqi and acceesaries
Toj-
No 90
No
No
Sum
1.374,064
4.424
17.690
4.424
13.055
2.386
32.490
4.061
4.061
16.245
4061
16 343 694
2.734
934
150
876 <9?
1.01< 35X
40.212.6%
187 038 37C
3.759.945
21.973.6V
49.566.341
) 25.521,971 ioo 751 oa;
59.494.054
46.039 58 649
5.755 7,331
5.755 7331
23 020 29 324
5.755 7,331
^3 159 558 29 502 57B_ 9O44J13 11 125.918.900
69.755 682
430,006.281Pfdtnrt Dearth 
yEth*pia, Miiujtrj of !F>rtrr aid flurry
E/Afgfifjfr Ni/r IrnptiM nd Drmnogt Pryrf
/nrf.' ****>< 4 
E hn
‘
f*‘' M"a,tri of^-trr <*• Enn^
I"*"’"
ANNEX h
ONLINE TECHN1cal
sp EcrFicATIONS
1Verroeratn R/pMc of IJhtopta, Mimifry <f Water anti finer# Ethiopan NUr Irrigation mJ Drutnoff Prefect,.3fc«*ry 
c*’*-’®
Ji>tfoduCt
’°^ . l specifications given belo
< hnlci
w outhne the basic requirements f materials
or
fhr out!®*« recommended for good quality construction of the proposed works. The unit
rod workm riK s*«>‘,£O’,e’
f or the proposed works take account of these requirements
, Preliminan Itema
Gene* 
’ f*1
Items tn be
j dcd under the General and Preliminary Items include
nC u
9
9
on and demobilisation of contractor’s equipment and personnel
‘ 011 and removal of contractor's and project manager’s /engineer's site faalides
("nnstrucu
^rarv facilities mav be constructed co a permanent standard ind handed over
(some lcrnP° •
.
for future project operat.on and maintenance)
p vision of transport for the project manager’s /engineer’s personnel for use in supervising die implementation of the works
I mporan works as needed for construction of the permanent works (unless specifically
included elsewhere)
Insurance and guarding of the project works until handed over
abatement of nuisance from noise and dust and other environment protection measures is needed dunng the construction phase
Health and safety of contractor’s personnel and ensuring safe working practices Testing and quality control not explicitly included elsewhere in the costs Provision of project signboards and progress photographs
Production of as-built drawings
Earthworks
Site clearance composes removal of vegetation, stripping of topsoil and gnibbtng out of roots (>) Unsuitable material’ shall mean other than suitable material and shall compose
l material from swamps, marshes and bogs.
u. logs, stumps and perishable materials,
in. material susceptible to spontaneous combustion
iv clay which has noticeable swelling and shrinkage; and
V. chy of liquid limit exceeding 80°/. and/or plasticity index exceeding 65’ «.
(b) ’Rock" shall mean any hard natural or irufi^ approved pneumatic / hydraulic breakers an
the use of explmnc» «
lauding mdMdual
masses less than 0.5cu.m. 
Where the slope of the existing ground that is to tecerv 
fin exceeds 14 ^e cx»aaK Pound
gtound where fill will **
'ball be benched Before filling starts the top 150mm o ^^med by Test Method 3 ° Flared shall be compacted to 90% of maximum dry density as
Pan 4. 1990
shall not include unsuitable matenal as permitted by the Project Manager All mate
>' Pucneable after plaong, in layers not
'hill be compacted to at least 95% of maximum
shFaliUl be P^cc<* ^ncss. Material5,000
^^^T^ctcd i* 
*>cAmm of cofnpaCl
* measured byTcS
Method 3 5
^-ngincenjig (2)FnM D«r*Tuo.-
BlfnCut Si* Irrv&n* DrjiaJgr PnyW
Mnutry tfVT&r <*• E«^
BS1377: Part 4: 1990 and the moisture content during compaction sh optimum moisture content
Concrete Works
The cement to be used throughout the Works shall be Portland (
••
•
•totient obtw^m-i r
manufacturers approved tn writing Cement shall be certified by the rru (
xvith the requirements of the appropriate specification. Representative sar/T10 ”
cement mav be required to be taken and forwarded to an independent hbr °
before the source B approved Routine tests shall also be undertaken of aH
m order to confirm that the expected quality is being maintained.
I he Contractor shill obtain appnn al of proposed aggregate sources and shall rein, aggregate and samples of sand and stone for specified testing before obtaiairw
Laboratory tests shall be made ar regular intervals to confirm the suitability of ' 
not contain appreciable amounts of flaks or elongated particles Crushed sand may 
natural sand in approved proportions m order to achieve the required grading Sand 1:Yj aggregate shall not contain significant sulphates and chkmdrs
If arimnruirs are used they shall be used in the correct quantities tn accordance uuhtk manufacturer’s recommendanons and rests undertaken to demonstrate that the streogm rd density of the concrete ts not reduced Set retarding and water reducing admixtures daf! orss of tenosulphocax. \tr ennarning agents shall con'isr of nrutralhed vinsol rr^n Vppnrnd euumTenz and rzexheds shall be used for dispensing and mcorporanng the adnmimt nnt corrrrrez tbe dispensing cm shall be deigned so that the discharge of the sdmnntrc s vsix Reufurrrxrezz for use tn rm'breed concrete shall be mdd sled deformed bars manses px 
crTT>eni
I
""’k
2TD X/rrET-The G-X^iacror shall pujvide independent test results obtasxd from » ^T"57- bbrcEDty. G>ld bery—g *rg?l be used. Renforcrmern shaD be gm-bbsted or wur bnsbai bexxr zsc to rsExyre rust, cxL grease, safe and other ddetmous nunrr- The rmdrf- <x cexxeke ccrer to -er—Tynrrr^-T be me mrumum as shown on the Dm’s^s Odt
appc-Tred errerrtr or pksac spacers shall be used winch wiU not kad to corn***3
F433S4A
%
2resting shaU be undertaken of concrete to confirm that the R<?U ^-uandarddevTanonshaU be calculated from »t l«« J*^ °
t
C mph"U',,h'hc «« -W indMduj n,h.
current marpn
non or loss of ingredients, and shall be transported and placed without delay Concrete
Concrete shall be compacted during placing by approved internal vibrators. Placing
may be required to control the placing tempera lure
Concrete shall be protected after placing from sunshine and drying winds by approved shading ind wind breakers for a penod of 7 days after placing. During this penod measures shall be taken to pres ent the loss of moisture. Curing agents may be used
Formwork shall be constructed from materials of sufficient strength, supported to provide ngxiitv during placing and compacting concrete without visible deflection and shall be rannvable without disturbing the concrete Internal ties shall be metal. Removable ties shall be looted so thar the specified cover to reinforcement is maintained to all surfaces including that of the oc holes
Cvdopean concrete shall consist of concrete of grade C-15 and nibble stones. J*he stone
content of rhe total mass shall not
30%. .All stones shall be solid, strong, durable and
act drawings and shall be selected in laying so as to present an even distribution o!
I4M>y 11
3Vetitrul Dtmocnti. Rrpubh: of Ethiopia, Mimttiy of Water f Eotrg,
Ethiopian Nite Irrigation and Drainage Profit
Urge and small stones on the face. The exposed faces of walls shall b 
+25mm of the lines shown on the Drawings.
Ashlar masonry shall be built with natural stones finely dressed lengths and heights to suit the courses. The beds shall be such 10mm thick at exposed faces.
For stone pitching the quality of the stone shall be as specified in Clause 501 ' random length and width but no stone shall be of less volume than 0.03 cubic thickness than that specifies! for the pitching. The sides of all stones shall be dressed io obtain a reasonably close stone to stone fit. The ground on which th^
cnnstnKte<] t0W]^
to xccungdbr shapes of
as to give joints not mote
constructed shall be well consolidated and formed to an even surface. Stones shani^^ 75mm thick blinding concrete each set firmly with their natural dcavaor nk
.,
• 
4- • 1
punc at nghi
the exposed surface to give an even face with exposed points filled with cement mortar
a flush point finish
Gabions
All wire used in the manufacture and tying of gabions shall be zinc coated mild steel wW. the following minimum thicknesses:
Mesh
Frame
Binding
16 Metric Gauge (2.7mm diameter)
19 Metric Gauge (3.9mm diameter)
14 Metric Gauge (2.2mm diameter)
Stone for filling gabions shall be between 100mm and 200mm diameter. It shall be hard id resistant to abrasion, uniform in texture and sound, without cracks or other imperferwi bbl* to impair resistance to w’eathenng.
Geomrmbrane shall be HOPE with a minimum thickness of 1.25mm and contain to avoid damage from sunlight. Sheets shall be |oined by welding
Geotextile labnc shall meet die requirements in the table below:
Properties
Average R°*
Weight
Tensile Strength - longitudinal Tensile Strength - Transverse Elongation - longitudinal Elongation - Transverse CBR puncture resistance Effective opening size Permeability k 
kN/m
kN/m
L/m-s
------------------ ---------- Roll size
UH 1*4 SR04A Engineering (2)
4shall comprise well-graded natural sand and gravel, screened natural sand and Mone or , combination of these materials to sanity the requirements given 
<ub-b* ^
sr
gfsvd °r c ^in|niun1 requirements for sub-base are as follows:
The CBK value after 96 hours soaking should be at least 30% for samples prepared at a
Jn densin- of 95% of the maximum drv density as detemuned by Test Method 3 5 of
BS1377 Part 4 1990
The Plasriaty Index of the fraction passing the 0 425mm BS sieve 'hall be less than 6 MS determined by Test Method 5 of BS1377; Pan 2. 1990
The material shall be placed, watered and spread evenly in layers not exceeding 150mm
thickness Compaction shall achieve a minimum dry density of 95V® of the maximum dry 
density as measured by Test Method 3.5 of BS1377: Part 4:1990
Roadbasc shall comprise clean, sound and durable naturally occurring sand and gravel screened 
ind blended as required with crushed ma tonal to meet the requirements of the Specification.
The material shall be placed, spread, watered, mixed and shaped by methods which do no!
disturb the previous layer and such methods shall be as approved by the Project Manager
The material shall have a smooth grading curve and comply with the following requirements:
• After soaking for 96 hour; rhe material shall have a CBR value of at least 80% when 
compacted to 97% of the maximum dry density as determined by Test Method 3.5 of
BS1377: Part 4. 1990
• ITic Plasticity Index of the material passing the 0.425mm sieve shall not exceed 6% and the Liquid Limit shall not exceed 25 as determined by Test Method 5 and 4 respectively of BS 1377: Pan 2 1990
Pipes
All pipes shall be laid on and surrounded by approved bedding ma renal Before placing pipes or P F* bedding material the trench bottom shall be prepared and all loose stones, lumps of clay,
projections, boulders and other hard spots removed. I"hc loading, transport, unloading and LPVc ' P’P** an^ accessories generally shall be earned out to avoid damage of any kind .Al] ’bed P *^1 he stored under an approved covered area out of the direct rays of the sun in
canopies provided by the Contractor
Ll’Ve n
lnd acces5o,i« shall have a pressure rating of 10 bar or 16 bar, as appropriate, and Ccognjsed international standards.
recognised international standards and have an appropriate
I
14 Nfsn ll
5VldtralP,^>r<‘ ■
»'<■ of EtIm-fM. Mnilttf tfWalrr C Eoftgi
and DmtMgt Pny*t
Reinforced concrete pipes shall be precast using concrete of minimum C.x requirements to AS 1M C76 class IV. 
Metalwork
Steel for rolled sections, plates and bars shall comply with international
P*dc with itr^^
accuracy shaB be within the following limits: standardy
3mm
Length
Twi.i.oatx™60”
1 in 1000
Beam*.. » P” ■
Stank*1* ’““'V”'" bed onto <«•»!• «’■'*“■•» “ “ Ptntecoae «."»»> *■" “ PP
S “1”*
front d.mapr *■"■« ?■*»*
„a p.o..«« 
transport*™1 lod MO(1*r
,h, " p
b
UH r<SRO*A’Sneering WN*
ANNEX!
MAIN CANAL ALIGNMENT DATAErdtral Dmrocrahi Vapnbhc of Fjhtopta. Mittutry of Vafrr and Enrr^ Ethiopian Nik Irrigation and Drainage PnytrfNojthjnp
1,290.015 I 289.982 
'1X89,98? '1^89,'(>'
1,289/60 1,289,690
1,289.350
Radin*
0 0
Chainage
IP No.
Eastings
Northings
Radius
Chainsgr
237,810
1X85310
200
14.5532
237,140
1X85350
250
15X23.5
4-
100
,2°
2100
Z i?5 75
200 100
JKO JLMC1P23A
351.3JLMCIP23B
461.4 RMCIP24E
876.3 RMCTP24F
235,250
1.285370
50
17,1793
234.900
1.285360
250
1 \>H(
983.1
1,189.8
1,3850
RMCIP25 RMCTP25A RMCIP25B
234300
1,285350
100
17.984.1
234.330
1X84.980
100
18378.1
234J30
1.28MOO
250
18,966 5
234,210
IX84XW
100
19,1573
234320
1X84.020
19374.9
■ t289.ro________ 100 ;!l
75 JOO
100 jo
50
13*50 1,585.0 R.MCIP26 
1,880.0'R-MCIP26A
2,189.9 J JLMCIP27_ 
2,41M ’ RMCtPTA
2.645 6iRMCIP2“B
2,900-6 RMC1P27C______ 3.000. • RMaErp 3J.1R8.4 RMCIP27T-
3,340-1 R.MCIP28
3,599.1 R.MC1P29_______ 3/>9-4TRMCIP3O _
V63 8IR3JCW31____ <924.4 JMCIP32
KMCIP33 RMCTP34 RMCIP35 RA1C1P36 RAlCTPr RMC1P3”A
150
234,520]
1X83.650
100
19/95.5
234 \ 1
1,283340
50
20,055.4
234,050
1X83,590
50
20X313
jLMflT _
234,000
1X83.410
5a
20,396.0
233.835
1X83320
100
20.550.7
233,710
1X83.430
TmqpjI _24S.48U
245,790 24^570 245.5W 245.520 
245J_8U
_ 245,120 
50
20.687.3
233330
1 20,420
250
20.866 8
232,980
1X&3.7OO
250
21.480.9
3MCJP1J\
23X270
1X^3,420
250
22,230.5
232 450
1X8X870
150
22.715 8
jMCipnc. UICIPIID
ILMCIP12
24SJB0 
244,910 244,800 244,670 244380 244390
244,120 243,850
50
50
50
joo
300
150
100
250
250
250
250
ISO
231.640
1X82390
175
23.619.6
231370
1X82.940
100
23.9875
1MOP12A
JMCIP12B
1.2B882U
231,300
1.28X770
100
24,193.6
24,503.7
1,289 064J
231,010
1,282.660
100
1X82380
24,7952
|WCIP13
1,289.1 GJ
230.910
100
230 664)
1X82370
100
25.029.1
LMC1PBA
1.289.000 i
'LMCIPBB
1,288,9. M i
230.580
1382,700
100
253421
RMCIP38 5,548.9
6,002-81 RMCIP39 6.539,81RMCIP39A
230,180
1X82X90
100
25.766.6
wapix:
243,670
243,260
242,8^0
1,288.660
L\(UPU
2293.50
1.282,700
250
26,6717
229,220
1,282350
250
26,910 1
LMC1P14A WCPB WCTP15A
242,520
242,3^0
----------’------- * 1.288.090
1.288,020
1,288.200
1,288.200
6,892-9 
’,109.8
RMCTP40_____ RMCIP41 LH
228,690
1.281380
250
27.844,5
100
227,260
1,280,590
2501
29.582.8
JMUP16_
_ 242JSO
29,913.0
100
7 1217RMCIP5J_____
226.990
1X80.400
400
<MCIP16a ^CPlJB
241,611.
241,660
241J80
1,28” ,950 200
22X100
1.27(>X'4’
31/^46
31 5250
1.28“ ,560
100
”,918.1
8,271.1
R.MC1P52 RMCIP53BR
100
150
1.28“ .480 50 
8,532.4 R.MCIPM
22”,08O
226 290
1X7B.W
1X?8.42O
250
32360.2
241,480 U87350 150 241.430
2Z < 1,287,100 150 
50
8,646.6
8,893.2
240.890 240,580 
,240.560 2V50 239J8O
239.500
238.830
238,940 
-J238,650 
.^8340
34,3894
9,481.7
RMCIP56 RMCIP57 RMCIP58 RMCIP59 RBMCIP59A
,
225 280
,
275 220
1X78X30
33387.7
1X78.120
250
333099
1,286,840 1.287350
1,287340 1X87.520 1.287,020 1X86,540 1X86,530 
350
‘‘‘>4 650
A .277,450
250
100 _9,9O2.8
221X40
250
38,008.0
500
39.170.3
loo 
joo
100
joo 
200
10,191 9
UX8V60 
100
_1X85,750 100
200
10^634 R51CIP6J 11,578.6 RA1CIP60A £2,067.21RMCIP^'B 12,665?R51CIP61 13.063 5 R2JC1P6JA 13,4214|RMCiP62_ 13/730.9 RNlCn>63_
3ZO vzU
t
219/120
U7633O 1,276,0641
1,225,420
218,950
219.720
218,350
l,r<380 1,274,060
250
500
250
40.414.6
41436 3
41.799.7
1X73X00
250
inn
42,756.8
43X61X
h286,010 200
14,194.7
RMCIP64
21-.8O0 
- 217320 
216.050
216,110
1373300 1.272,720 1,273,0J0 |,2~2,190
lUv " 250 
250 _ 250
44.002.9
45X73-7
45,886.7
Canal Alignment Data (Sheet 2)
1•f U atrr
ErhntHM •"! Pry' *
IP No.
Eastings
Morlhings [
Radius
Chainagc
IP No. E
RMCJP64A
215,400
1372.200
100
46,465.6
RMCIP100
2093rtiI
RMCIP65 BR
216,080
1,271,050
100
47,657.1
KMCIP101
209 4Rn
R.MCIP65A
215,950
13'0,650
too
48,072.2
RM( IP101A
209 3iV
RMCIP65B
215340
1.2' O.69O
,
250
48,660 2
-Trvij
RMCIP1O2
RMCIP66
214,920
1369,990
250
49,445.4
RMCIP102A
209 Ifin
RMCIP67
214,660
1.269.190
400
50386.3
RMCIP103-
2086ftn
RMCTP68
213.400
1,268.820
250
51,565.8
RMClPlfM
208 870
RMCIP69
213,470
1368300
250
52.119.0
R.MCIP105
208350f
RMCIP70
212,090
1,267.400
250
53,676.8
R3K IPloT
208 460
RMOP71
212.680
1366,425
250
54,704.3
RMCIP107
RMC1P71A
212,490
1366.020
209 030
250
55,129.8
RMC1P107A
. 209300
RMC1P'2
212.620
1,265,790
100
553741
RMC1P108
209 610
RMCIP72A
212,270
1,265.440
100
55,847.1
RMC1P1O9
.
209 440
RMC1P73
211,800
1,264,830
50
56.61T1
RMCIPHd
.
211 400
RMCIP74
212,010
1,264,350
150
57,135.3
RMCIP110A
,, 211 190
RMCIP75
211.645
1,263,920
50
57,679.5
RMCIP110B
,
210 410
RMCIP76
211.815
1.263.550
50
58,079.7
RMCIPH1
.
209.800
RMC1P76A
211,780
1,263,420
50
58312.8
RMCIP112
209.110
RMCIP76B
211,800
1363370
50
58363.9
RMC1P113
208,995
RMCIP77
211,750
1.263.155
50
58.488.6
RMCIP114
208,320
RMCTP78
212,150
1.263.040
200
58.875.9
R51C1P115
208,520
RMCIP79
212,140
1.262,765
100
59,103 f
RMCIP115A
208380
RMCIP80
212340
1,262,755
100
59362.!
RMCIP115B
208320
^.7l0
' 257.641 ■>
J-2^850
US6.060
J^2oo
1.255.950 1355,80(1
J355,3^
1.255,020 1.254,790* 1334340 1154,190
1,254^70 _j 353700. | U53735[
1,253720
RMCIP80A 212,430 1,262.660
59,380 4 RMCIP116 207,860
RMCIP81
RMCIP82
RMCIP83
RMC1P84
RMC1P85
RMCIP86
RMCIP87
RMC1P88
212,480
212340
212,495
212,430
212,650
212,620 212325
211,970
1,262.540 1,262,465 1.262,390 1,262,250 1362,100
1361J90
1,261,725
1,261 790
1.261,780 1.261,800 I362.(ro 1,261,800 1,261,740 1,261.570 1361.420 1.261,390 1.261,100 1,260,880 1360.400 1.260330 1359,920
59.519.0
59,643.7
60,128.9
60,417.4
60,680.1
61,039.9
61,219.9
RMCTPir RMCIP118 RMCIP119 5<M(.IP12O
RMCIP120A RMC1P121 RMCIP122 RMC1P123 RMCIP124
208,900 1.232.1)90
208350 1,251,650
208,9001 I351350
208.400' 1,250,830
2501
208,1501 1,250,960______ ,
RMCIP89 RMCIP90 RMCIP91 RMCIP92 RMCIP93 RMCIP94 RMCIP94A RMCIP95 RMC1P96 RMC1P97 BR RMCIP97A RMCTP98_
RMCIP98A
211,420
211,280
211,160
210,810
210,920
210.980
211,160
211370
211,140
211,080
210,840
210,560
RMCIP125 61,590 4
61.878.9 R.MCIP126
62,4250
62,521.9
62,683.4
62,850.8
63,145.0
RMOT127 RMCIP128 RMCTP128A RMC1P128B RMCTP129 RMCIP130 
207.7901 1550520 2074801 1,251.460 206,820 1.251.010
205,9»p 205,690 aoyool 205JOO f
f ‘:r
25ol «J1U WO
RMCIP88A 211,790
62,078.7
205.500 
2O5JMO 204,840 204.500 
” 204,48°.
1,249,780 1349.960 
'1350,0®° J3^HO
1349,625
63.384.3 RMCIPBOA 20O<'.
63.867.4 RMCIP131 
210,070 1,259,765
64,159.0
64,576.6
65,089.3
RMC1P132 R51C1P132A RMCIP133 _
204.850 J 205.710 205.770 . 206,500
RMC1P98B
209,870
1.259.490
65,423.8
RMCIP1M_ _,20y^
RMCIP99
209,615 
1 259.515
65.669.5
RMCIP135
205.060
lipper Beks Right Main Canal Alignment Dau (Sheet 3)
UH F4 SR04A Engineering (2)_^.W***-
' 
Pr*’’*' '
PPmrr1
204.339.
704220
203.490
2O3J
’203,040.
7o2,9TO
202.410
2O3J2U
201000
2O3J2O
Radius
100 91.936.6 200 92,547.)
IP No.
RNCIP142 [R.MCIP143
Nonlung, IRaAu,
__ 1*rT*-4C7<no'UnU ___
Io***—y
l*P-
Northings
^1248.270 1 24-.5HO 1748.150 1 U4-.-H0
93710.3 RMC1P144 93,5527 R.MCIP144A ’
_L245570 250 1245200 150
____ _ 96.278 0
' 96,685 2
97.7934
U47370
1,247,200
1.246.990
1,246,730
1.246,340
] 1.246,420
’--
100
100
100
93,893.9 RMCIP145
250.
150
94767.2
94,840.2
R.MCIP146
RMCIP146A
100
100
150
95.151.5
2S.52L6
95/08.4
RMCD»147 RMCiPua
RMCIP149
Ea*txng« 203.710 203,560 204,730
■ — ’------- 204470
204,520 203,830 204.140 204.180 204.110 203.960
J50 98.063 1
1.244.490 50
98,444 4 1244,620 50 *K> n
1244 190 on sjti u
—-
1243,780
250 no ci11
1243,630 150 1000754 U433W| —J 100,266 2
Nott Chainage to an IP (intersection point) excludes the curve at that point but mcludes preceding curves
3
14-May ItFtderd Dtmocruhi PjpMc of E/btoftJ Mim/fn ofU’ti/rr & I,*"# Efhfofutin NiZr Impfto* anti Dmup Prvftd
Upper Belt* Left Main Canal Alignment Data (Sheet 1)
IP^Io. j Eastings
Radius
IP No.
261,105
261.027
260,935
260.805
260.695
260,685
260.730
Northings
1.293,550
1393.412
1,293345
1,293355
1,293330 1393.150 1.293.075
Chainage
LMC1P0
LMCIP1 L.MCIP2 LMCIP3 LMCIP4 LMCIP5 LMCIP6 LMCIP7 LMCIP8 LMCIP9 LMCIP10 LMCIP11 LMCIP12
LMCIP13
0.0 LMC1P46 
J585
LMCIP47
272.0 LMCIP48
401”
LMCIP49
260,770 1,293.045
260.930 1,292,980
552.3 LMCIP50
631.5 LMC1P51
717.7 LMCIP52
161.5 LMC1P53
940.1 LMC1P54
261,045
261,035
260,930
260,870
260^660
1,292.970
1.292,860
1.292.840
1.292.785
1.292.820
1,055.4
LMCIP55
1.144.2 LMCIP56
1340.3 1-MCIP57
1321.0
LMCIPSS
1.527.11LMC1P59
257.605 257430 257365 257390 257,140
257,030 256,915 
_ 256J75 256,740
256.435 256.210 256.095
LMCIP14
260,560
J .292.865 
1.636.7
1391,385
1391,300
1391.335
LMCIP60
I-MCIP15
260,525
1.292,805
1,292.825
255,960*2391330 
1.689.4
LMCIP16
260,415
1J75.7
LMCIP61 
LMCIP62 
_ 255,885
255,780
LMC1P16A
J 391365
J391395
260,420
1.292.715
1,871.1
I Ml TP63 
255 7QQ
LMC1P17
260.445
1.292.650
1.940.4
LMCIP63A
255,615
1391305
1391355
LMC1P18
LMCIP19
LMCIP20
260.415
1392.510
1.292.475
1.292,380
2,082.8
1391.140
260,345
260.245^
2,161.0
2.298.9
LMCIP64 
LMCIP65
255,575
255.470
J.291>050
LMCIP66
LMCIP21
LMCIP22
LN1CIP23
260,185
259,940
259,805
1,292,400
1,292,420
1.292,320
23622
2,608.0
255.4OOi 1,291310
255,3351 1391235
1,24320
2,772.7
LMCIP67
LMCIP68
LMCIP69
255,260
255,105
1,291.055
LMCIP24 
LMCIP25 
UMCIP26
2.888 5
2,996.5
1,291,965
3,148.3
LMC1P70
LMCIP71
LMCIP72
254,960
254.630
254.555
LMCIP27
259,835
259,770
259725
259,605
259,515
259,550
259,385
1,291.920
3.276.5
3.421.8
LMCIP73
LMC1P74
254,435
1,291.075
1390,960
1,290700
1390,890
LMC1P28
1.291.805
254.395
I.MCIP29
LMC1P30
1391,615
1.291,605
1391,500
3,6123
3,7493
254.330
254,325
LMC1P31 UMCTP32 LMC1P33 LMC1P34 LMCTP35 LMCTP35A
3.918.4
LMC1P75
LMCIP76
LMCIPT7
254.275
1.291,415
4,016.6
1.291,410
1.291,300
1.291.340
1391,315
1.291375
4,261.7
4,394 3
4.5013 
4,550.0
4.7295
LMCIP78
LMC1P79
LMCIP80 
LMC1P81
LMC1P82 
LMCIP83
254,105
253.850
253.695
1390,975 1,291,015
1.291.B5 1,291381 139L1C6 1391,000 1 290.850
LMC1P36
LMC1P37 
LMCIP38
259350
259300
258,950
258,865
258,755
258,710
258.535
258,430
258365
1.291.11L
1391,425
1391370
4.912.6
5.076^0
LMCIP84 
LMCIPSS
LMCIP39
LMCIP40
LMCIP41
LMC1P42
LMCIP43
LMCTP44
LMCIP45
258,235
258.140
258.105
258,040
25^,975
1,291,455
1,291.460
25” R’o
257J8O
1.291,425
1,291.340
1,291,375
1391,250
1.291,320
UMC1P86 
L.MCIP87 
LMCIP87A
50
50
5.145.6 5,234.4 5.2813 5388 2 5.4503 5,603.1 5.6975
UMC1P88 
LMCIP89 
LMCIP90
UMCIP91
253,585 253.380 253,195 253.140 252.995 252,905 252,795 252.475
IB F4 SR04A Engineering 2)
4,r MW
Alignment P*ta (Sb«« 2) f^-^R«Jiu.|ch«n ge
' 252,040
a
75 i
12.647.1
12/76/
13,016.6
13,065.8
13,1553
IT N®- LMCFP127A
^EaatingH Nonhiap Rjdiua Ch-iin^
1 242W£_1/88JQQ 50 50
1.291,22^ 1/91,135
LMC!P128_ LMCIP128A LMCIP129
J4938Q1 1/88.610 249,860i 1/88.630;
LMC1P129A
4
r ?785| 249/34)
LMCIP130 249,65(1
1388.63JL 1,288,570 1.288,595
13,191.3 13/68.9 13/26/ 13,4 8.1 13,613.9 13/63.3
LMCIP130A LMCIP131 LMCIP132 LMC1P132A LMCIP133 LMCIP133A
2493351 1/88,490
249,465] 1/88,630
1B 4M
J 8,434.x 18.5229 18,623 f 186983
18,^79.7
18,855.7 
19,0063
19,122.7
19/273
19.4364 
13.810.6 LMC1P134
3jc£!2L jAjcijyE |LlrlPlj_ jxipitb
LMC1P105A picipw
LMC1P108 LMCIP109 LMCIP109A
J51.505
251.595
251.610 
2251721 251,780 251,945 252,115 25X125.
13.916.6 14,000.5 14,168.4 14,338.3 14,487 5 
14,695.0 
14,815.0
14,92/1
LMC1PB5 UMCIP135A LMCIP136 LMCIP137 LMCIP138 LMCIP13&A LMCIP139 IJUCIP140
251.630] 1,290,025
15.0-9J LMCIP140A
251,390
1/89,905 1,289.825
15,3476
15,420.0
LMCTP14I
UMCIP143
249/"5 249,180
249,075
249,080
249.085
249,045 249,070 249,05. > 249,030 248.935 248,8^5 248,795 248/25 248,680 248,610 248,530
1288.710 1388.650 1,288,695 1/88,565 1,288,495 1388,435
1,288/35
1/88/60
1,288325 
1/88/40 1/88/85 1/88/15 1/88/85 1/88/20 1,288305 1388315
301 19.546.: .5 19,Mil 19/12.3 
19/83.1
19883.6 
19,9607 
20,001.0 20,088.5 
20,163.0 
20/48.4
20320.6
20398.9
20,469.3 20.549.9
.WlBB JXIP114 UKTPib
tjKjPlu yjctpir
1/65 250.710 250,630 ' 
J 50,2851 
250^75 
^50,100 
249,925 
249535~
2*2215'
249.825
249.710
1/89,655
1389.635
1389.635
16,139.2
16,197.1
LMC1P145 LMCIP146 LMCIP146A EMCIP147
248,655
248,605
1/87/35
1/8/660
1/89,580 1289/05 1389 755 1,289/IS 1.289.585 1289,500
1/89,455 1289/44)
l/89__
1289.125
1389,045
1289,030
’,289.010
L.288.765
16/76.9
16,7517
LMCIP148
16,920 6 LMCIP149
248,770
248.805
17,099.6
17/14.9
17,302 1
17/99.7
17,562.2
LMCIP149A LMCIP150 LMCIP150A
248,795
248,715
248,960
248,980
1/87,5901 1.287540 1,287.425 1387360 1387355
LMOP151 I.MCIP1S2 LMC1P1S3 _ LMC1P153A LMC1P154 LMCIP155 LMCIP156
1,287,145 1/87,155 1,287.090
249/20
249,160
1387,005
1,286,895
249,OK
1386.765
21/61 4 21337.1 21,443.9 21/58.6 21,632.3 21/36.9
21.ET2.3 
22,060.6
22,121.8
22315? 22393-8 22,546 4
249.065^2386^665
18,052.7
18.166.2 LMCIP157
249.145 249365 249/80
1/86 675 1.286.710
18/75.8
LMCIP158 249,235
7
22,64 .Q
22.707.8
22.832.8
22.8873
2X995.9 23.158.7
I-MC1P159 18,315.0
249,205
14-Miy-ll
5KipMi njEOMfit. Mnirtfy oflFaffr & Finrfp Etfapta* Nik Impnot and OfUM# PrwffT
Upper Beks Left Main Canal Alignment Dau (Sheet 3)
IP No. Eastings Northings
Radius Chainagc
IP No.
LMCIP159A LMC1P159B LMCIP160 LMCIP161 LMCIP161A LMC1P162 LMCIP163 LMC1P163A LMCIP164 LMCIP165 LMCIP168 LMCIP169 LMCIP170 LMCIP171 LMCIP171A LMCIP172 LMC1P173 LMCIPPM LMCIP175 LMCIP176 LMCIP176A
249,235
249.270
1,286780
1786725
23,253.0
23318.1
LMCIP191A
LMCIP191B
249770
249,400
1,286.070
1.285,980
23,47X3
23,6280
1,285,850
1.285.830
23.785.9 > LMC1P192 _ 247360
_ LMCIP191C
> LNICIP191D
249,490
249,615
24X265
1 ?1Z37O
23,910.1 LMCTP192A
21X270
249.700
1.285,625
249,570
1,285.625
24,127.1 1 MCIP193 -247320
24.205.6 LMCIP193 \
249,450
1.285.600
24328.2 1-MCIP194
 ?1Z3IO
J4X385 
1*282,955
249,430
249385
1,285,440
1785,370
24.483.7 LMCIP195
24.566.6 LMCTP195A
__ 247,280 247 175
249,290
1.285.250
24*19.6 LMCIP195B
249JOO
1.285.280
__ 
24,906.4 LMCIP195C 24xooo
,
21X065
j 382,715
249,040
1,285,305
248.930
1.285.270
1.28X715 24.9*1 4 I-MC1P196 246 945 X282 740
25,085.3 LMCIP196A
, 246.930
.
1 282 67$
248.845
25J74J LMCIP19
,,
246,9151 138X605
248.655
1.285.300
1,285,240
— 
____ 30 ____ 50 _ yj
25.3-23 LMCIP197A 246,815 1,28X630
1.285.120
25,512.3 LMC1P19H
246.655
L282 6O
248.420
1,285.090
1AICIP198A
.
246,630 1,282,645
248,400
1.285,140
25,717 1
IA1CIP199
246320 1782245
248795
1.285.160
25,821 2
I.MCIP199A 246,470
1.282.66(1
____ 50 -Mi 5~____ 50 JJJBU
50 mi*
IX juzy
50 J13CI
IA1CIP177 50
248.150
25.968.0 LMCIP200 246.585 1,282.635
JUKI
I-MCIP178
248,110
1.285.060 26.047 0
! M( IP2O0A
246.335 1,282,5751 
SO
LMCIP178A 50
248.115
1,284925
26.181.7 LMCIP200B 246,305 1,282,505
31,5M.
LMCTP179 LMC1P180 LMCTP180A LMCIP181
LMCIP181A
LMCTP181B
LMC1P181C LMCIP182 LMCIP18XX LMCIP182B LMC1P182C LMC1P183 LMCTP183A LMCIP184 LMC1P184A LMCIP184B LMCIP185 LMC1P185A LMC1P185B LMCTP186 I.MC1P187 LMCIP188 LMCTP189 LMCIP190 LMC1P191
248,140 
1,284,815
26,294.5 LMC1P201 246,200
1.282.445
50 JJtfH
247.925
248,010
1,284,845
26.487.5 LMCIP201A
246.105 1,282,320
1784,745 20.533.6 LMCIP201B 246,155
178X275
248,115
1,284.675 26,659.8 IAI( IP2O2 
247.990
1,284,620
LMCIP202A
26,758.5
246.210
246.360
1782325 
1782X40
247,950
1,284.590 26.808 5
I3ICFP203
246.435
247,875
247,755
1.284,575 26,884 6 IAfCrP203A
1.284,450
27,056.9
LMC1P203B
246.570
246.610
1,28X370
247,890
248,060
1784,335
1784J15
27,172.7
27,343.0
LMCIP2O3C
LMCIP2O4
246.695
246,775
1*282380 278X410
248,110
248.265
248,215
248710
248.010
1784,185 27.476.2 LMCIP204A
178X355
1784,120 27.639.6 
LMC1P2O4B
246.865
246,945
1,284,020
27,736.4
1.283.890 2* .866 2 
1,28.3.905 28,043.4
UMC1P2O4C
LMCIP2O5
LMC1P2O5A
247,020
247.060
247.065
247,795
247,710
1783,835 28.269.0
1783,865 28,357.9
LMCIP206
LMCIP206A
247.055
246.915
247,680 
1,283.800 28.419.2
LMCIP206B,
24X645 
1,283,775 28.461.6
LMCIP207
24X395 j 1 283,710
28,543 5
LMCrP2O7A
246.650
247,450
247445
1783,795
1783 595
28.695.7 I.MCIP2O8
28,856.3
24*740 1,283,640 247.155
24*,065
29,033.0
29,119.2
LMCTP208A
LMCIP2O8B
LMCIP209 _ LMCIP210
I IB 1*4 SR04A F.ngtnctrmg f2)
29.275.1 6IP-
Northing* * 
Rjidiua
1
Chainage IP No EattmgT
£381335 
'l38l3£2__ 1381315 __ 
£28£J™— £.28££?’._
l,2812040£_J0.
50
34.544.6 L.MCIP23«K
Northings
_ 13^9,640 75
30
75
347Q9.7
34,8156
34,925.9
LMCIP231 LMCJP232 LMCIP232A
1379.795
1379.635
50
75
o
0 
35.122.7 IJV1CTP233 35320.4 LMCIP233A
LMCIP233B 35,340.6
£.279.670
1^9.695 1379,620 1379,615
50 *£
50
30 SO
30
-
138L055
1J81.04Q
IJLF-W.*’—-
LucitflB-
QlCfP?!*. - 3ICIP216A^
’jicfP2i2£_
uigp2M__
UjC1P2lgA_ 3ldP21jB_ LMC1P219 ~~
;46.303
246.4*1
246.£5
246/J5
J 381,070
1.280,940 1,280,835
35,412.2 35,4785
35.621 4
35.7429
35,8536
35,94 58
IA1CIP233C LMCTP233D J£4OP234_ LMCIP234A. LMCIP235
245,840 245,890 246,025 246,090 246£80_
246.195
246,235
246.280
246480
246,415
246.360
246,490
1.279345______ 50 50 50
£279380_
1379.195?
50
50
Chainajjr
_393002 39,4601 593916
29311 £ _ 39.84 £6
39,927.0
40,028 2
40.157.2
J03£8.5
40,4173
246/901 j.2W>.6*5j
36,055.1
LMCIP235A 246385 LMC1P235B —246320
1 0^0 1 -HV 25 40,497.4
246,2^ 246320 246305 246300
246.090 24t> OCX) 245.950
1380,660
1380.590
1/H0.485
7/80,415 1.280.410 1,280.375 1380,500
36.136.6 LMCIP235C
36.237.7
36,341.0
LMCIP235D
I-MCIP236 
246.240
246,170
246.070
36,411.2
36.505.1
LMCIP236A
UMCIP237
245,990
245,900 
36,601.5
36,715.1
LMCTP237A IA1CIP238
245,870
245,730
245.670
13~9,045r_____ 50
1379,020
1378,990 13-5,920 1,2^,880 1378,825 1378.740 1278.630
40.596.6
40.679.7
4*3,755.8
40.855.5 40.958.6 4£057.0
41,1184
41381-6
41.406 2
LUCIPT2 245.510
LMCFP222A LMCTP223 M1P224 LMCTC4A PKJP225 WG?226~~ HHP226A 11HP2260
245,375
245,305
245,250
245,190
245,125
245.145
1380.400
1,280,390 l,280 37<J
t
1380350 1,280,220 1380315 13*i,090
373417 3-366/
37,565" 37,631 4 37,6963 37,810 0
LMCIP241 LMCIP241A UMCIP242 LMCIP243 LMCIP243A LMCIP244 LMCIP244A
245.105 1380.040
37.8" 1.4 LMCIP245
245,040 244,925 245,070 245,135 245310
37.956.5
38,105.7
38,1853 
LMCIP24SA EMCIP245B LX1CIP245C
38354 8 LMCIP246 38330.4 IA1CIP246A
245,810 245,685 245,6801 245,665
245,590
245,650
245,720
245,800
245,885
245.945
246,005
246.090
38373 1
LMCIP246B 246,070
13^630
1377,470 1377,430 13r,305 1477350 1377,1901 1377330 1377345 13~"3"5 1377390
13^3^5
1377,120
38.455.6 LMCIP246C 246.125
1377.080
38.551.4 LMCn>246D 246,140 1376,995
245.470
1379,985 13"9,890 1379,880 1379,855 1.2-9,845
1379,830
j .2-9.855 
1379,915
£379,930
.900 1.279785
50
38.584.9 38,626.3 38/49.5
LMCIP246E
LMCIP246F
LMCIP24£_
246302 
246311 
246380 
1376,965
1,276.855
1/76.825
l.279.705 50
38.831.9 LMCIP247A 246J10 U76J25
1.279.585 1/79,495
1.279545
sol 38,981.7 I 39,070.5
IAICIP248
246.295
LMCIP248AI 2463*1
39,1512
392268
LMCIP248B
UICIP249 J
246340.
246.320
1.276.650 1.2£6,600 
£,276.535 1376.430,
42,600.0 42/34.6 42,840.4 42,8830 43,0288 43.097.0 43,1892 43.270.8 43357.0 43,4240
43.485 8
43,584 6
43,689.8
43,7512
43,835.5
43,903.0
44,0081
44.0764
44.1792 
£4376 1 44.^lj 44,406-6 44,511.2
|4-Mav-11Upper Be let Left Main Canal Alignment Dau (Sheet 5)
IP No. Eastings Northings Radina Chainagc
LMC1P252 LMC1P252A LMCTP253 LMC1P25~3aT LA1CIP253bJ
246.205 246.150 246,050^ 246.095 246,140
1,275.735)
1,275.755
1.275,740
1.275.670 1,275,625
45,215.7
45374.2
45,3748
_IP
LMC1P272A~ LMCIP272B LMC1P272C
45,414 1 LMCIP273 45,47^.71LMCIP274
L.MC1P253C 246.140
1,275,570 50 45,530.91LMC1P275
LMC1P253D LMCFP2531* LMCIP254 LMCIP254A LMCIP254B
246.190 1375,535
246,205
246.290
246,3751
246,420
1,275.460
1,275.465
1.275.405 1,275.345
45,587.91 L.MOP275A 45663.2£1LMQ1P276 4V33.O | LMCW77 45,835.71LMCIP277A
243.49Q
211445
243.405 241320 243325
-43,305 243,315
243,403
M^0| U73B5 243,405| (.2722^1 
243.440
1A1C1P254C 246,535 1.275.110 LMCIP255 246.565 1,275315
1-MC1P255A 246,515 1375,145 LMCJP255B I 246,435 1,274.925 LMC1P256 246.445 1.274.820
3.2-2380
46.124J [I .MCIP277D 46.206.811.MCIP277E
46.440.91I.MCIP278
□P277C L_24iS4)5l_j;2732?5
|
243,620
U72335
.1.272330'
46,M6 0|LMCIP278A 243,700 4^648.61LMCIP279
2 ±V,)n_L U’2.355 U7236O
UMCIP256A 246,320
1,274,845
243,760
LMCIP256B 246770 1,274.735
1.MC1P257 246,140 1.274.760
LMCTP257A 246,170 1.274,645
—--------------------------------------- ^24377^
J.272,185 1.2-2,100
46.877.5 LMC1P279B £_ 243.705 1373035
I.MC1P257B LMCIP258
246.085 1,274,560
245.815 1,274.460
46. " 961.77 LMC1P2-9C| 243.690 47.076.7 IA1CIP279D
1,271.941)
243,6901 243,6’0
j ,271,890
l 2"l,835
t
LMCIP259 245.730
243.650 1.271,725
LMC1P259A LMCIP259B LMC1P260 LMCIP261_ LMC1P261A
245.7001
245,645
245,630
245,425
245.410
1.2’4,510 1,274.420 1,274380 1,274,305 1.274.240 1,274,1551
47364.3 47,459.- 47533.9 47,600.8 
LMC1P279E LMC1P280 LMCIP280A LMC1P280B
243.775
1.271,7-0 
47,675.51LMCIP280C 47,962.21 LMC.1P280E,
243.795 . 1.271,8301 243,855 > 1371,850' 243.915 r 1,271.915
L.MC1P261B 245370 L274.095
48£M.:
IP281
EMCTP262_
LMCIP262A
LMCIP262B
LMC1P262C LMC1P263 LMCIP263A LMC1P264
I-MCIP264A LMCTP265 LMC1P265A UMCIP266 LMCTP266A LMCIP267 LMCIP268 UMC1P268A LMCTP269 LMCIP270 LMC1P27I LMCTP271A IA1C1P272
245,255 1.274.035
245,290 1.273.935
243.930
243,995
244.065
244.125
245,275
245.085
245,120
245.145
245,210
244.940
244,620' 244,590 244 520 244J05 244.300 244,210 244.080 243,945 243,745 243,625 243.650
1373180< 1373.775 1.273.440 1,273360 1,273,015 1.273.135
1.273.070
1,273.190
1.273320
1373.480 1373.300 1373390 1373300 1373,185 1,273,130 1,272,950
J372365
48,16.V3|l-MCIP281A_j 45.910 51131C1P277B
48,384.51 LMC1P282A 24<185
46.1
48,565.91 L.MC1P283
F 244345
j .271.935 1.271.995 I3-3IW 1’72,145 1.272.070 1,272.030
48,883.8 |lMC1P284 2, ^4<23(»U^T77
48.967.51LMCIP285 49.318
244.445 6| LMCTP286
49.857.71UMCTP286B 49,962.l]LMCIP28^ I
50.109.7 |LMCIP287A 50.30651LMCIP288 
50.460.51LMCIP2MA
50.549.51LMCIP289 
50.753.61LMCJP290 
50.886.51LMCIP291 
2445351
244.630
244,630
244.730
244.790
244.920
243,625 1,272,795
46.757 51.21L093.M91LC1PM279A C1P292 51.308.7 |LMCIP293 51,394.31LMC1P293A 51,4675 LMCIP294
244.965
UH F4 SR04A Engineering (2)
8
4-.882.01LMCIP280D
48.254.111JMC1P282
49.532.21LMCTP286AD ,S,‘“‘>
„ AW— “
. C J
Radiu*
NoHhi?
Chama
55,957 8
56.0783
56J473
IP No. 141CIP317 LMCIP318 I4£CIP319
242390 1,263,840
56.232.8 LMCIP320
56484.8 LMCTP321_
242J55
242375 242, ro
241^60
1,268,755 1.268,555 1,268.525
JJ683I0
56,4312
56.519.0
LMCIP321A LMCIP322
2*1.915 241,900
1368320
1368,165
.630H3
62,0713
241750
1368,025
244.940
1370720]______
| 2*0.700
L270J90
56376.91UMC1P323 4
56.623 8 LMCIP323A
241 ~20
241.715
1,267,965
1367.920
623760
62.342.8
57.140.8 LNLMCIP323B
57,194.9 LMCIP323C
241,690
624819
62,434 7
1 270.160
57369 2
57,3463
5*.420.3
LMCIP324
LMCIP324A
LMC1P324B
LMCIP324C
6XM47
62,6326
r uMdri?g__^t2- jdamLl
UMOWj_
244.600
"244510
244,470
J44A8O
2444*5
244,?95
l370.0>j
2369.990
1,2^0.010
1369.920
1.269.9
1369885
57,506.8
57,568.0
S'* .691.7
57,729,9
57.829.5
57.881 5
LMCTP325 IA1CTP326_ LMCIP327 LMCIP327A LMCFP327B
241,605
241.710
241,780
241,865
241,915
241.940
242,020
242,080
1367,790 _
1367J90
136L890
1368,005
folClPJOlA Sa?3O2^
5 ,928.4
7
hiciPJQiA
L\IC1P302B
244,200
244.UIO
58,051.7
58.154.4
242,120
242,195
242,260
242325
1368,025
1,268,075
1368,070
1368330
62711.0
62.7954
62,845.4
62. W.1
63, '178.8
63.140.9
63,20V
2,269,850
1,269,825
1368,Q O
7
63,274.*
63.437.8
63,5339
w
LMC1P3O3
UiaPK'lA
LMCTPW LMCIPJ04A
244,065
243,955
243.900
243,785
j ,269.700
583 6.0 _
58466 7
58.423.5
LMCIP328 UMC1P329 LMCIP329A LMOP33Q
LMCIP331 L.MCIP331A LMCIP332
242360
242^85 242300 _
1367,995
1,267,975
1.267,920
63.M6.6
63,675.0
63,7190
63,826.7
63,883.0
'.AJOPjMMB
58,540 3
58.611.6
58.654.3
58,773-6
LMC1P332A
242.340
242.400
I.MCIPW
243715
243.680
LMCIP332B
IjICIPWlS
LMCIP333
242,575
242,640
1.267,820
1,267315
1,267,745
1,267.795
243.560
64,071.4
64.1482
643MK9
JMipxjsa
UICIPW6 jjtCIPlrr
243.450 1,269,620
243.370 1,269,565
243370 1,269.465
243345
1.260,445
1,269.430
_ 1,269375
- 1^69360
l,269,205
1369,185
J369,060
1.269,005
 1,268,905
1368,835
1368,925
1368,920
.1368,860
1368.715
1368731
58.900.4 LMCIP333A 58.997.4 LMC1P334
59,089.1 LMCIP335
59.201.0 L.MCIP336
1 243300
L _ 243,110
L^c:p3ri9_
Xipin^
59.2484
UMCIP337
59453.8 LMC1P338
59,491 8 LMC1P338A
242,715
242.780
242,900
243,010 2433<1
243355 243,3‘’O 2433701 243455
243,745
243475
j43,900
241995
2444W
244340
244315
244j45
244.250
1,267.740 1,267,590 1267,555 1J67340
1,267,675
1,267,675
1.267,685
1,267.610
64428.4 644204
64,635.0
64.870 4
M.976.4
65.0860
59,5734
59,754 4
593654
59,978.1
60,096.9
60 280.2
60,443.4
60,5213
LMCIP339 LMCIP34O LMC1P340A LMCIP341 LMCIPMIA LMCIPMI I31CIP342A LA1CP343
LN1CIP343A 60744.5 _________ ______ 60,8730 LMCIPM3B
60,966.9
61,034.6
LMC1P343C
LMCIP343D
l.267.68O 1.267.805 1^67.930
1 !268.O45
I.26KO30 ~ 1.267,975
l_26*,700 L267.1H 1367,325 1.267j35
66,886.1
67,062-0
1368.715 ‘
9FhM DnHWtK R^nbii: afEtbitpt* Mittiitn ofV'attr £• Enrrg. EfhnpM Silt Irrrfdfion and Dnnnagt Pnff.t
Upper Belts Left Main Canal Alignment Dau (Sheet 7)
IP No.
Eastings
Northings
Radius
Chainagc
IP No.
Lasting*
LMCIP343E
244790
1,26',095
50
67715.1
LMCIP375
247 5601
LMCIP344
244.275
1.266,945
50,
67,364.6
LMCIP375A
,
247 655
LMCIP344A
244.160
1766,890
50
67,487.0
LMCIP376
247 730
LMC1P345 1
244,000
1,266.735
50
67,709.7
LMCJP376A
,
247,870
LMCIP345A
244,000
1.266,650
50^
67,792.4
I-MCIP377
248 1)50
LMCTP346
244,035
1766,590
50
67,861.2
LMCIP377A
. 248 160
LMC1P346A
243,900
1766.435
50
68,057.2
I.MCIP378
,
248 240
LMC1P347
243,800
1766.360
50
68,182.2
LMOP379
,
248385
LMCIP348
243,910
1.266,280
30
68776.3
LMCIP380
248 455
LMCIP348A
243,785
1,266.210
50
68,385.9
LMCIP381~
,
248 595
LMCIP348B
243,665
1,266,065
50
68.573.9
LMCIP382
.
248 645
LMCIP349
243.485
1365,980
50
68,772.6
LMCIP383
,
248 -35
LMCIP349A
243.545
1,265.890
50
68,850.8
LMC1P384
.
248.815
LMCIP350
243,490
1765,770
50
68.977.9
LMCIP385
248.955
LMCIP350A
243.705
1.265,750
100
69,148.2
LMCIP386
249.025
LMCIP35OB
243,900
1.265,645
50
69,369.2
LMCIP386A
249,100
LMCIP351
244.110
1,265,645
100
69,578.6
LMC1P387
249,190
LMCIP351A
244.190
1.265,760
50
69.710 5
I.MCIP387A
249350
LMCIP352
244,260
1,265.900
KM)
69,867.0
LMCTP387B
249370
LMCIP352A
244,440
1765,765
50
70.027.5
I.MCIP388
249,360
LMCIP353
244,570
1,265,605
50
70,233.6
LMC1P388A
249,460
LMC1P353A
244.745
1.265,695
50
70.417.4
LX1CIP389
249380
LMCIP354
244,885
1,265,845
50
70,622.4
LMCIP390
249.605
LMC1P354A
244.905
1,265,610
50
70,748.3
LMCTP390A
249.615
LMCIP354B
244.860
1.265,490
50
90,876.1
LMC.IP391
249,600
I.MCIP355
244,870
1765,350
30
71,016.1
LMCIP391A
249.635
LMCIP355A
245,015
1.265,460
50
71.151.9
LMCIP392
249,635
50] W<|
51). TU-K 50 V?
LMCIP356
245.100
1,265,560
50
71,283.1
LMC1P393
249,725
LMCIP357
245715
1765.605
50
71,406.0
LMCIP393A
249.860
LMCIP357A
245.330
1.265.735
50
71.579 1
LMC1P394
250.040
LMCIP358
245.370
1.265.880
50
71.729.2
LMC1P395
250.260
LMCIP359
245.465
1.265,815
50
71,799.3
LMCIP396
250.580 _
LMC1P360
245,680
1765,860
50
72.016.6
LMCIP397
25O.'6O
IA1C1P361
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11
LMCIP437Aberlerui Drvocrufh H/pnbk of Ethiopia. .Mnuirr, of [Eater & Energy Ethiopian Nik irrigation arui Drainage Pnoyett
UB 1*4 SR04A I*ngincrnng (2)
14Federal Democratic Repbblic ok
Ethiopia
J p
Ministry of Water and Ehergy
World Bank Financed Ethiopian Nile Irrigation and Drainage Project
Feasibility Studies of about 80,000 ha net Irrigation and Drainage Schemes
Feasibility Study Final Report UPPER BELES IRRIGATION &
DRAINAGE SCHEME
n
Halcrow
Generation Integrated Rural Development (GIRD) Consultantsf ederal 0^“'aBC Rop“wc
ethi
^linisvy
.°K of Water and Energy
. aank Financed Ethiopian Nile World Ba nrainage Project
<^ati0^ Studies of about 80,000 ha net
FeaSirnnya
irrigation ana
^,d Drainage Schemes 
Feasibility Study Final Report
„ co BELES irrigation &
^aSIcheme
tngSdng: Storage Dam May 2011
Halcrow Group Limited »nd
Generation Intend Rural Oevelopmant 1
PO Box 102175, Comet Building (5^ 0001
Hile Gebreselaisla Road. Add* Ababa. Etfuop*9
Tai *215-1 (0) 116 63 08 82 *251*' W 1*
**w hbcw com
Report has been prepared In eccoidance
miROl Co^«un>nt*
u-h ma rstructions o' **'•
$pet>llc
'Twramment o< Ethiopia. Ministry ot Water and En*rS
^^ po so X^ '
)
1
< ’J‘
“W. Any other persona who use any <nfwmat>on cor^n
risk
®Hakrow Group UmW#<j and Generation Intefl
2011
Rural
(GIRO)00'**'**'"’Helcrow Group Limited and
Generation Integrated Rural Development (GIRD) Coneultants
PO Box 102175. Comet Building (5th Floor)
Haile Gebreseiassie Road. Adds Ababa. Ethiopia
Tel *215-1 (0) 116 63 09 02 Fax *251-1 (0) 116 63 09 91
*A*w.halcrow com
Ths Report has been prepared in accordance with the instruct*™ of the Fed^‘ Government of Ethiopia. Mmstry of Water and Energy for their sote and specif use Any other persons who use any information contained herein do so X the* risk
© Harrow Group Limited end Generation Integrated Rural Devei
2011u fEd’*’* M"*# J*** *'-""B
i(
FEASIBILITY STL7JY FINAL Report upper beles irrigation & drainage scheme
SR-04B: ENGINEERING - STORAGE DAM
CONT^
introduction
I
1.1 Summary of Water Retonneo Stndeej and R^nnaJt far
iJ
l)
1.4
1.2.1 Reseivoir Storage Requirements For L’pper Bele, 1.2.2 Storage Dam for l^wet Beles Dingur Dim Objectives and .Lv/V
Data Colkction and Output
2 DAM LOCATION STUDIES
2 / Reservoir I station
22 Stage Storage-Area Characteristics
J GEOLOGICAL SETTING FOR DAM DESIGN J. 1 Dam Site and Reservoir A era
1 2 Reservoir leakage
U Seismicity
4 HYDROLOGICAL CHARACTERISTICS
A! Climate
<2 I [ydrobp at Dam Site
4
!
Flood Frequencies for River Dnnrsion IT orbs * Spidivo) Design Flood
DAM DESIGN
1
I 1
1 3
4
4
5 5 5 9
9 10
11
13
U
14 15 16
17
5J
52
Dam Type Options
Ristrvoir Options
5-2.1 Seasonal Storage Opuons
5.2.2 Diurnal Storage Options
Rr rnmro«^oon
5j
5.4
5.1
5.6
5.7
51
59
*10 Hl
5-2.3 Summary of Reservoir Storage Opu°ns a
Design
nt board
1*Nondalton Treatment
Dam Shells
S/c
f* Stability
Con ]fFall
Dpstnane Face Protection
17
19
19
19
22
26
26
27
29
29
35
35
16
Structures
Outlet StructureFtdrrul
tyM; of Elhtofns. Mlfttltry of Water & Emfgf
Etbiofaan Nile Im^anor. and Drama# Pnpct
5.12 Spillway
5.13 Dam Crest Details
5.14 I lydropower Potential
5.15 Access Road
6 RESERVOIR SEDIMENTATION
6.1 Sedimentation
6.2 S edime nt M anajpment
6.2.1 Options A-C Sediment Management 6.2.2 Option D Sediment Management
7 DAM CONSTRUCTION
7.1 River Diversion
7.2 Embankment Construction Rate
8 COST ESTIMATES
8.1 Data
8.2 Bills oj Quantities for Economic. Appraisal
9 CONCLUSIONS
9.1 Conclusions
LIST OF ANNEXES
ANNEX A PHOTOGRAPHS OF DAM AND RESERVOIR SITE ANNEX B: TECHNICAL NOTE ON DAM SITE OPTIONS ANNEX C: SLOPE STABILITY CALCULATIONS
ii- T OF TA0tES ttorJ|gC arca relationship for ‘dim site option 2’.„...................................... .
in
" “ “,T “
! D d A"‘..................................................................... ......................
>
>l
. «m <«"T
rjbkj.2^
>
libit
-*»*•' “?«m WW *” (mV') " d”” 
flows at dam site (m’/s). ._..................... _............................. ........... . ...... ... ...... __ |5
nd volume for 0.5 PMF at dim she....................... ....................................... ............... ..................................l6
a
1tf opn<>n D: Reservoir water balance results for hydropower scenarios 1,2A, 2B A 2C
---------------- ---- ----------------------- ----- ------------- ---------------- I)
.......... ......... ---------- ---------- ----------------------------- -
1^5-*^................................................................. ... ........ ......... ....... .......................... ........................... ........ . ......... a, ojf Opnon D Reservoir Water Balance Results for Hydropower Scenario 321
r
^^:Resf
t lu 54: Sumnun
(RcscrV( □1/ Storage Option Characteristics .,._ .................................... _........... .. ri
22
1 ti Dam Crest Elevations
................................................... 27
T*-* Vination m phi’ with normal stress for crushed basalt (extrapolated from L’SBR. 1987)30
^5’' ’study of phi vs normal pressure (from 1COLD, 1993) --------------------- —------------ ——— 32
TlW u Examples of dams constructed from basalt rockfill (from ICOLD, 1993)------------------- ----- — ------ 33
Hi 5 * Examples of rockfill dams with internal biruminous diaphragm from ICOIX), 1993).—„33
Tibfc 5-10: Dam stability parameters (Options A, B, C)„ 34
jibjf 5.il: Preliminary Hydropotential Parameters at FSI.
Tsbk5-I2: Preliminary Hydropotential Parameters at MDL
Tible 5-13: Energy Yield Estimates............................................. —---------- ------- ----- -------------------
,..43
43
-...... _44
Table 6-1 Estimated Storage Loss due to Sedimentation Ignoring Tana-Beles HEP flows ........... 48
Table 7 
1:
Construction
duration———-——
Table 8-1 Comparison of Dam Option Costs ~-—....................................................................... ....
52
53
Table 8-2. Bill of Quantities for Dam Option A——
54
'ibic 8-3: Bill of Quantities for Dam Option B-—«—- —
55
. ihie 8-4 Bill of Quantities for Dam Option C.............................................................-—
56
uble 8-5 Bill of quannnes for dam Option D—................................................................................... ....... 57
UST OF FIGURES
• 1 1- HaJcrow - GIRD operation rule using minimum lake levels of >1784. 5 m.
L
«ur *> ' ^ro^o$c^ Site of Dam for Lower Beles (Dangur Dam) ———•—
^ure •» 2 110,CCt ^OCan°n and Proposed Dam Site Location —...................................-— 
f «urP 2 i. &CSCAoir Elevation - Storage Volume.™.— ................................... -............. ———*
4_|. £^Cn°U ^cvil*on — Surface Area..................................... .............. —-—.......... •..............
fipue 5-1 D atU>05 ^ontnbutmg Catchments to Dam Site................................. -............ —........ .
'•‘a* s.2. pT ^kpment Options....................... ......................... ................ ................... ................ r ^c 5.3. p. ^CScrv°lr Area for Storage Options C and D••
1
1
,3
8
8
,..J4
,..,24
25
5.4 n,0' °f ingk of eternal fncnon against parade size for different levels of normal stress .....31
^ Sis fD*" o............................................................Tz..zz.................................... -.............. -.......... —..................... •
^^5*6 Drw ^ °ugh Dam Embankment Option D.....................................................——.......... ...... .. -
V
Opoon D ....... ................. „....................................-........ -....... —............. ............ ..... -............ ‘
° Acttu Road (oDonSiw............................ .............. .. ................................... .......... ..................... ....... —........FtdtraJ Dtmoerufn PapxHir of Ethiopia. Miauty of W'atrr & Eorrg Ethiopian N/Jf Irr^ahon and Druumpc Profit
ABBREVIATIONS AND ACRONYMS
DS
Dam Site
ETB
Ethiopian Birr
FSL
Full Supply Ixvcl
GWh
Gigawatt-hour
HEP
Hydroelectric powerplant
kW
Kilowatt
kWh
Kilowatt-hour
MCM
Million cubic metres
MDL
Minimum drawdown level
MW
Megawatt
PGA
Peak Ground Acceleration
PMF
Probable Maximum Flood
SEE
Safety Evaluation Earth quakejW*-
^°°ucv0N
jrr
!
a
Bt ck^ut,dc^tI>. report describes and discuses studies to scope, design ind prepare
This ’ F
u
pk ^"t estimates for opoons for a possible storage dam on the Upper Belts Riser
prelrmin*^' <** carned out to supplement the under studies for irrigation development
Tbfj€
bv utili,in^
* i ike Tina l|,v
studio 
1 * .w fT
River including the addihonal water diverted rnto the river , Tana.Beks hvdropower development.
;2>
hy( ro
/ iFxrcr Resources Studies Mid Rationale for Rcscrroir Storage
| pOU er station is expected to supply enough water to support irrigation over a
.
area at least 60,000 ha in the (pper Beks project area. The feasibility study focuses
sipiifiw11
of irrigation that can be developed sustainably in the Upper Beks
detern g rcr releascs from the Tana-Bcks hydropower stanna and how this might be catchment from
supplemented through the provision of reservoir storage
The Lake Tana operational rule curves developed by SMEC (2008) have been exarruned and the uaicr resources study report (SR-01 A) presents a modified 1 laicrow GIRD operation ruk to divert more water for irrigation during the critical months of the drv seasons, from January To Apnl This is achieved by storing more water in Lake Tana in the wet seasons ind timing releases to coincide with (his peak irrigation demand penod, whiLst at the same tune preserving minimum water levels in I^akc Tana and maximising ckctncirv production The f>perational rules dictate rhe allowable flow abstractions for anv particular level in lake Tana and any particular time of year. Ilic modified rule curves are reproduced from report SR01A as Figure
1-1
figure H; Halcrow - GIRD operation rule using minimum lake leveli of +1784.75 m
Halcrow & GIRD operational rule for Lake Tana (min 1784 75 masl)
now
?
i
-M
J
nu oo
1717.75
17*7.50
1717 25
1717 00
1716 75
171150
1716.25
1716 00
1715.75
1715 50
1715 2$
1715 00
1714.75
■ 160
■ 120
■ 10
40
■0
1 + Mas 11
1Frdrra/
ofFj^a. Ma/fr) tflPafrr e~ Eon#
Efhtoptan FJtJr Irrigation and Dnanagc Froftd
If flow releases from the 1 akc to the hydropower station are not regular j
would decline and navigation on the lake would be greatly affected. Thc
rules have been shown to increase electricity production by 10% over
from January to June. This is likely to be a period when other sources of I a constrained by water shortages and when electricity’ is relatively valuable It ^°Ucr Ve average, higher flow releases to the Boles catchment area during the critical dr^ aC^C5,0'1 for irrigation, in particular from January to May.
Depending on crops grown , modelling results indicate that no reservoir sto
a net irrigation area of abour 75,000 ha if thc Halcrow - GIRD operation rule '
just 50,000 ha for the SMEC operation rule, above which reservoir stora^ *
term irrigation development envisages about 10-20.000 ha being developed in the Hyma river catchment in addition to 63,871 ha in Upper Beles.
If there can be no agreement regarding thc operation of thc Tana-Bclcs hydropower mtr
m
lnd
’ SeaiCn
1
’
,Kent
1
has been argued that it may be prudrnt to construct a storage reservoir to ensure imgau^ supplies for about a month at peak crop demands. For example, a reservoir with a hve storip of 203 Mm (dam option A/B in this report) would meet dry' season crop water requirements for about 5-6 weeks. This would provide security to farmers in thc event that upstream hydropower releases arc less than expected for whatever reason However this scenanois considered very* unlikely to ever occur, particularly as a by-pass tunnel allows flows from thc Lake into thc Upper Beles valley to be maintained even if power generation is dosed, for turbine maintenance / replacement / etc.
No seasonal reservoir storage is therefore recommended for an initial irrigation dcvelopmer.i of 50 -75,000 ha and it is therefore suggested that the Upper Beles right bank and Hyma irei should first be developed (i.e. SDAs 1, 11 Ar III for about 42-52,000 ha compnsingthe tight bank command area of 31,509 ha and Hyma for 10-20,000 ha). The Enat-Bclcs storage dim could then be built simultaneous with development of thc Upper Beles left bank command Ir itis event thc size of thc dam would depend on:
• Actual net irrigation area and feasibility of irrigation development of Hyma (SD
• Actual operating experience of thc Tana-Beles power station; and
• Actual crop grown and crop water requirements for the right bank .and command.
It is proposed that the Upper Bclcs dam should only be sized to ensure adequ^ availability for irrigation within the Upper Beles and Hyma areas, and not f Irrigation project (see Section 1.2.2) As the total Upper Beles and I ly tn* irnga unlikely to be more than about 75-85,000 ha then a small dam, high eno *g +1^551»> Upper Beles Ixft Bank Mam Canal (thc canal full supply kvd at i« head
may be appropriate. Thc small dam (dam option D in this report) woul
---------------------------------
Ail **
‘ The gnstrsr water demand occun for 100*4 cropping of sugarcane. For this maximum deman
irrigated without rerervntr norage is about 60.000 ha (1 ialcrow rule)
Lb 1*4 SrO4b - Storage Dam (1),, K/ArfW.
of Watrr d- Entfgf
pressing seasonal variations bur must be s ffi
u Pcnr
h ^opo^r Cekases-
“ f°' the dlunaJ
^report inside ■
.. n the feasibility of a rangr of dam sizes and reseevmr areas,
(
ru-j&rU^B^ D<W-!*rna*
5/^ ' d d((|n $ile at Dangur for the lower Beles Imgauon Project bis much better stage The pr<»p°s ■ than is available in the Upper Beles valley, and unit storage costs for the
storage
|x>an*uT**«' f tlclecShm. <n 7
fl
u .()Uki very likely be much lower. The Dangur dam sue also has a much larger M1 ., Jam in the Upper Beles vallev. The characteristics of the Dangur
„ 5fr ss follows :
2
. Catchment arra: 8,980 km=
H ht
_
(fSL-BL) 90 m (up 110 m)
. dross Storages 2,200 Mm3 (up to 3.600 Mm3)
By comparison the largest dam
following characteristics:
• Catchment area: 590 km-
• Height (FSL — BL): 90 m
• Gross storage: 378 Mm'
” ,h' l PP"
(Op„„ Q h„ j.
Provision of reservoir storage in the Upper Beles valley Bries b not therefore recommended.
to meet irrigation demands ui lower
Figure 1-2: Proponed Site of Dam for Lower Beles (Dangur Dam)
8a '”
Tina UatiR
3
14 Mm HI tdrntl Dfmocruftr fop/Mr ojF.thupa, Mwfn sf^attr^Esr^
EffaopM* Mfr lm^Uon and Draw? PnjtU
1.3 Objectives And Scope
The objectives of the dam engineering studies were:
• To develop options for dam site development to serve the urigatjo
• Specifically, provide reservoir storage at or slightly above dev .Qo"?^ "' diversion of water into rhe Left Bank Main CanaL
The scope of practical dam options is limited by the:
• Topography of the dam site and reservoir area;
• Availability of bulk materials that can be won locally and economical!? construction;
1 1 Uc
«
to
' W u,<^ far <!«.
Suitable ground conditions for rendering a dam stable and watertight and
A requirement to not affect the operation of the Tana-Beles hydropower sdi (submergence of tailrace). It is understood that the river level at the tailrar T about elevation +1,450 m.
These considerations informed the dam site selection studies in the Upper Bries valley described in Chapter 2.
For the site selected for possible dam development a number of dam size options uric considered (dam options A, B, C & D in this report). In considering the feasibility of anr of these dam options, it is important to note that
* °Ut u 11
• There arc irrigation development options which cither do not require a storage dim or
for which reservoir storage would serve no purpose.
• There is uncertainty regarding the Lake 'Lana HEP release pattern into the Bries river and these releases represent a very high proportion of the water available for lmgauon.
• The cost of any dam at the selected site would represent a relatively small investment in the context of the total investment for the Cpper Boles project.
• Dam development serves the Main Left Bank canal by doubling as a diversion structure Without a dam, a separate diversion structure for the left bank irrigation would be
needed. The value to the nght bank command area lies in river regulation alone
1.4 Dm Collection And Output
Data for the completion of the storage dam studies were derived from several other P including:
Hydrology' and water resources, including operation of the Tana-Beles s
SR-01A);
Irrigation demands (report SR-01C),
Geotechnics, seismology', geology and hydrogeology (report SR 04 Soao-environmrntal impacts of the reservoir development (SR < )
A number of field visits to the dam site were undertaken to inform c en
.
peering stud*5
‘ form the financial
Cost estimates for the dam construction options were derived to in economic analyses (SR 06).
Ub F4 SrCMb Stonge Dam (1,
4location STUD.es
I
^ aCI>aOn
Uric*’ PtO]CC
,■ located in die Bclcs m et sub-basin in die west
-
---- •'■Jk
•
t ip'pbcasi15in0 \(»« lig ^
1 2 The M“” °r Rnal rr
~ “ 
nvcr onPn>tf
* *1 foot of «hc
. » . .
CenrriJ portion of the
A bb*y '
^carpment
^tchmc’1’
^ouJd •* 
n Clit from Lake Tana The project area essentially 
we uppet
composes the an<J Ablt Bdc< rivers and thar tributaries The dam and reservoir
The dam and north-east of the lmgation command area with the minimum
dnwdou-nl^ "
5
*’ca
. yc |hc
kvd
o
f the Main Left Bank Canal
I
of the proposed dam axis was identified through preliminary studies nf reservoir
•phe locati cj
)artCtenst CSi
i valley topography on the dam axis and geology This work is
' a technical note which is provided tn Annex B to this report where two upper sites
.^th a Over t>rd Cl
covere
+1^53 and +1338 m were considered worthy of further consideration
12
studies concluded that site 1 (+1353 m) is less attractive than site 2 (+1338 m) because 1 J thCr diversion weir would be needed downstream of the dam as the terrain make it
Lffiadt H' extend the canal to a higher elevation. Furthermore, a high dam at site 1 would
,mpact on the tailrace of die hydropower project For these reasons, site 2 was selected for the feasibility study.
In development of the dam design, refinement of the dam axis alignment, length and height was earned out The selected dam location ’site 2’, as studied following further reconnaissance, is at approximately gnd reference 02611 E 1293R N. about 60 km to the west of Bihir Dir.
Sugc-Storage-Are a Characteristics
The siagc-storage-area characteristics for the selected dam location were derived to inform the water resources studies and are reproduced below in Table 2-1. Figure 2-2 ind Figure 2-3 these values are a refinement on the values given in Annex B.
I
4
5
14-Mai 11Erdtrui DtHtomrtK Krpubii, of Ethiopia, Mini fry of Waitr c*- Ewm* Ethiopian Nik irrigation and Drai/iagr Prtye.t
Ub F4 SrtMb Storage I>am (1)Ub F+ SrCMb - Stung? l>«m J)(in) uo|was|3
I
(uj)uoptA»|3
Fedmti Dtmoivuri. R/puMc of lithopt a. Mitut/ry of Wafer < Eveig,
u
Izfhtopt/io Ni/f 1 mention anti Drtnnagv Profit
Figure 2-2: Reservoir Elevation - Storage Volume
1430
1420
1410
1400
1390
1380
1370
1360
1350
1340
1330
Figure 2-3: Reserv oir Elevation - Surface Area
1430
1420
1410
1400
1390
1380
1370
1360
1350
1340
1330
1
Reservoir Area (km )
LIb 1 *4 SrO4b St< »n»gc 1 >am (1)
8M'Wf' o"ri ^‘
rh
n«/ Rfger*'oir Arm
[W nun ground investigation works indicate that the preferred dam she lies
H* on agglomerate tuff Full details of the findings of the ute investigation can be
z>al SETTING FOR DAM DESIGN gEolOgica
prC
dotnifl» ^^
n
SR o4G The tuff should provide an excellent foundation material to support
(oll
nd m of anv type The tuff is moderately strong and features feu- lomts Wllcr
Jam tPf1’ inp has confirmed that the ruff has low tn-siru permeability and therefore the
pfe4JUfC f grout (and cost) needed to seal the foundation should be relatively low However.
in '°' "hTrartured basalt was found at depth within the foundation so clearly some grouting
' eh°VC ' .red rhe soil cover above the niff is vanable and likely to typically be 5-10 m but is
Il be n ru- Hpht side of the over, possibly up to about 30m.
much deeper on *
<ICJd stincy along the proposed dam axis has idcnnbed <omc anomalies that mav be dated to faults or zones of weakness, where additional ground treatment grouting and
excavation) may be required. There arc also small outcrops of more fractured (and therefore obablv more permeable) dolcnte sills and dykes that may underlie the dam that would require
additional grouting works if encountered during the first stage investigation grout boreholes The geologic*! units *' 'he dam sl,c and reservoir arc summarised in Table 3 1
Table 3-1: Geological Unit* at the Dam Site and Reservoir Area
Name
De ten prion
IxKition and Comments
Topwd
Suff dark red brown, black of greyish vcllow brown silts CLAY
Variable depending on underlying geology, trpically thin, 0.10 — < * 40m
Recent Rivrr deposit!
Ixiose unconsolidated vanable dark grev sandv silty clavrv cobbly GRAVEL
Along Beles mrr bed and banks
Alluvium
•cohesive)
Found along the relative topographic lews and plain lands.
Alluvium granular) / *"»«T mce
t
Jjqxjtit Colluvium / Residual Soil
Firm to very stiff dark grey to dark slightly sandy slightly gravely alley CLAY io
_ Clayey SILT soil of high plasticity.
aa
------------- ------------- ----------------
Ixiose to medium dense vanablr dark grey 5anch’ GRAVEL with cobbles inrerbedded with fine to coarse SAND. Possible clayey qy sjJtv in places.
Undednng cohesive lliuvjum. mixed highly variable with thick sequence
(>30m) at BIIUBDCM on right abutment Possibly fines washed out during drilling
Dense to vrry stiff dark grey with greyish brown and yellowish grey stains shghtlv bouldcrv cobblev very gravely iilty CLAY to clayey SILT
Draping the side dupes of the dam abutments and reservoir area Penned from the weathenng and .caching of underlying rock combined with slope
processes.Fftimri Pmw.h*/>. of Ethrtya. Mifurtry of ll> of" C" bwrij) EtbiotHM yiik lniffifiot jo<i Drain Prvjerf
Name
Description
Nation am]
Sight to moderately weathered
TUFF
Moderately strong or strong greyish pink to grey slight to moderately weathered massive to very closely jointed lithic possibly agglomerauc (basalt and tuff fragments) TUFF
V l --------------
lbu ’n*nt.ndri ,
loin he
‘"""'I*'
<*c onally
Mt blut
of highly weathered Wcak
^-fHn ^^ 1
Untilnhort
places it i, horizon^ h . .
VtJ
*-»h ,„vetouMelv,p. j
mi
cc(
^hnuiue,.^^
P ~nt,, ho ,
aW
lt nly hlnttaw
and lull
ht °|
Fresh to
slightly
weathered BASALT
Strong dark blue grey aphanatic to at places vesicular medium to closely jointed BASALT. Likely to be very strong in
places.
Exposed along certain stream
b»nks aixi on hiD tops ^
mtadwn
the reservoir area. Some basalts Hcq x be intrusive sills, possibly also interlay with tuff.
Dolcntc dyke
Strong to very* strong dark blue grey medium to fine grained slightly weathered medium to closely jointed D< )LERITE
Exposed along Belcs River bank in the | Reservoir Area.
3.2
Boreholes, test pits and geophysical surveys were earned out to supplement the geological walkover surveys and these are desenbed in report SR-04C for the dam axis and the spiLwiy area on the left abutment.
Reservoir Leakage
basL^llTh WI?W1 thC ICSenC arCa m°$dy fCatUr<3 mff (low permcabilin) but also feature
the tuff Tk m
1 PCMS tO bC WCU ,°lnted and * IO havc much b*11" P*”*^ ’*hw
. , • ° be significant if the topography surrounding the proposed reservoir am
p mote eakage of reservoir water into neighbouring over basins However, inspection
. F°gtaph) indicates that risk of leakage from die reservoir area should be ven small
wodd CIU C °f 1)10 natUrC 211(1 djStJlbutlon of thc basah T** itself and 0,0 dain lbuln*nts
1 to scaled as necessary by curtain grouting to promote dam stability and to reduce P pensin for internal erosion and uncontrolled reservoir releases. Given the purpose
am, a high degree of watertightness would not be essential in this project but founding sealing works are anticipated nevertheless.
Ub 1*4 SrO4b - Storage Dam fl)
10£E
1Z./#• *“ **’''”®
/
c^y 
•
assessment has been completed which indicates the dam is located
1 i***■
n> n*' * 
c
<>f
^liable seis
mic hazard assessments the Peak Ground Accekratxxi (PGA)
ee d on puklicb’ a^
4? 5-year return penod. and about O.OSg for the I ,000-year return
ire bdo»’ 0 °4^'cs are extrapolated to rhe 3.000-ycir and 10,000-yen return penodj. ' nod d* PG A V\ o 08g and 0.11g respectively. It should be noted that this is a poor
^proxin”^ valu<S W' a ful| fClsIni< hazard assessment would be required at the detailed design
XnP0lanon0nly'an “
stag'-
A separate approach has been nude, based on a prclWJnjn. d historical records of earthquakes in the region This nrnv-iM
Ui, ng
about O.lg 
P “ 3 VCI) ’PT^ximate PGA vaJ
uc n
f
Based on the above preliminary assessment and (COLD Bulletin ‘2 guidelines, a conservative Safety Evaluation Earthquake (SEE) of between 0 i and 0.15g should be consider for dope stability analysis and a value of 0,15g was used in the feasibility slope stability anilpis
'Ihc site investigation found indications of a thick sequence of aver I mace deposits under the right abutment Embankment dams can be founded on superficial deposits where appropriate. Ifm the event (hat tn detailed design any superficial deposits are left in place below in embankment, an assessment of the scismically induced liquefaction potential of silt and fine sand deposits will need to be completed.
11
J+Mav tl" BOI-OG'C*L characteristics
4
fuJl
of *1^
^La. °r*‘
relevant to dam design and construction
(«*“
,qx ’"ed
“ 
r 'Im' T*» 
-«-> «
mmn.
H
’
ub b s)n thC hjfihCS
-’ ‘
'
OCCUn m ,he £Mtr,J pMt ,he I" As «a
Jflth' ' e jnnual rainfall ranges bcwcen 1,400 mm to more rhjn t nun. The Upper Bdrs
the rlgl'
rojecT hes
i n the Lipper part of the Hcles river subbasin and this northern part
irngaoen p
^peoMceJ mod«»
rainfall wiih an annual rainfall of about 1,471 mm.
iwfall * lJPPer IW*‘< lr° h’S ’ Pf0n0t'nCed Ma’°ruJ
h a sboner wet season
July to September, and a longer dry season The ’dry’ Season is from November through to
Xeh Thr """S® 'nonth*y rair,fal P1(tcrn 15 Fvrn ■" T,blr 4-1.
r li, 4-1- Uuig term Average areal r Ain fill
Month
Average Rainfall at Dam
Location
Remada
jjnuarv
13
FebtfiiaW
2-0
March
12.4
Dry Season
I April
253
Miv
93.0
June
199.4
Joly
3389
Wet Season
August
314.6
Srprrmber
186.5
October
94.9
November
13.8
P«cmber
2.8
Dry Sexson
_ Anajauial
1,285
scasoruj pattern in rainfall influences the annual vuriation. of all •climatic parairicl'ers.
10 P^l^t area is warm and sub-tropicaL The mean annual temperaruxe it Pawc is about \ c ranging from a low of 22.7°C in August (when cloud peruses} to 2fi°C in April prior to the
averagr monthly relative humidity is 74% and remains high ihrougnout die wrr of 59» Rclative bu*nidjty peaks at 89.6% it the height of the wet season ui August, tailing to i low nsing CT'd °f dlC Scasofl tn Apnl. The average monthly wind speed is about 0.65 m/s
It abr ' I tnaxunutn
'“oin ib49l Ft* tn
monthly value of 0.95m/s in May, The annual evaporahoo has been estimated
H-MtrJ!
13Itdenii Ofmotrutic RjpMc of lirhtopta. Minnhy of IF j/rr c Ewrp
w
UlbtcjM* Nile Irrigation and Dnonaff Prme.1
4.2
Hydro logy at Dam Site
The catchment area for die dam sire is estimated at 590 km2 Tl
Fip«e4-1.
' 
4^,,
Ihc natural flow regime of the Enat Bclcs has been greatly affected bv the
* rccent CfiTYi 2010 of the Tana Beles hydropower scheme. About 70% of the "’'ural outflow
will be diverted to the Beles basin resulting in;
• A 30 fold increase in natural flows in the upper pan of the Upper Belts
Tim
tributary);
• Doubling of the average discharge near Gilgcl Beles town at the lower end of h
area, and
• A 40 fold increase in baseflow during the low’ flow period (in April).
’ (tn,F* fa*,
° '***"*
These month])* flow* esumat
^ cncratcd long term average monthly flows at the dinner
die addition of the ex 4 rcPre$cnt the flows under natural catchment condition* without onthh releases from the T ana Beles hydropower station
Ub F4 SrfUb Storage Ham (1)
14The Tana Beks hydropower scheme has recently (2010) been compkted and b operational whereby releases from the tunnel arc passed downstream along the Jehana over, a tributary of the Main or Enat Beles, and expected to be used for both the Upper and Lower Beks irrigation schemes significantly changing its hydrological and morphological regime The operation of the hvdropowcr scheme will dictate outflows to the Enat Beles nver flows which will be superimposed on the natural flow regime of this nver The Tana Beks power plant has a design discharge of 160 m’/s and a plant factor of 0.48. equivalent to an average discharge of 77 m’/s.
Flood Frequencies for River Diversion Works
During die wet season, floods in the Upper Beks nver could coinodc with operation of the hydropower scheme. Tabic 4-3 shows the peak flood frequencies lor flood return periods (T)
from 2 to 100 years and for both average and maximum flow contnbudons from the hulrupowcr plant. Ous information will be relevant to the design of the cofferdams and nver Vernon works.
14 Mm 11
15Fttkruf Dtfftcavffc RapaHtt of lifhtapta Mint.'fry of W’atrr c*** Enty litbwpta* NUt Irrigation and Dnanqv Profm
4.4
SpiHwsy Design Flood
The dam will represent a major infrastructure investment and the design wj] failure by overtopping erosion under extreme flood conditions. For dX
probable maximum flood (PMF). Similar dams in Ethiopia have used 0 5 
***««»«
’** “
design, this was also adopted for the Upper Belcs dam. This is comparable ^ *** ’Mh,, "
flood safety standards for dams that pose a low risk to life
The PMF flood event values for the dam site arc shown in Table 4-4 below
°^'ei
Peak flow and volume for 0.5 PMF at dam site
Flood event
PMP duration
(br»)
Peak reaervoir inflow
(m’/s)
Hood volume
(MCM)
PMF
24
3,876
160
0.5 PMF
24
1.938
------------- “
The attenuation of the design flood peak within I he reservoir area is discussed in Chapter 1 beks as this is linked with the spillway design characteristics and the dam freeboard design
ts.M'1"
Lli F4 SfC4b Sloragr
L>«m (1)
165
fl
DA« DESIGN
TW^ 0ptt°°s
°Z re^«’
^Vpck’"5 bcJng:
rt Sockfill embankment dam.
Earth fill embankment darn;
’ £jj/rockfill embankment dam; and
, fenrtete gravity dam.
J 1 °f dim COUld be COn”d"cd fw lhc *’«*« Upper rwfe dim li[e, lhc
The valley p
roftlc does not support any consideration of n) uch dim
For the embankment dam opnnns; there are many Jub-options d
r Jnn<, IQ
11b could be with an internal (core) seal of day, concrete or a, ph , Oi tt1lh ,
*
concrete). The mam technical considerations are as follows: ' g
. Preliminary studies indicate that the dam can be sited mostly nn an tneompress^ fOck fluff) foundation and therefore none of the above options are ruled oul on the basts of inadequate foundation strength.
. Reservoir drawdown rare: for the dam options developed the calculated maximum
» .bou, 4 m/d.y Ita ^,„ld p,rfudr „„ 0( tmha fot
shoulder of the dam.
1
■ rra,v .t-"-" proi“' ™ ““ -r»' *• d» w"
be designed tor the sire accordingly
As there arc very few technical constraint on dam hrpe sdcctioii, the decision is mostly dnvra by ccfji, ie. the local availability of relevant construction materials and the cost of quarrying, transportation and placing of the material The following facts are relevant
Hicre are plcntifol sources of gtxxi quality basalt dose to the dam site which is very likely to he suitable for use as rodcfill.
cre are plentiful supplies of tuff, but it is believed that this would not present such a good emJ as rhe basalt for rockhll purposes, though the ruff could potmtiaUr be used foe rode
,...u
• P^lf
Ur WlVC prOtCCUon to lhe u
|
P st*=am &<=c.
cst ^aClons suggest that there are no mapr sources of suitable (non-swelling,
duta PCfslve) clay deposits that could be economically exploited within a reasonable
-1 the dam site. Therefore anv use of day should sdeallv be kept to minimal
quantities.
cconQiju nCC
’
suitable sources of day. an asphaltic core will would prove an
c °nuno d C^ecl^v c means of rendering the dam watertight. Asphaltic core dams arc
f2& <n
°° ^arns txccctltng 150 m in height and have been applied in Ethiopia
^^een Ofc *Radadj built in the 1960’s). A sphaluc core walls typically vary in width
other da 
I 5 m so rhe quantities of asphalt arc not large in comparison to the
widely avail^UlntirJCS ^^bough specialist plant is required for placing the asphalt, bitumen is ^ccllent ' k L^Lrough its use in road construction and the basalt should provide an
totes fot
the 11115
b,m (J)
material, I’hcre is good international expeoener in the use of asphaltic Bulletin 84, 1992). The elastoplastic properties of this material will
c COr* very forgiving of any differential settlement and it his some sdf healing
14-May H
]7Federal Dentocrahi RepMc of Ethiopia. Minutry of Water <•*• Energy Ethiopian I\i& Irrigation and Drainage Profit
properties due to creep and the migration of fine particles front th matend into fissures which render it ideal under seismic loadings Rer^"’ core wall materials such as concrete do not offer these advantages T^"*'^ asphaltic core is not highly weather dependent, so dam construction
,nn'* *»<>» face would reduce the quantity of asphalt and provide better protection
There arc no known environmental issues associated with the use f " nuia'*1
the water released for irrigation
There are very limited sources of natural fine aggregate (sands, gravel,. with and the available alluvial material should be suitable for filter and transi&o ***
! <he
possibly noi for cone
. There i. cuncmly no 
rock that would supp
• Preliminary estimates
require a dam volume more
less than half the amount
' - ih. inclusion of niff n.
n „|„," “
b
P”
than three times
• To seal a rock foundation, cement grouting is the commonly-accepted approach Gnw thr this is likely to be generally in poorly-jointed tuff, the actual amount of grouting is not
expected to be great.
The following general conclusions can arc made:
• The most appropriate dam type is an embankment;
• The most appropriate fill material is rockfill (basalt);
• 'rhe most appropriate means of sealing the dam body is through the use of in internal
asphaltic core wall, and
The most appropriate
grout curtain
means of sealing the foundation is by the constmction ot n cement
The following sections provide further details on the options for reservoir storagr proposed form of dam construction.
18P’
}«***
^ l^opdons
fc** r Oft* "
9
^“l
Three
j.1 bel°w
,noons were ^signed and costed for two reservoir storage value, as detailed m Table
DP,,mrn opop«” °
o00
r cT
f r(rrc»<r
?_----
Full supply l«vel
(mJ
Reservoir grots storage (MCM)
Oam design lo allow for raising top water Jerri to +1,430m at taler date
1.405
230
No
1,405
230
Ya
1.420
378
Not applicable
no .MCM was selected as a full supply level (FSL) at *1405 m (Option A). This was judged to the ideal elevation for a large dam at this site if a net irrigation area of 80-90,000 ha is developed
m the upper Beks and Hyma (Upper Dinhir) areas There is a natural saddle on the kft side of the vi jev which supports construction of a free overflow weir with minimal excavation
Option C was conceived as the largest practicable dam and reservoir for this lire with j FSL at
+ 1420 m. This dam size option provides more seasonal storage than would be required for Upper Ikies / Hyma This dam option is considered to assess the additional cost of providing additional storage which could be useful for other (non-irrigation) demands tn the Upper BeJes area (ie industry and water supply) or released for irrigation in the Lower Beks viller The Lower Belts dim site has better stage storage characteristics than is available in the Upper BeJes valley. Provision of storage in the Upper Bclcs for irrigation demands in Lower Beks 15 nor therefore recommended.
Option B was conceived as a hybrid option whereby the dam » constructed with a FSL at *1,405 m but with a wide dam crest to facilitate possible heightening by 15 m to *1,420 m at 1 later date tn provide for increased irrigation demands, staged development downstream or hydropower releases
har are less reliable for irrigation that expected
bussed w Section 1.2 an alternate strategy, pven the present uncertainty regarding the viable ‘Ration areas md the operation of the Tana-Bdes hydropower scheme, is to provide a smaller
0 1 sufficicnt storage to balance out the diurnal vanauoo id hydropower release, to
C °nS,ant reJ **e to the irrigation command arras. Studies were earned out to
tun;? *
e
be required reservoir live storage to achieve this.
“ mV lrng’r,On requirement, which is required for a period of about three weeks each year.
<«ted The CSU1ValcnI 2^hour Stonge requirement is 6 65 MCM. This proposed bve storage
• SrUSlng * Walcr balance model and various hydropower operation scenarios
. 1’ ^ne turbine is operational for 12 hours, ie. during the night ame and then <* turbines for the next 12 hours during the day. which gives a flow of 40 and 120 tn ,
^P^ctively.
14-Mjt "
19I’ttkrvl Dtnwntic \itpMc of Ifjfaofxa. Mt/ustr) ofWatrr Ethiopia* NtJt Irrigation and Dnunage ProfeJ
• Scenario 2A, 2B and 2C: turbine operation as scenario 1
reduced inflow respectively. These scenarios represent thcTkriv'^d H 8S%'
period of reduced demand for example during a weekend when fa 
• Scenario 3: A combinarion of the scenario 1 and 2B above 100° weekdays (Monday - Friday) and 75% over the weekend (Saturda modelled over the three-week peak irrigation demand of 77 mV
The results, as shown in Table 5-2 showed that for scenario 1 and 2A the
° f inflo* f/’
Ue dosed
’ dur»>R the
T >«»
absorb the fluctuation in output from the 11EP for an extended nerir^t S,or>R “ ‘uffioent tn
e
pciKxi ot time XY’XfL,, i 75% of the inflow the live storage runs out on the fifth day (due to the outflow thcKB'mb
inflow) and for 50% inflow there is insufficient storage on the third day This CICCedln? Ac
>tto
“otih
50% reduced inflow the storage is only sufficient to ensure that the peak demand
that wuh 85\
scheme is only met for a limited penod. This might arise, for example, due to reduced '/"'S*'*"’’
demand over the weekend.
Table 5-2: Reservoir option D: Reservoir water balance results for hydropower .ceturi 2A, 2B & 2C
c *«nan
MITCieMreissuslutfsfiofdesnctento arsiuo I3° 5CCn
show that a live storage volume of 6 65
demand under this secnsg ' UT^’at*°n sc^cmc during the three week peak penod for unpw-
L’b K4 SrO4b ■ Storage Dam (1)
20„ ,,g Op<-»LP: V™' Balance Re.1t. fet Hydrops
3
Day
W«k
Mondav
Tuesday
Wednesday
Thursday
Friday
Saturday
Sunday
Moodav
Tucsdav
Wednesday
Thursday
Friday
Saturday
Sunday
Monday
Tu«dav
Wednesday
Thursday
Fodav
Saturday
Sunday
*Federal Democrat). Republic ofFJhn^ta. Mmu^ of W ater r** Liner#
Fthiafwi Nile Irrigation and Dnunagr Pfye.l
5.2.3 Summary ofResmorr Storage Options and \Se commendation
A summary' of all of the reservoir storage options studied is provided T options are also shown on Figure 5-1.
Table 5-4: Summan of Reservoir Storage Option Charaet^ ^
4
a « 5-4 bcl^,
Item
Units
Option
A/B
r cc
Option C
Option D
Reservoir function
Seasonal
storage
Diurnal
storage
Full supply level (FSL)
mas)
1,405
1.420
1360
Gross reservoir storage
MCM
230
378
20
Storage al MDL
MCM
27
45
14*
---------------- ——.
Live storage
MCM
203
333
6
Gross storage Ml)J
Uve storage as depth over imgablc area
m
0.32
0.52
0.01
AtMimedirripibieMCL 63.871 ha
Reservoir area at FSL
km-’
8.4
11.6
1.7
Minimum reservoir area for environment
km2
2.1
2.9
0.4*
25% of area at FSL
Minimum drawdown
level (MDL)
ma si
1.364
1,371
1,356
For environment / iu command Right Mur. Canal (Le. FSL+1^55n)
Reservoir Area at MDL
km2
2.1
3.0
1.2
Operational range
m
41
49
4
FSL MDL
Reservoir area
fluctuation
km?
6.3
8.6
0.5
Seasonal (opaom.LB* C); diurnal option D
The minimum drawdown level (NIDI.) was sei on (he basis of environmental constrain minimum reservoir area of 25% of the area at full supply level was proposed (see J
As part of the hydropower project four weir / footbridges were constructed do. tailrace to control erosion and/or provide access over the river. Elevation
structures (in the downstream direction) are as follows;
• Weir without footbridge with crest level of +1.440.0 m;
• Footbndge with deck level of + 1,450.0 m;
• Weir with footbridge with weir crest level of +1,414.5 m
4-1,424.5 m; and
• W'cir with footbridge with weir crest level of +1,403.5 m
and footbndge deck lo*1 md footbridge deck *<>
structures.
Lib l’4 Sr04b Storage Dam (1)
22•fitter
peak crop water demand the volume of uatr- .k
».boo. M m <> uo„ .,
P
fc
/
w
jbuM dam Option D does not provxie season^ „ b
«kmd flow fluctuations released from the h dr^CCTnc
v
for the rtgwn command areas It also „ SufBcXnl h|gh * COn^’^forrrt tlow
fhe reservou FSL areas for Options C and D are shown c-
"own on Figure
( ° ^ce out AeJeftb«t>kmainca M
I1
23
14 Mix I!Fedtrai Dtnwafir Rfpttbln of Efhiofna, Mimftry •fWatrr & Erjrrp Ethiopian Nt4r Jm^ahon and Drutnag Prjt.i
Figure 5-1: Dam Development Options
« i». !•<
■ v»««r« COl tdtroi Dffwvaftc R/pMc Ethupia. Miiustiy of Wafer & Energ,
:
Ethiopia* Nik Irrigation and Dnnitagt Pnpit
5.3 Dsun Axis Design
-- ------------ me whole |cn<nk f ’*'* ”
°* dun and so compromises are made in designing the alignment. Also ideally the
on either side of the axis are symmetrical as this produces the most f»v
(Hlri
^ Und clev”*>n.
distributions within the dam body. I lowever this condition is not satisfied and compromises arc required.
For preliminary design purposes the dam axis is defined bv the follow;
• luu™*Tng coordinate
DL1:1-cft (east) side of spiDway:
0261680 E
1293480 N
DL2: Right side of spillway:
0261380 E
1293480 N
DR2: Right side of valley:
0260965 E
1293825 N
DR1: Right abutment: 0260336 E 1294056 N
Hot reservoir options A, B and C. the dam axis is curved between DR1 and DR2 with a U
pn
radius of 1km, centred downstream of the axis.
5.4 Freeboard
The dam freeboard is the difference in elevation between the reservoir top water or full supply level (spillway weir crest) and the crest level of the dam To keep the cost of the dam to a minimum, the freeboard provision should be no more than the summation of the following height components.
The Stillwater flood rise over the spillway for the design event. This is dictated by the design flood hydiogTiph, the reservoir storage characteristics, the spillway weir length and the discharge characteristics. For options A, B and C, the weir length was set at 50 m with an ogo-
vriuc7hK SUfthifSS WhlCh ’’ thc sumnu,,on of thc Wlnd sc‘ “P and 'he run uP rhr'f
y c been estimated assuming a design wind speed of 20 m/s and a reservoir fetch of up
to 4 km
rockfill dam of granodiorite) where the settlement during construction ua5
roiiowing impoundment gi\TOg a rouu oi u m ui ------------------------ — 
options, a preliminary design value of 0.4% of thc dam height will be allowed the dam at the highest dam section is assumed to be al -*-1,320 m.
yc *0
_ f D>>v
trb F4 Sr04b - Stonge Dam (1)
26mn
u: „EtW- of9'*" «*
A’*** un' of the treeboard components for the four “O’options b proV|dftJ
A5’
r ,blc 5-’-
lAS or**
A
c
' Stillwater
rise
(«■)•
(»)
Wave
surcharge
(■»)•
(2)
Consolidation
allowance
(m)
(3)
Freeboard
(m)
W+PHP)
Adopted
Dam crest
level
(uml)
£.405
Txjy
1,420
1,360
■^gc, further refinement o
Will need ro be completed-
4.3
1 68
0 36
64
1.412
4.3
168
036
64
1.412
3.8
168
042
5.9
1.426
.3.00
1.00
0.18
4.2
r rc — C A’.tf
w
vanriu*
rJ<n^r<kvlDnQ u
’ ~’
:c Foi/ntfaaon Treatment
The preliminary ground investigations indicate that the dam foundation will be predommantlv nn tuff which studies indicate has a moderate permeability. At the detailed design stage a turthci planned senes of pre grouting water pressure tests would need to be earned out to confirm the foundation permeability values Although the nature of the dam performance is
»uch that a high degree of foundation watertightness is not essential (not all of the water is to be diverted away from the over channel) rt is anticipated injection grouting would be required to reduce the permeability to a level where foundation seepage cannot pose l ruk ro the performance or safety of the dam. Consideration of foundation scaling is likek to extend to a depth of about 75% of the dam height above foundation level through exploratory boles. The location of the interface between the tuff and the underhing basik, and the pcrmeabtlin ot the basalt will also have a be an ng on the amount of grout injection work required is rhe basalt appears ro be well jointed and will likclv have a permeability much greater than the ruff.
Where sealing is required, a senes of gr, uou1„ t hwo ould be international practices with secondary (and if necessary, tern* ,
according to nonrul
hok, drJlctj
■
between previous hole sequences in order to confirm the et ear
purpol
d. it
secondary grouting through the use of water pressure test*.
ftls been assumed that half the of the foundation will require grouting
lv eragt grout take of 100 kg cement/tn hole has been used.
AH the dajjj o
^Phallic core on th CltUrC 40 15P^Qc core wall There will be a gallery structure Mow the
length an
^^d as access ^am axis from which seepage can be monitored and xddxnoml grour holes
e
! ^ RalJcry 
an j ^ow*ng impoundment. The hydraulic gradient will be high m the vionity
or
by conso|^ Crc^ ^ all joints in the vicinity of the gallery would need ro be completely
Jou ]^.cJ abOn pouting to render this area completely warertjght As stated above,
J^e°n5) as
at depth within the foundation could be accepted (perhaps 510
dam to OUnda6on « non-crodiblc and significant regulated water releases are released SCnC thc Onstream Diversion Weir and Right Bink Mun canal Although i
‘>101(1)
14 Mr 11
27Ftdrru/ Daaocrafl i R/pitba.of Etbicpta. Mua/try fifW'atrr <*- Eh ftp Ft Utopian Ntlr Irr^a/to* and Drainage Prowl
high degree of foundation water-tightness is therefore not essential, f]< u limited to ensure the safe operation and performance of the dam
Careful consideration was given to the question of the nght bank supc f 400m to the right of the river there appears to be up to, typically, 30 m
S u ™»ld nct(J tQ
F< * »*>out
alluvial material. For Options A, B and C, which feature very large <]lrn' '"*»« of
that the superficial material would be removed by excavation to fowd Ae bCC" ”SUn*li
1
This would need to be reviewed again in the course of the detailed
options is selected) and tn light of more detailed site investigation data ' °f
For Option D. which features a much smaller dam, it would not be sensible
bank deposits only to replace these deposits with a dam of near equal height and the f *' alternative strategy was developed For a length of about 20(>m to the riphr nf tk
00
dam axis, the deposits are to be excavated down to rockhcad and the asphaltic core wall a J foundation gallery is to be installed. For the next 200m of so, a diaphragm wall of plastic concrete will be used to seal the deposits It is likely that some foundation grouting will i|v.
need to be installed below the diaphragm wall by drilling from the ground surface to an estimated maximum depth of about 35 m
Diaphragm walls for scaling dams and dam abutments have been in use worldwide for mam years and depths of over 100 m have been achieved. The construction of such walls has been improved considerably by the development of hydrofraise equipment This machine loosens the fine material within the trench and crashes any gravels and cobbles. The crushed matcnil u mixed with the stabilising slurry in the trench and then pumped to the ground surface using hydraulic pumps 'l*hc slurry is continually screened and desanded by vibrating sieves ind through this process the material within the trench is continuously replaced with the stabilising slurry as the depth of the trench is extended in a scries of panel lengths. The trench width would typically be about I m. Once the trench has reached the required depth (the top of the tuff), the stabilising slurry would be replaced with ‘plastic concrete’, a form of soil cement Ibc plastic concrete comprises a mixture of soil, cement, bentonite (or powdered day) and waler 1 is impermeable, resists erosion by virtue of the cement content and provides flexibility by
of the bentonite or powdered clay- As the trench will be formed within natural ground, should be no significant deformation of the parent material. Nonetheless, the plastic c will be able to withstand the deformations of the adjacent dam and asphaltic core cracking as they consolidate. This is particularly in light of the fact that the Option moderate height and will be founded on rock. A special design detail will be req
° inc river on the
vertical interface between the asphaltic core wall and the plastic concrete to seepage This might be achieved through significant thickening the asphalt 1 and then drilling a vertical notch through it to provide a key for the plastic
^mtertKf
V
11b IM SfO4b Storage Dam (1)
28^ner *1^7. ’^StS ’ COmPraSiVC
* 70 **)
f<* concrete ^rc?1[E
studies will be required at detailed design stage to confirm the character, n of
o
FUfth* Lsalt m the project area. However, outcrop, of basalt close to the dam «e tndxate
dktited by the layer thickness which ought be 600-1,500 mm However, experience has
houn that it is possible to successfully build rockfill dams with wide-ranging parode distributions The permeability of the compacted rockfill should be at least 10 2 m/s, ic. be
free-draining.
It is quite common to zone the rockfill material with finer rockfill either side of the core will mil coarser rockfill towards the outer slopes. However, for this project the appropriate source for rockfill is the basalt. There is no major secondary source of suitable matenal It is likdv that different quarry sources will produce quarry -run material of different grading. .An intenor zone of relatively fine rockfill has been assumed for the feasibility design
The rockfill will be placed to provide its maximum strength The working sequence would involve dumping, levelling and compacting tn layers between 600 mm and 1500 mm using a vibratory smooth drum roller for 4 to 6 passes. It is not envisaged that there would be any advantage in adding water to rhe rockfill during compaction but this would need to be reviewed « put of the detailed studies on the compaction characteristics of the basalt. Adding water
, *es a risk of washing finer material out of the rockfill down to lower horizons, as well as ^hng to construction costs
**7* StebiUty
tl4 P>*nt?r that '** k”*11
wll be durable, high strength, well-graded with ■»««*“
draining and well compacted.
^ofphi’ J?*" d<?cxea*cs with increasing normal stress for rockfill LISBR B^hide
normal stress for crushed basalt rockfill (see Figure 5-3). Assuming a coane
14A!av41
29Fttitral De macron. af Etbtof^a, Mimrtrf of Wata & Koop
Ethwptaa Ntk Irrigation and Dnanagf Proftrt
maximum particle size is used in the rock (ilk and the maximum normal *nai stress at »U «
100 m high dam is about 2,200 kPa (320 psi), then the phi’ according to this "* of 1 about 38° However, it should be noted that phi’ will increase up the dam (l normal stress). A summary of the variation in phi’ for crushed basalt based '
shown in Table 5-6.
O " *“ P*0'•»
Table 5-6: Variation in phi’ with normal atres. for crushed built (extrapolated fax.
— -^^****V
USBR, 1987)
Normal
Stress (p*»)
30_
140 ______
420
Normal
Stress (kPa)
Equivalent Dam Height (assuming bulk density* of 2.2
Mg/m )
Unit weight = 21.56 kN/m*
Range of phi valueI
3
207 ___ ]
965
2,895 _____
10 m
45 m
134 m
208 m
47 to 51
41 to 44
37 to 40
36 to 39
650
___L --- ---------
30
UbMS<04b
Darn (1)~
t-J: P*0*
f "f b,,ert’-1 frknOn *eiinS* pa"’cle 9ile for Jiffe«n‘ Ifteb f
o
b s in middle plot
PTRAMIO 0AM
r U-
MAXIMUM PARTlCAL SIZE, INCHESFtdtra/ Dtrnwarh fypMctfEthtfpia, Mim'/ty of Waler
Ethiopian Nik Imgafion and Drainage Prvfta
Enrrg,
Fell (2005) report a study of a large database of tnaxial tes stress for all types of rockfill materials. For example, for a gives a range of phi’ values from about 30° (lower bound)
n
tIwuIt». ploIQng phj.
approximately K)0 m7 "
,o 440 (upper bound)
ICOLD Bulletin B92 (1993) also presents a study of rockfill phi’ with va summarised in Table 5-7 (rockfill type not described).
Table 5-7: Study of phi vs normal pressure (from ICOLD, 1993\
^ ,ng normal s&Css
Normal Pressure
(kPa)
----*--- - ------- •_____- — Friction Angle (phi*)
(degrees) from triaxial test
results
14
ac
53
PrictiooA^^
(degree.) from ICOL£)
- - - - estinuie
57“
70
50.5
48 5
54
140
46.5
50
350
44
47.5
700
42
45.5
1.400
39.5
43
3,500
37.5
Again, assuming the maximum normal stress at the base of a 100 m-high dam is about 2,2O(J kPa, then the minimum phi’ would be about 39" and under plane strain (which usually better reflects actual conditions of rockfill than triaxial), the minimum phi* would be about 425"
ICOLD (1993) includes a database of 113 rockfill dams of various types, gcometnes and composition. Four dams arc included that report phi’ values for basalt rocklill (Table 5-8) The phi’ of the basalt roc kfill for these dams varies from 37 to 45°, and embankment slope gradients vary from IV: 1.4H to IV: 2.75H.
From the same database, some example rocktill dams with bituminous cores arc sumtnamed in Table 5-9. Embankment slope gradients vary from IV: 1.3H to 1V:2H. In the database there are also more than twenty rockfill dams with internal earth cores of between 8b to 1^ maximum height. These are reported to have embankment slope gradients varying bet about IV: 1 5H to IV: 3H, but are typically between IV: 1.611 to IV: 2.25H.
At the preliminary design stage a simplified analysis using slope stability charts
which provided an approximate Factor of Safety (FoS) for various phi values perfectly
assumed that there is no pore water pressure in the embankment (re the ma 
on
free draining) and that the foundations do not affect the stability 
(i c. the dam
competent rock. The results are summarised in Table 5-10.
Ub F4 SrO4b Storage Dam (t)
32ll|»«rrMini «k»pr- I Downttrram '
gradient
ttapc gratlient i
(dxgte«Lw>
/ Afangrovr Creek
3imnuJJ
IV ; I 6H
'
Sduiunc, Sandstone,
57 - 45
/ ^RockfiU concrete free)
'l
Hatadt
• For do A ecu
(Rodefifl concrete ficei
I Cougar
I (Rockfill, ^rrh cortj______
I Lost Creek
i Rockfill, earth core}
Brwri
IV : 1.8H
lVilJSH
IV L L4H
IV 16H
1V-2.75H
1 Built
Tabk 5-9: Examples of rockfitl dami with internal Miuminout diaphragm (from ICOLD, 1995)
Dim
Country
Date of
Ccmtlfuctioa
Max Height
Upitnam tlopc
gradient
Downstream slope
gradient
RockftU type
Approx pbi’
_____ " 1‘iniienal
Austria
1977 19&4J
149m
IV : l.SH
IV: 13H
Granodiorite
41-46
Kleine Kumg
Germany
1978 - 1982
70m
1V:1.7H
IV;1,7/ 1 BH
Syenite
40
I Wichhakperre
Germany
1969- 1973
53m
IV: 1.6/ I.2H
IV ■ 1.5 / 2H
Greywacke
36
[-------------- -------------- ------- Stnrvatn
i Norway
1987
98m
IV :1.SH
IV ; 1 5H
(incin
45
1 Fucietkard
Norway
1987
88m
IV; 1.01
IV:13SH
Gneus
*5
| Sy sen vain
Norway
1979
84
IVr 1.6H
IV: 1.4H
GneiM
« J
Ub SrLHlb SlIKfllfc Dam (1)
14 Muy 11Federal Dtf^run^ RepM< oj Elheapt a. Ministry ofW'ater Eneqp Ethiopian Nik Irrigation and D nonage Proper
The ptclurunary work indicated that assuming the basalt rock fill has a m d U-
t lc
degrees, remains free-draining and is founded on competent rock, the facun of, T*** ** 40 embankment slopes of IV: 1 8H will be approximately 1.5. which u considered ad/
gradient of IV: 1.8H is also typical of an internally-sealed rockfill dam on a rock f<Zda^
The preliminary slope stability design considered dam options A/B and C. Through funho study the reservoir options. Option D was developed which is the option recommended m’thk report This considers a 44m high rockfill dam of the same design and on the same dam axi,
l or this option, a more detailed SlopcW analysis was earned out to confirm the damgeometn under static and seismic loadings Flic parameter derivation and calculations for this analysis are provided as Annex C to this report. The geometry denved from the initial stability chan assessment, IV: 1.811 slopes with a 10 m-wide berm on each face, was tested using SlopeU
Dam Option D was shown to achieve an adequate Factor of Safety under several opcnting conditions, including normal operation, rapid drawdown, reservoir empty and seismic loading. It is important to note that the stability of the dam relies upon the removal of underlying alluvial soils to found the dam on rock, and the use of free draining high permeability rockfill that meets the shear strength parameters assumed as representative in this assessment
Preliminary seismic hazard assessment indicated that the dam site is in an area of k»u scnmiaty In addition, rockfill embankment dams arc recognised as being a robust dam design that i generally resistant to earthquake loadings. Similarly, asphaltic core walls (sec 5.8 below) ar known to be intrinsically relatively resilient to seismic loadings rhe stability assessing indicated that deformation and settlement will be negligible to the current!) con. Evaluation Earthquake acceleration of 0.15g (with 0.1 Og assumed to apply ho
Icted to retifie
At the detailed design stage die following actions arc recommended to be co^ P
the slope stability’ assessment and dam design. A detailed ground imestiga Ocularly the
ro
• Confirm and refine the soil profiles beneath the dam and spill |nKflc thickness and variation of superficial deposits beneath the right
• Further assess basalt rockfiU parameters from laboratory testing trial embankment.
A more detailed seismic hazard assessment should be completed seismic acceleration of 0.1 g that has been applied to the current a
jf accessary*
Ub F4 SrO4b • Storage Dam (1)
34*>ne of granular material would be placed either side of the asphalt core. The
Jciign This material would be of graded hard rock ma renal (basalt) of grim size up to 100 mm 1 he upstream zone provides a source of fine material to assist tn healing my defects m the core The downs treim transition acts as a chimney drain and any water Ending its way into this zone will be channelled at the base of the dam into the foundation gallery and monitored accordingly. The transition material will also act to reduce the impact of rockfill settlement on the core will
In accordance with ICOLD guidelines (1992), for the dam options where the dam height exceeds 60 m (Options A-C), the upper third of the core wall should be inclined slightly downstream to reduce the risk of detachment between the core and the upstream shoulder matenal. For preliminary design, a slope of 1:0.1 has been selected for the inclined section For Option D, a central, vertical core wall was assumed over the full height
The construction of the core wall will require specialist plant md a specialist contractor. The core wall would be constructed in stages just above the level of the rockfill bang placed on cither side of die core wall I vpical construction details arc provided in ICOLD (1992) and f reegm (1996)
' mjri and 650 mm respecnvelv.
I4MV-11
35I'cdrru/ Dentoaufi;
of Ethiopia. Mlitufr) ofWatfr & Entrg
Ethiopian Nik Im/phon and Dnanaff Pryrrf
transition layer For the purposes of preliminary design, it has be
layer is needed
5.10 Drawoff Structures
The preliminary’ maximum drawoff rates assumed for operational r
follows:
• Right Bank Main canal: 50 m'/s; and
• Left Bank Main canal: 40 ttP/s
° assutncd that no tr, .
^■hon
The Right Bank canal is supplied via a Diversion Weir across the Mam Beks
H km downstream of the proposed dam site. The Left Bank Main canal Jill the dam at approximately elevation *1,350 m.
For the large dam options, the operational range of the reservoir level will be 41
A/B or 49 m with Option C. For this range of water level vanatton, it would be
have at least two drawoff levels to guard against water quality problems ansmg from
Uectb frotn
stratification of the reservoir water column ITus aspect would need birther review « drmkd
design stage For the present studies, two drawoff les els have been assumed, one just below the MDL at +1358 m and a high-level drawoff at +1385 m. The drawoff structures would comp™, concrete conduits founded on the rock that forms the left side of the valley. At the dam axis
the flow would enter steel pipes set in concrete to pass through the line of the asphaltic core
On the downstream side of the foundation gallery, the pipes would lead to a hydropower
station at the outfall to the Left Bank Mam canal at approximately elevation + 1,345 m, and ilso
to a second, low level hydropower station at the river outfall. The pipes to ihe low level
hydropower plant could be installed within one of the abandoned river diversion conduits.
The operation range of the reservoir for Dam Option D will be just 4 m and this will occur on a daily or weekend basis. The dailv/weekly fluctuation in reservoir lo ci for this small reservoir option is much more significant than for the larger seasonal storage reservoir options. Due 10 this significant dailv/weekend fluctuation, coupled with the fact that hydropower generation is not envisaged for Option D, a different drawoff arrangement is proposed as outlined below
For Option D the drawoff controls will be housed within a tower in the reservoir area of the left abutment, and extracted flow will pass as open channel flow in concrete through the dam body. The box culvert will comprise three cells. 3 m by 3 m in ^ of
c
of upstands shall be incorporated into the top and sides of the culvert structure
the dam axis m order to provide an effective seal with the asphaltic core will |ro
^ blv be
1
grouting of the tuff on which the culvert and drawoff lower will be foun necessary, possibly together with a shallow grout curtain on the dam axr . results of foundation water pressure tests.
The drawoff tower will house a set of submerged radial gates bclou a automatically’ to regulate the flow entering the culvert structure and m i function of the prevailing reservoir level. I lencc the gates will prog** reservoir level (head) falls and vice versa. Upstream of the radial gate
^P^
oper*^
canal. >s1
the
^Jl be * uTir
J4-SW
Ub F4 SrO4b - Storage Dam (I)
36.IK min"""™|I"1 "nd"
.
■anv’ laroe floattno itrm. ~ ._____________ > .
b„
^ar
rf(hat°t
... 
to close ag^st Ooumg water condtttom Proviso of stoplop wtfl
° ------ - roi>T oltu
*
of the tnsh• ___ At fh/» detailed ration cito-
screen. At the detailed design stage consider should be pvo, t0 fuEv
___ _ .
..
UpSt^rtrnentalismg the structure so that the waterways ve entnelv independent from the mkt ct ’n’P outkt This would provide more flexibility tn operation and maintenance but at prater
fO W
cost-
measuring structure will be provided immediately downstream of the dam tn the open
lannel 71,0 ,low would blfurCatC 1,110 ® thc kft,niul and !“) ’
rr ccn
l ™ chute to
Lchuge flow back towards the river channel Most of the rejecoon flow will be subsecjuemh
be diverted into the nght bank main canal at the drversion war 14 lun drwmneam. The balance composes thc environmental flow release in the Beles river downstream of this drvenior. weir The refection chute will be aligned parallel to the dim spillway chute, and will have a small flip bucket at the outfall for energy dissipation
A further flow measurement structure will be provided downstream of the gated bifurcation structure for mcasurcmcni of flows into thc left main canal
Bottom Outlet Structure
Three gated concrete box culverts would be constructed to effect over diversion (see Section
1 below). Two of these will be permanently scaled off following thc river diversion phase. The cenml conduit would be converted for permanent use as the bontxn oudet conduit A bellmouth on a vertical stack pipe would be added to the upstreun end of the conduit with thc bellmouth set at elevation + 1,342 m This level is well below thc minimum supply level of f 1,364 m (Option A/B), +1J71 m (Option Q and +1356 m (Option D). The bottom outkt
gates uoultf need to be operated periodically to flush sediment from thc viarnty of thc Ibnouth to keep u clear and operational
0n
c
15 rcHuircd. This equ
ates to 
a net outflow of less than I m / s ,r b
htl ’ M)
J* dUCC
Condu,t5 util more
than
suffice for reservoir evacviDoo P^P05^
COnd^71T?
b,1,ly Which
rap
id reservoir level drawdown under emergtnq
r wdou-n rates in
excess
of 1 m/day should pose no concerns ter s ope
14-Miy-tlMrrd DfWVfu Rrpubbr ofErhtaffia, Mint fry oflFafrr €*-
Effapta* Nt Jr Imparton atd Dnatta^t Pnyrrt
CV ’CUa,cnto^tlunli
5.12
stability. For Option C at FSL. the Gist metre of drawdown would
MCM
If sediment flushing is adopted (see Section 6.2) then it is possible that tn may need to be added to enable the reservoir to be held down dunn ^"1°'° flush sediment past the dam.
Spillway
For dam options A. B and C, the most logical and cost effective arrangeme
p,lts
' ‘nflow condition, to
to locate the weir and chute channel on natural ground on the left abutment5plUw>?1' topography lends itself naturally to an arrangement with rhe overflow located in th"' immediately to the south-west of the dam where a 50 m wide ogee weir will be co ' bridge will be required to cross the spillway channel on concrete piers to mam'^"^''''1 ' dam crest from the access road on the east side of the reservoir.
,<X ”’ 'Ot}lc
A free overflow spillway would provide the simplest and most reliable form of spillway with the least maintenance requirements and this arrangement has been adopted for the pment imdJ/ Spillway radial gates should be further considered at detailed design. Economically, the use „f gates will save some cost by slightly reducing the freeboard and hence the dam crest elevation but this would be offset against additional costs for the gates and the associated control anil power systems.
To convey the flood discharge back down into the river channel, a concrete spillway chute will be provided, terminating with a flip bucket. Aerators will be required on the base of the chute to guard against cavitation. The Left Bank Main canal will cross (under) the spillway chute immediately upstream of the flip bucket at approximately *1,356 m
The estimated routed outflow for the 0.5 PMF event has been estimated as 949 nP/s (Optmn A/B) and 792 m’/s (Option C) and this figure has been used for the preliminary design of the spillway structures. At detailed design this will need to be adjusted further to suit the find reservoir area and spillway arrangement.
For Dam Option D die use of the natural saddle is not possible as it lies at a much hig than the FSL and would require a large volume of (rock) excavation. Hie spillway
located co the left of the dam body, where the depth to bedrock appears to be
cut into the valley side. To reduce the amount of excavation a free o\erflou sp
jpflwiy to
year flood (plus average HEP flow, 77m’/s) is to be provided with an adjace
^ngemcnf
pass the 0.5 PMF (less the flow passing over the free overflow. 1.2 year fk ) $ 
^ for
ICS
of a free overflow weir to cater for modest flood events, combined with f Jgrneral
o
larger floods will mean that the gates do not have to be constandy 
O peraootul
operation and smaller floods but will be used often enough to ensure and avoid a build up of sdt in front of them.
The 1:2 year flood (plus average HEP flow, 77m /s) is estimate as - free overflow weir with an Ogee profile is will limit the flood rise to
3
218 mVs^d> 201,1
-11
J4-NW
Ub F4 SrO4b - Storage Dam (1)
38> J'*** 
J tC**’
B,rtJ
vu » concrete spillway and flip bucket, is proposed for Options A
,1 ’eo'
<(<;t at
3 md the routed outflow is 1,885 m’/t for tbe 0.5 PMI-. the
m
dc^ °°O11 r,SC idpcent gated spillway « I'44 ">*/»• To provide some flexibibty. and
V Ao* thr<lll8h ,hC
onc gitc being out of operation (eg under maintenance)
jc5lgfl the r»k a$SOClj<.ebv 10m deep are proposed. The base of the gates will be at +1354 m
gates K"1 W1 c
stillwater flood peak IcveL The flow fmm tbe gated spillway
’^ e
lh
of
rdnforccd concrete channel, chute and (bp bucket
dischatf^
K rock cutting U’'U bC
uued to construct the Option D spillway structure. Vertxal stages of 8
an 6V:1H slope and 4m wide berms between stages Rock
„ (ugh has-e b^° as'U^ anchors would be provided as necessary At dewled destgn stage
lC1 hng ^d
Tubleslor"’^5
„ rCVlcW of joint frequency and onentanon will be required to confirm
Olin CreffDcr^
The dam crest will feature a paved roadway. barriers and lighting. A total crest width of 10 m his been assumed for preliminary design purposes An 8m wide asphalt road surface will be provided on a bituminous sub-grade l*hc top of the asphalt core will extend up the underside of the sub-grade A transition layer of granular material will separate the ruckfiD from rhe sub gride either side of the core wall
Drawings for the dam options are included in the drawing album Drawings for dam opbon D. the most likely dam to be adopted, are included in this report for easy reference, including (i a plan of the dam, Figure 5-4; (u) a section through the dam embankment. Figure 5-5. and (in) proposed draw-off arrangements whereby gates / control structures are selected to ensure near mnstint water levels and flow downstream for variable upstream (in the reservoir) water levds.
Figure 5-6,
^^(1)
39Fcdrral Dtftwnric RtpaMc of Ethiopia. Ministry of Water & Energy Ethiopian Nik Irrigation and Drainage Pn^i
Figure 5-4: Plan of Dam - Option D
44»(t) UKCI M ■inEfdtrai Dtrtroavh: RfpM; of Ethiopia, Mnufty ofV'aftr Ethiopian Nih Impfioo and Drjuup Proper
Figure 5-6: Draw-off Details - Option D5"
^■er P<><entiil1
eflefgV bt CK Wcr from the
through the fonnaoon of the reservoir imd there is the pcntntul
rcleMCi bo,h to *e *ef’bank triai
,0 «**
hvdtOCl
pZn^ « function of head (water pressure) Mid flow is shown hv the
1
p4 ,wtr^u,OOn’
Vfher*
ind
where
r = Q H„g
p — power (kW)
iq = turbine efficiency (0.9)
Q =1 flow (m-'/s)
} [n - net head on the turbine (mi
g - 9-81 m/s2
E -T. r
E ” energy (kWh)
t — time of generation (hrs)
Prtluniniry estimates of the hydropower generation potential for i reservoir waler level il FSL ire tabulated in Tabic 5-11. and for the reservoir at the maximum drawdown level in Table
5-11
Table 5-lfc Preliminary Hydropotential Parameters at FSL
D*m
Option
FSL
(roasl)
High level turbine*
Low kvd rur buses
Estimated
net head
(®)
Rated flow
Power
(kW)
P.Btimsied
dci bead
(tn)
Rai rd flow
Power
(IcW)
1.405
58
43
22,020
69
40
29^51
C
_ 1,420
73
43
27,714
84
49
16^40 
L'i^n
C. dlro^" V1 B WOUU bt Capi,fc,,e °f 8cnc«ting up about SI,870 W (52 Wi. Option Hydtopo^ ~ " dam couslrucrion- wcuId generate 64,054 W (64 MW) it FSL.
8 ncratioti j unlikely to be viable for Option D and his not been ttixlicd.
s
I?Jde 5-li p-K
* 
^'V^Xjjvdropoicnaal Parameters at MDL
mdl
(masl)
f jw lrvd tiubiorj.
Option
-
Ll iCVCl IIMDU
Estimated
□et head
(m)
Rated
Estfmaitd
oct brad
(°) -
_2S
43
fUicdflo*
flow
(mVO
Power
(kW)
J?
49
Few (fcW)
12JD.
1.364
1.371
17
43
6/54 _
32
43
12.149
a ’MD1 rv,
" °PH«>n A or B would generate I 8.6 W and Option C would geoeraie 30. R MW-
14-ytir-n
43Vttirrat Dtatocratii
of Etbiof»a. Mt turfy of Wafer & Ewg
Ethiopian N/Zp Irrigation anti Dnina^r Pm/nl
Hie high range in head is likely to mean that two separate Francis turbines
each of the two powerhouses, one for high head conditions and one for l<
** In',allet| n
r ^ond,^
The energy yield potential will depend on the reliability of the water supply and
the reservoir level Water available will be closely linked with the operation of th
hydropower scheme. Taking the 'half pool’ level power output values from the t 1
energy* yield for various plant factors is shown in Table 5-13 below.
CSaWrt
Table 5-13; Energy’ Yield Estimates
Dam
Option
Power at half pool
level (MW)
Mean annual energy yield (GWh)
Plant factor 0.7
Plant factor 0.8
A/B
35.2
Plant factor 0.9
216
247
C
47.4
291
332
— _ fc-'n 374
Connection to the grid from the switchyard would he along the access road to the north ennf the Tana-Bclcs hydropower plant
5.15 Access Road
A paved access road to the dam site will be needed both for construction and for permanent access. The route of the road will lead pass the downstream Salim wen to the east of the Monge reservoir to the left side of the dam. Il will then link with the all-weather road provided alongside the Left Bank Maui Canal into the command area The approximate alignment for the paved access road is shown on Figure 5-7.
There would be an administration and storage area at the dam site The area between (he spillway and the dam would be appropriate for Options A. B and C. For Option D, the relatively flat area of the natural saddle on the left side of the valley (the spillway weir area for the other options) would make a suitable location for the administration and storage area
(Jb 1*4 SrO4b Storage !>am (1)
44rAcces* 
‘ oDam Si’C
-'
4
—* "■
l (
7
• x-
Y. j'O1 BT r ■ h 'I
!■
—
i 1 #7
UMk-H
45f
i!
ftit^00
cO nstn>ct’on ,n
H* reach >nd lh‘S j
-Mi
I j^elopmcnt of 1 re5trvolr wiU “°* the •elofny of Ac flow through
calisc suspended sediment piracies to drop out of smpenjoa bed of the rarer (the bcdW will be deposited
th« rC^jlt-rad ^"^fesenoir to form delta deposits thereby ameh reducing hve
Cc *tS'e upstream end o operation Fine suspended piracies will be carried further into the
oetf 'hC ffom
n d themapnn
thc 61,1 ' Caf °r l7narncles are likehr to settle out of suspension before they reach
ofthc
P
tea*’0*
j, unusuaL As the power flows are drawn from i like the
sedunen' l° °
■'‘■rTX £ 
a
be "" °f brffc“‘
Ute sediment characteristics of the Upper Bcles catchment arc described
mean annual sediment yield of 550 t/km-’/year has been determined for the catchment area is 590 km- so the mean annual suspended sediment is 324 Vo 7^“ ‘“t for an addmonal 10% for bed-load, the total mean annual sediment wld is 3
Oser a 50-ye« penod the total sediment load entering the resenoir wti) be 17 W ignores the relatively minor sediment mflow from the Tana-Bdes hrdropmw
A
The proportion of the sediment that is trapped by the reservoir will depend on many (acton, including:
■ The parade size distribution of the sediments;
• The frequency/extmt of reservoir drawdown. and
• The operation of the Tana-Bcles hydropower station.
rhe effect of the hydropower plant on reservoir sedimentation is difficult to assess without detailed knowledge of the sediment yield associated with this flow. By reducing the ratx> of
l ° WPercentage of particles trapped by the reservoir will also be
I low ever the total sediment vield entering the reservocr will be increased so one effect counter the other
^rervo^ C^CCt
ana-Bcles hydropower scheme, the impact of sedimentation on
embodied ^
r
C Can esanuted using the work of Brune, I-ane and Koelzcr which is
Table 6-1 k? 3 mcthod°Jogy proposed by Gill (1988) The results of this analnis ire shown in ’ rih r] ^U5 >S5Ulncs a 'cdiment content grain size distribution of 20% coarse (sand),
an d 50% clay.
14-May 11
47l'edcra/ Dfmocruhc RfpMb/n of Ethiopia, Mtmitr, ofW'aier Energy Etbrapian Xi/t Imj^anon and Drat note Prefect
Tabic 6-1: Estimated Storage Loss due Io Sedimentation I™„ ~
flows
Full supply
level (masl)
RT “’iB^HEP
Dam
option
Initial reservoir gross
storage
(MCM)
Sedimentation lose over 50
yean
MCM
A/B
ye *"(MCM)
1.405
230
c
1.420
378
D
1.360
20
____ _10
6.2
6.2.1
The loss of reservoir storage is not likely to be a major issue in the operation of the with dam options A-C. At detailed design stage this would need to be reviewed ‘ information on the likely impact of the Tana-Bclcs hydropower scheme
Significant loss of storage can be expected with Option D unless particular
management procedures arc adopted.
Sediment Management
Options A-C Sediment Management
The average natural flow at the dam site is estimated at 10.4 nP/s or 328 MCM/year. The reservoir gross storage capacity — annual average inflow ratio is therefore:
• Option A/B: 0.70
• Option C: 1.15
Reservoir options A-C arc hydrologically large. Sediment flushing is usually only effective if die ratio is less than about 0.3 so dearly options A-C are not suitable for this form of sediment management Given the relatively low effect of reservoir sedimentation for this project, it should not be necessary to have sediment management provisions incorporated tn the design
The deposition of deltaic deposits at the head of the reservoir will cause backwater effects to increase over time and it is possible that dredging of sand and grav’d will eventually become necessary to prevent any impact on die tailrace hydraulics of the I ana-Hdes hydropower scheme (the tailrace is believed to be at approximate elevation +1,450 m). This is dearly n likely to be a problem with dam Option C than with Option A/B. The dredged material
be processed and sold for construction material.
6.2.2
1T' vdrr>
C rCServo
^ RicaDv small For thj
o
“ gross storage caI)ac„v
s r annu»l average inflow rano for Option D is 006. roiling
more detailed studies and know/^ * reservoir, sediment flushing can be considered pending
Edging of the headwater o 
Sediment flushing is achieved h
°f
°Pcra 0011
Tana-Bdcs HEP Altemamxlv.
tCr <*n be considered.
cm r
P ) the reservoir at a time o Z <>^CfUn^ *ow ^’eJ gaied outlets at the base of the dam
reservoir area, deposited d 
rcs crvoir inflow. As the incoming water enters the
sc ent particles are entrained in the water and transported ihro^1
lib F4 SrO4b Storage Dam (1)
481*
w a«.pong J«n
•(&**?*
«»• P“' *"> “d M>tbe me. eblmd . Jem U,« Me .e,e„o„ 
•< the mtlffl
‘"‘■"PUMd
„
0,
‘ "c «etf,
* ,e....n end tT.be ttfbt b.„b m„n
»-Jlb< mimmal tmp.ct on the trngatmn scheme. A, the ° be no impact on th.s canal There can be c '
M fe ™ e.mH, be mtugaree)
flurhmg is done on a routine basts. say onc<.
«4e fee *«
Peood of ft
*taie " l/**
nptCb
''«heg
md with the hydropower scheme at fulj oufp(jr .. ° yc,n d»nng the
J
Mequon to a stnular extent as the nitWil
,o the HEP opcrinon)
P'^aihng peak COf)
VOuU ** to hnut a, J*
°
(paj,
*daneR(
The chmcterisocs of the resen oir will mean th than the southern tnbuun as the HEP (low
^Ury ,
rnflow will only erode depoSlted sedrment on th 7” ' Up ra^ of
““ . . m r
„
SuB-rale dtedjmg <>pe„do„s
In the event that more detailed studies indicate that neither sediment flushing nor dredging would be feasible then a slightly Larger dam would be required to cater for the storage loss through sedimentation or some form of offline storage system utilising balancing tanks on the line of the left bank canal could be considered- If a higher dam is favoured, it is estimated that the dam would have to be at least 4m higher for the reservoir to still have 4 MCM of fave Murage after 50 years in operation.
|4
49Federal Dtmoirati. RepMe of Ufhtopta. Mt Hurry of IFafrr L'jwj) Fthiafnan Nik Irrigation and Druinagr Project
Ub F4 SrO4b Storage Dam (1)1 ;■>
<>f;ucTioN
the da^ it will be necessary to train rivet flow, Slfdy
lit or^ 10 c°tca wJth suitable provision to keep the site safe from munition dunng
e****?’" , normaUv achieved through the use of either a tunnel or box cuhen pbeed on
even” Th*S nve/ -phere » sufficient room within the valley to effect over divenion without
one 0 ‘ divcrsjon tunnel The following provisions apply to construction of the dam for
the peed for ’
diversion box culverts and the cofferdam, a flood return penod of 50 yean with (he T ° iUf ks hydropower operation ar maximum output was considered for the purpose s of this
Tina Be «■
<tudv Tn1*15
^h iverage hydropower output
68"
ms
y ^ch u 4bout the same as the 100 rear flood
T dnerr the river, no 6 m wide by 4 m high, 450 m long concrete box culverts would be
j with a nominal invert lo ci of + 1334 m on the left bank of the river m i rock COnSuUCIQU was.*
umng Diversion would be achieved by training the river into the culvert by use of i pre-
cu fferdani within the river. lTe main cofferdam would then be placed within the rock gorge. located about 200 m upstream of the proposed dam axis The crest of the cofferdam would need to be at elevation +1,349 m (approximately 22 m high).
The cofferdam will be of rockfill to the same standard as the final dam, but selected day material will be placed on the upstream face to render the cofferdam waternghL in order id complete the cofferdam works, ir wrould be advantageous if operation of the Tana Beles hydropower plant could be suspended for a short penod of time- Once the diversion works
^cre completed, the hydropower scheme could recommence operation without alfecnng the ilood safety of the site.
hollowing completion of the mam dam behind the cofferdun, the diversion conduits would be veiled by lowering a series of bulkhead gates to seal off two of the three condurts permanently
gate chambers would be located on the dam axis within a gate chamber inside the dim concrete would be placed within these conduits behind the bulkhead gates to permancir.lv
r hesc conduits off
Section °nd,,|t would be converted for permanent use as the bottom outlet conduit (see w ne of abandoned culverts would be used to route a pressure pipeline to the
lr U 1 L °
' h>’dropowcr turbine.
12
Entities [°l C°r,Strucrion
’’Suite the 171 COns,ri,cbon me shown in the bills of quantities m Section 8— Hx dam c P cement and compaction of at least 6.7 MCM (Option A) of cuth and rock till
lr > Ch,ni for
,lUl ” *ell be ■IRC danMl’ Placcmcnt ««« of up to 1 MCM per monih have been iduesed, but
* ' ttlQnth h . i
a
c ’P»bihty of most other countries In Brazil » «te nc“^
achieve For Ethrop.a, we have assumed a peak placemen- rate of250,000
'
I'.
^’^0)
’.4 Viy-11
51Ftdrrul Drmocruhc RspMc of Ethiopia. Mini) fry ofWaltr & E*rrg> Ethiopia ft Xih Irrigation and Drwnagf Prvfe.f
m’/month. Assuming a 25-day working month and 10 hour workin d
at 1,000 nP/hour. With 30-tonnc trucks, this equates to about 90 truckT PLaCeTriCn‘ u,,Xi)d b placement rate will reduce as the dam is raised due to plant space restnetio '
Upper Belcs dam is a long dam and the average rate might not be much lrs"' .H”* ***- ’he
e
An average rate of 200,000 m /month has therefore been assumed ” '™ '** Hit
1
n
’Phe likely construction durations for the dam options vary from 2 to 5
7-1.
i ”hw‘-n tnTible
7.1- Construction duration------- ------------------------
Dani option
FuU supply level
(mad)
Total dam fill i (MCM)
Month* of dam 1 fill placement £
200,000 tn5
/month
Likely onofl
conuructioe
period (ytm)
6.7
34
15
A
1.405
1.405
8.3
42
4
B
1,420
10.2
51
5
C____________ D
1V 0
1.0
5
2
»
52
VbM StO4b Stonge
Dim (1).
*'*•*" !'""s
" sresTMATEs
cO
I
0
“**'!««> «,od„j "• ”paiC7KC ftoa
0
-Pno". >..« l.„„
.-tex .PP~P“«- F™ ’>*“1«" "bong ,„ dlm
protect, has been used to estimate rates.
giBf ofQumitiea for Economic Appraisal
The bilb of quantities and preliminary costs for each of the th beJma,- m Table 8 2, Table 8-3 and Table 8-4 The cost esrrnures ,k rim[1ngcncK-s. but provide a useful comparison of thc f(lur ,
Table 8-1 •
*"
D °* °’c,u<,f f”r
" PD°W ” lu">nunsed in
Table 8-1: Comparison of Dam Option Costs
Pam Option
A
B
C
D
Est——' imat—ed construction
 co»t* (E I Bj
1."24363,000
1 .*>93,629.000
2,235,851.000
617.891.WO
storage
• cdude, hvdrop™ hnhM„ (<Tn, „ uwWw
20
60,1 Per MCM Of
’.497230
5.914,950
30,894,550
iirmi mi J ccwTMpr.dCT
^(1)
53
|4.V» I!Ftdrra! Democratic RrfMi of Ethiopia, MifUftry of Water cr Eoer# Etho/nan Nik Irrigation and Dratnage Prof rd
Tabic 8-2: Bill of Quantities for Dam Option A
Deacrtpdon
General
Surfacing
Tempoary
Coflanwn
RocMfa
Rw>?r selected malar al fnvn *om
Sorrow pits wtf! m haul dm lance 20km,
mcluOng compackon, otKK*-ng
Ciaj Wl to cofferdam
comp acton
temporury access roeds
Roc» excavation
Prepare surface for fe________
Prepare Surface for ogre
Drill curtain yout holes
Excavation n roc* uamg aipkMivaa and
disposal for haul distance ip 1000m
Drill
roul
to ma» 5m
Cement tor rock grojtrvg fl 100kg m of g'- tx>e
Darn
Cement fry grouting
Tran»itxx' ^anular material for asphalt core
As ph aS ccxa. 0.7m 1h<».
bulk rockM
Hj
RainlOi carrel
UMi.M
Far .faced kxmwork____________________ Mass concrete tor conduit p'ugx
lUgh-preMize steel gate*
2) DrrwoCT and acceit conduits
Exeavaton n rock using e»pc$rve» and
1‘a »or hjul di • in. a . to 1000m
Structural concrete C30 ______________________
Reriforcement bar including tupply
bend, fu and etc
fee jQh ‘ace term i*m. mdudog
trenaportzig, placing etc
Fatf face Inrrnwon. m lading
i-a-iscu T r,g. placing ate_________________
Provide and p»cw C-20 cone rata
Two no 2* 1m hKjf ;.r—Sure j-i’m.
Excavation In rock utirg expexrwes and
dmpo»a« for haul dstance i.; to iQOOm
structural concrete C30
Rough Uta formwert. -.cJurjng
ran^p "«bng placing etc______________________ _
‘k« formwork including
tranreorunfl. plggr-fl «<C
* t:t *.'
• iTs?
• u.*x
Roca excavabon ■ Qrawuff p^eanea
Pipeane ileal
»caw a ton n
to* except roc*
RemHycemeni (Spd»wy)
Fill___________________
Bridge Over ip^a.
Excavation n roe* uimg axptos-ves and
d«sp^x>ai for haul distance l.-. to 1000™
Provtoe and place atone np rap
Provtoe and place C 3C cctocf ala
Rough lace formwork, including transporting, placing etc__________________
Fair face formwera. Including
transporting placog etc
R»inhxcemwrit Per including supply
bene fa ana etc
Ub I'M ScO4b Storage Dam (I)
54c-ulAJFi- ar'iirWiM- AfriW/r/ flf ir'jrrr c- Ebpjf
■ ■■
Table B-3: Bill of Quantities for Dam Option B
OiHTriptiiNi
”
Unit
^ _. ~ T—"
n1
Ar-znuir
CwMFT*
• ■-* ,-wiranc* ------------------------ — ■—=
r ti|fr r«affl(tn of Ing lai tfi a iku, dipfr =11 :.m
*1?
2«4M>
1 00
JM B£5
=^T7i«~»
---------- —_-----------------
F.icawMon. lufrtM*
km
-TJ5
4 15$,®
5i iis oca
•«*« «- *“
Surladniji
him
1£5
T.’WWO
21 sue cco
HockAr
m3
MJJC
’W
9,0" 1
r j,, Mi W cafljnMm-------------------- .--------------------------------------
t .1 MtH lehbrM r-«r> -on, hwi cw prtii ntffi in Myi (MIME* m,
>'LM tn|j iGWpadtol. tPCijflrs;
QarrpKfrr
m3
I 7«
113
1W MO
I - .- i- xcml t»«"
t
r
tm
?
2 KO OM
4 on RO
rLB-jrai tScfll •■CJM'lllO’’
Ej ovate *i » Vp*o< sol aumrarb ar-1 dftpq** ‘V Muidalarca -tfih
s£Cm
mJ
«9?J»
33
22A41M’
PW« • »X*1'f4M’ri
------------------------
EjEJrafcsr e ra?i ulng nr»c*hH .are
■’r^p-3^a, tar h*r &l|irca ta lijg&n
ml
M3 M3
ns
IJO.WIfiJM
5rrt>! H ip.rface '* "ifl
rrJ
J41.DIU
241 JU
jL*TpxjMM ■ I new kx G4XW
m3
"3C1
2
T5J1
|>c curia* gn>Jl
□ril y<M M**i Id 70m r-*i •5fe? t*i
m
11,W’
1 1»
1X4JC KJ
-maMdaUon gj'Gui! h?a«
&■ yajj “i5*fl5 in mu V"
*i
S.Jid
1 CC7
»3F» 770
c<pf-*‘iMffl' rcHCfc Drouling g IGO j't rf gnxrt ho®
£>'■*■■’ br oremlififl
E
2.575
5 414 Mr
TrlMiUCfl sranula*' Tataruitr uphall caiw
1 •Mth *,MciBd rrasar* *diti i>nn Ka-cw p*te wtfi ’r haul Mure* 2CM-T
newnpacim pvi aitra-ow
ta ennuitr miwflii
--
"O
•-M-M5
1*3
11 rM,4t3
ikijshail un. d.firi F’lck
■m3
« -M
ST
J' 177,335
Ekili wefeflV
iF* F* flim wtlh roti: malar*1 rnja-j
■JuifTj wilhki 2km routing aui’pjfcn.v.
B13
/ 1/4 *M
’W
U?5 913£54
r?0-faO
i^ernflw and ipi»3! Ema rap
mJ
M
■d
17 2I3.O1O
firaw<rff and hydrtupowfir c an«s^«wnta
conau-lta
R&ci ajeurten
EitrjMBWffl ph iW« ^Pfig BK|rt3s?fflH are dltpual f£x haU wore* uf to ’OOCiP
mJ
2J5OD
73?
5j10 XK
■-■W’r-rgjtt
SlTJClunl DUfKJW CJO
10
• IOC.
1 £J*
14 TO<-je
W»Hnre*mam B*r. flfl M»*r.
■tord. rt> arc nr
1
Hfl
24 MX
14 MC VC
Risiflpt Fa tag Ponmxrcr*
Hfiuflh **€■ ruiHMU mcLrftPf frunmrknfl. att
mJ
11 MO
Mi
•TT.5CC
“■ ar-4ic#.-t F&nriTOrti
fair lac* '•qr-Mjrt. npixiffl traroparing pKrgaic
ITJ
H S«
134
J.M3 fiCC
M«s coptr** for tmdui pi a
y3
PvcMida and zusra &2Ci emewa®
rn.I
ne
1 5M
'i.ijB.nfei:
Tarn m? Jatffl ru^ri p|«MUMjam
E
t
TMWG
1,157 JH
•’ ragwort im acc*>B EsindLiiai
&*i*««Sdd jw nock miftfl UVEKMM drd dts^oui tar Mui dawns* -c i» IfflJ&r
>1CG
Uinpm —
312
-------------
1,1fl 3J JQ
54rjduial □onn'ra C30
-J
2.8W
1,124
4.754 M4
l-r-1WOT
f
Rqajyf -''K* =7r-r-«a!« .rdudipfl
•■ wtWrtrhj. ^arnn «r
w2
4 .’OC
U
MHi.WCi
Lltf J-C«d tD^^rt
FM l*C®
taros-::nr-; jsadnfl at
*■2
t.2?0
IM
7Fi jan
^3ch nuiito
C-icanw^i r. rail wUHfl v^>Ml<dH
asp«sai tar haul EMiUfnca l« |n !I®C>h
mJ
„ F«!Th» llfMM
■--------------
3JW
2W .
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55
14-Msw- K IFederal Democratic Republic of Ef hoped. Mimrtry of W afer & E*ffp Ethiopia* N/Zf Im&tMn and Dramas Project
Table 8-4: Bill of Quantities for Dam Option C
Ub 1*4 SrCMb - Storage Dam (1)
56D*S£FtpI5ds“,
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P
5?
14-May 11&M*”'
conclusions
* This report considers the technical feasibility and likelv cost of dun development in the Upper
Deles catchment The rationale for providing reservoir storage to service the command areas is covered in report SR01A and dearly the need for reservoir storage is dowdy linked to questions surrounding the future operation of the ] ana-Bcles hydropower scheme and the value of providing an alternative reliable supply of regulated water release to the command arras
’Phe following general conclusions can be made regarding dam construction for the Upper
Bdes-
• Desk and site studies have identified that the most favourable site location for a dam to serve both the left and tight bank canals would be 'Site 2’ which is located ar gnd reference 02611 E 12938 N, approximately 60 km to the west of Bihir Dar.
• Based on the findings of preliminary ground investigations, the foundation conditions
are almost ideal for any typr of dam construction featuring mostly moderately strong tuff which features excellent bearing capacity and is poorly jointed and therefore of moderilc intrinsic permeability.
• fhc most economic form of dam construction ai the preferred sire is a rock fill dam, utilising the sources of basalt which arc available within short haul distances.
• Reserv oir sedimentation is not expected to be a maror concern for the operation of the reservoir
• There are no known borrow areas for clay fill wilhm a reasonable haulage distance. Furthermore, there are no cement factories (and no prospect of a cement factory) within 300 km of the site. An asphaluc core has therefore been selected as the preferred means of scaling the dam. This form of construction has bern used tn Ethiopia (and internationally) before and for dams much higher than the subject dam. Technically and economically, an asphaltic core appears to be a good opnun for this she.
• l^am construction would take up to about 5 years (Option Q to complete. The tune to
fill the reservoir is likely to be less than one year
In consideration of the four options considered for dam construction, the following
conclusions are made:
• Three dam options provide seasonal storage (Options A, B and Q. However, seasonal sloiage is only attractive if the irrigation development exceeds 50,000 - 75,000 ha (depending on the operation of the Tani-Belrt HEP).
• fhc largest prarrirally feasible reservoir storage for the preferred site is about 378 MOM (Option C) and this would be formed by a 107 m high dam with the full supply level at "*“1,420 in. The storage dam options provide 1—2 months of seasonal storage. Of (he three options for seasonal storage, this dim provides the least cost per MOM of reservoir
storage
• Option B allows for a staged approach to reservoir development with provision for raising the full supply level from +1.405 In 1,420 m at a future date. However, their would be lit lie advantage in this approach Unless such a Mtategy well with staged ttngalion development downstream
Ufcp4^b
Storage I3m (1)
59
t+Mnv-11• Devclopmeni of the nght bank command area (31,509 ha) and jj
it proves feasible should be carried out before making any deciiioQ ‘<10 ~ 20.000 storage dam and only then proceeding with the left bank irrigation d”" hC ° '**
..
f
• For the left bank development (32,362 ha) a dam is required Th^^^'
size will depend on the amount of viable irrigation development and
the Tana-Bcles HEP Option D would provide for diversion of water "
canal as well as providing useful diurnal storage to offset the daily
i«e Dam Option D is recommended. The adoption of one of the larger
*** **•"
° PO’an'' of
At this stag 
though the .
for option D) gt
and the operating 
Construction o P
/notions A-C) cannot be recommended at the present time ( -
^^amucs regarding the total area for imganon development
Tana-Bdes IIEP.
n ra
m Upper
VJky fof
lower beles dam site has much better nap-
provide storage
at a much lower unit cosl
UbF4SrO4b Storage EHm (1)
60k -^» JJTrf Pn"«'
ggFERENCES
t FJ -nd Momsmith CL, "Asphdoc concrete blrn_ , k
[W#
“ nfe"mk«*"»ra« ".ASCKp
m ra,.
1
Fell R. MacGregor P. Stspledon D snd Bell G ''GeoTeehn^l ft k^ringofEhm,"^
Gin MA. ‘Planning die useful Lfc of i reservoir” w p Power and I)ln- Commicoon, 1-)««
[COLD. Bituminous core, for til] dams, BuMenn FM, 1992
[COLD Bulletin 92. Rock maremh for rockfiU dams",
Kutaner C “Earth and Rockfill Dams - Principle* of design and conicrucwn”, Balk cm a. 1997
SNlEC Iaicrnitiona] 2008. Hydrological Study of the Tana Bries Sub-Basin*.
I'SBR, Design of Small Dams, 3" edition, 1987
L'SBR, Report ACER-TM X ‘Criteria and guidelines for evacuating storage reservoin and sizing low level outlei works', 1990
4 St04h - Sln^ge Dam (1j
61
14-May. nFtdrral DnoofruTtr RfpttHii of Ethiopia. Mmhtry of W altr and Etttig, Ethiopian Niir Imgathn and Drainagt PryttfANNEXES
ANNEX A: PHOTOGRAPHS OF DAM AND RESERVOIR SITE ANNEX B: TECHNICAL NOTE ON DAM SITE OPTIONS ANNEX C: SLOPE STABILITY CALCULATIONSFedina' Dtatocrafn R/pubbe of Ethiopia. Mieurfr) offFdfer and Ert/rgf F.fheopian Nik Imfifftofi and Dnunaft ProfitT&-*&*<***' Mrmrtri H W’jttr
M<iDr»<ugiP^
ANNEX A
PHOTOGRAPHS OF DAM AND RESERVOIR SITEFederal Dem*rvfic RspM> of Ethiopia. Mudifty of Water and Energv Ethiopian Fiiit Impation and Drainage Pnyerte/’ll W»r C" ?:rr^;
,/PrwtJ
pB
■ ***** O • ft
lit
ftitt*
1 fcaK lk
1
s'
>■
H
1
L Lowut-mn^i Vrtir downstream of dir Tan a-Be It hydropower tailrace.
utciop of luff close io re sc n oir area/vdWDrwMWfti R<**^
Mimstrr of [Vater r> E««j;
Ethiopian Site I motion anti Draioj^ Pnydf
3. Outcrop of basalt on a tributary to the south-east of rhe reservoir area
Ub ! 4 Sr<Mb Storage Dam (1)
;.>
$.•
n.' H yffr
i^**'
r
■
5. View locking cast acfuMM the valley appioximately 1.5km upsirram of dam
14-Miy EFtdtnlDtn-r** 
Ef/nof^art N/> Im&ti" Dfuttafe I'ryecf
Mithty of W afer c‘" L^r.
7. Saddle area on the left abutment looking north
8. View looking south from the saddle area L'b 1*4 SfO4b Storage Dam (1)
I*-#’*"
4«/ U u.Tr
,->
Pn^aff /W*/
IS”;""*" ■*
9. Outcrop of tuff on (he right (north) Bide of the saddle area
s r04b
- SffemigE L>nm (1)
5
14-M»w iiFfdtrvlDvwtftcPjpiiWi o f Ethiopia, Mt nutty of\V aftr O’ Untidy Eihtoptan Kiir Irrigation and Druinatf Prof ret
alignment uhown)
I
Ub F*4 SflMb Storage Dam (I)
6i1
f'^
.
1
AWrfn
II. Drilling nt borehole UBDl
I
IU ■■ i
“ ' *9
* >^r * ♦? *
t
<->’
rt
r~jyvJ
llh * StWib -
S[1I iru^je Uarn (])Ftdtnti Df^rufti KtpMi rfEffaopfJ. Mtfttffr, of II Jttr C* L';rr^
Fffa/MH Ntk lrrtfjnon
Ptyf*
H M*F 11
L'b M SrO4b - Storage Dam (1)
R^Dtwjt^ Pr^fa
ANNEX B
TECHNICAL NOTE ON DAM SITE OPTIONS
- Storage Dita (J
]
H-Mw-IlFrdrrw Prm*yu/». Rfpabbc •/Eftirpta, Mitaffn Wafer and Entrgi EthiafnM A72r lm$afH>n and Detonate PreyetfKrt-irW.' Mmitrj «/ Tit,r & Evrg
5
ANNEX B: technical note on dam site options
Introduction
technicAl note describes a study earned out which reviewed possible dam options for Upper Bdes study included looking at topographic maps to determine four possible dim locations and field visits
j; f each dam option a stage storage curve was calculated. From these cures dam height and length calculated for two storage volumes options: (i) 70 MCM and 175 MCM .
fvo dam sites were chosen upstream of the proposed off-taking location for the Left Bank Main canal, jfld two were chosen downstream of this site but upstream of the Right Bank diversion weir located lijoUt H km downstream. The location of (he possible dam site is shown on the figure below.
I Downstream Water Requirements
for development of the right bank command including Hyma (ie Upper Dindir) no storage is required. However for development of the left bank, and also with irrigation development of rhe Lower Belcs scheme, as well as security of supply if the power stition is nor open ted as expected, storage may be id visible
3. Dam Locations
Possible dam locations were identified by looking at the topography of the land to determine possible Mlw. ideally a narrow valley with an open flat area upstream for the reservoir. There were a few restrictions on choice of dam site. Dam sites upstream of the offtake for the Left Main canal should not inundate the outfall of the hydropower tunnel, and dam sites downstream should not inundate the Main Canal.
Four possible sites for dams were located, two between the Right Main Canal Diversion war and the offakc for the I-eft Bank Main canal, and two upstream of the Left Bank Main Canal offtake.
Tfole 2: Possible Dim Locations
Dam Site
Approximate
Elevation at bed
Level (mail)
Left Abutment
Right Abutment
River Bed
+ 1353
26265OE, 12953OON
___________________ 26165OE. I29585ON
261950!-; 129575ON ,
LZ 2
+ 1338
26175OE, 1293550N
26O25OE, 1294200N*
I26I200E, 129J750E
___
+ 1292
25570OE. 129 MOON
255600E, 1292300N
255650F-. 1292000E I
+ 1257
25I200E. I292700N
2510501; 12944 SON
25115OE, 1293250N >
Cnd
UTM Zone 57
Datum
Adindan 30* arc
Held Development Intent. Ahn clufc: 2'Jmx 2009 - RcfWH/FIND/UB 4
11 1
Dam J)
1
14 May uFederal Demteratic if Etixopea. Minute if Water & Enerp Ethiopia* Nile Irrigation and Dranage Prjed
- ' 
0
-iI•
Dam Site 1 >1353
i<
Dam Sites
p- 'I I . .U'|.
+1257
/
Dam Site 2 +1338 .
/ Z^\ '
\
Dam Site 3 +1292
'
I*X
— /
X
Upper Beles River (line is indicative)
’
✓y
1 i _,
M Map- I IP
4
•/7’Mrar** A timrlrr af ITJfrr <7 Errqy D™"* PT*-'
Sw ge Storage Curves
djm «« +l ’nt* + 1b^8 srage 4XOfa* <=“**« wrc calcuhlcd using ASTER (30m grid. lrJ SRTM
e
f °f 1 id) £>iptaJ tc‘rfl|rt «no*lels (DTM). Ihc results of these were compared The ASTER results gave
^ OfTI rnore storage than the SRTM This is because the SRTM uses a bigger grid and ft does not pick up
.^evLfcytl<d aS wel145 the ASTER-
remaining darn sites only ASTAR was used and it was decided to use the stage storage curves J' f ^<rFR It should be noted that ihe contours of the Ahl ER and the SRTM correlated well with
^’h other and also with the 1:50.000 map<
from the stage storage curves the dam height and lengths were calculated for stooge cf70 MCM ind ’"5 MCM scc Table 3 below. It should be noted that dam heights were worked our for these volumes « gross storage
JI JU IL
Dam
sire
Gtqh^
Stofagr Area
(MCM)
TWL
(m)
Great Level *
(=>)
Darn
Height
Cresl
Length
(m)
Reservoir
Area
(km-7
Dam
V ohmic
(MCM)**
up
Stnrage /
nP Dam
•
_ 1.351
70
1388
1.393
-HJ
1015
4 51
26
269
1,338
70
1374
1379
41
910
474
302
232
1,292
55
1329
1334
42
050-
298
2.6
212
1,257
---------- 70-----------
1294
1,299
42
1770
4.6
3 14
>i ji,
USJ
175
1410
1.415
62
11B0
7.96
8.1
21 6
tJ3«
175
1194
1.399
61
low
8.09
759
225
1292
175
N/A
N/A
N/A
N/A
N/A
N/A
N/A
1257
175
1308
1.313
56
3430
9%
735
238
jSm freeboard assumed
** possible saddle dam required
Rough estimate based on
L^gcsu Prefcnnbilirv cross sectron
5 - Dam Site Options
Dam site 4-1,353 (Option 1)
Thr Dam site is in a narrow section of the valley just downstream of wo rivers jotning. The valley has
ter p sides and a change tn the dam height due to new water requirements, would not cause a Urge
^crease in crest length, lhe reservoir will inundate both valleys of the nvers upstream. The top end of
C resen on lor a reservoir volume of 175 MCM would impact on the weirs downstream of the
dj<ipou,cr outlet but would however not inundate the outlet itself. There is the possibility of basing a
err Horn the dam to she oit take for the left bank main canal and not have a dryers ton weir,, l he tunnel >uld have to he approximately 2.4 km Jong.
5 2
Dam site +1 J38 (Option 2)
Sne IS upstream of die proposed left bank main canal offtake and would inundate i very div arGl Dam Sllr +1 '353‘ Jf thc sitC Ua5 cho5cn i( ^uld very* likely negate the need for a separate
HuZ * ° F°r bOtl1 rCSCn oir voJuracs
darn thc shortest crest lengdi of all the options
tncZ^ ^ f< C lhC
sceudo (
175 MCM 111 mcr€asc m dan
)
‘ hcighr of about 10 m would result in an
ln crcat lcn^h of 250 m on the left abutment ibis is due to a flattening out of the slope in thisEfdtruJ Dimocrufic fyprfcfrr of Erhtpt* MinJff) cfWa/rr C+ Entr#
Ethttpun Xi It Irrtga/ran and Dnan^r Pnym
location. For a high dam a side col (saddle) on the left bank could be used for minimal excavation.
53 Dam site >1.292 (Option 3)
" ‘P^y rcqwnng
Due to the 1-eft Bank Main canal off-taking upstream this dam site has a restriction on h k
reservoir full supply level. Therefore the volume of the reservoir will not be enough to 1
scenario, with a maximum volume of 55 MCM. Further there is a low spot next to the winch may require an additional saddle dam.
5.4 Dam site +1,257 (Option 4)
This site meets both volume requirements, however the right abutment has a ver)’ shallow slope <J therefore its crest lengths are much greater than either dam site 4-1.353 or +1338 For a volume of r; MCM it has a lower dam height by approximately 5 m but the greater crest lengths would likely result much greater fill requirements.
* atlsfy either
“ght abutment
If this dam site was selected, the left bank main canal supply would be
releases.
6. Recommendations/Conclusions
totally dependent on hydrop. , „
u
Dam sites +1,292 and +1,257 (ie Options 3 & 4) can be discounted at this stage due to inadequate capacity (Option 3) and high cost (Option 4) as well as not being able to directly supply the Left Main
Canal.
The upper two dam sites + 1.353 and + 1,338 arc very* similar in terms of dam height and length. From the topography, dam site +1,353 appears the most natural site as for both abutments the contours arc reasonably perpendicular to the dam axis and the valley continues at a relatively constant slope For the
+ 1338 site there is also a side saddle for a spillway as well as the site negating the need for a separate diversion weir structure for the left main canal.
Dam sire options 1 or 2 warrant further consideration Options 3
and 4 should not be considered furthei
Ub F4 Sr04b Storage Dam (I)
4lbp4-<tob-Ston cDam fl)
5
14Miy H
RFcdnul
Rfpublu of Ethiopia, Miniftn of U attr c> Hirnj)
Ethiopian Nftfr Irrigation and Drainage Pnyr.t
Ub 1*4 SrO4b Storage Dam (1)
6_.. ■ N/>
Dnt/n^gr Pr^ir
ndix B^Sugc- AreaoirvcB.
Dm WM -mJ
Jimi (Ml
Chitin «g« +11M
T
* - Srrfap.- L>ajti fl)
7
LFederal Demoauth tyMt of FMapta, Mt mt tty of W aler & Etter# Ethiopian Nik Irrigation and Drainage PrvfeJ
Dam »*• *1353
Ub b’4 SrO4b - Storage Pam (1)
8RjjfwWr
3f/fltrfn tf ITrf/r e- Emjf
P'qwrf
ANNEX C
SLOPE STABILITY CALCULATIONS
-St
nraRC Dam (I)
1
14 May-Federal Dtaeoerufic RepnMe of Ethiopia. Mintitry of ITotrr and Energy Ethiopian Nile Irrigation and Drainage Pruett’ ' ■ . 
W 'W"T’ <W ST atf rr gif,ffgy
jn 'i Drtnnap PnfM
Introduction
q^icse cJeuktiorn summarise rhe embankment dam stability analysis which form part of the Feasibility
l
Study fc* ^c Beks Dam (Option D;. Slope stability calculations are undertaken using so fra ire sloppy
Giound profiles and soil, rock and till parameters are derived from the results of i preliminary ground ^.^figauofl combined with knowledge and experience of typical parameters from previous work and published data.
preliminary assessment of typical rucktill embankment dams combined with stability charts indicated that slopes of about 1 V:1,8H for slopes comprising granular basalt rockfill material would be stable* assuming that soils are removed from beneath the dam footpnm $o that the dam is founded on sound rock (basalt or mft)
Outline designs using this slope gradient have been proposed and arc checked below for a variety of reservoir operating conditions:
» Normal operating condition (reservoir full)
• 
Rapid draw-down condition (upstream side only)
• 
Reservoir empty
• 
Seismic (with reservoir full) using a pscudostabc analysis
The analysis and design are for feasibility stage only. Further ground investigation work is requited for detailed design which will better de One the geotechnical parameters The slope stability and material suitability should be checked further at detailed design stage on the baits of ihe additional ground investigation results, which wall also allow the dam design to be refined.
2. Dam Geometry and Slope Stability Analyses
^■1 Proposed Slope Section.
The highest section of lhe rockfill dam has been analysed, approximately where the dam axis crosses the Beks River It is assumed that all superficial deposits will be removed from beneath the dam footprint ifJ that the dam is founded on competent bedrock.
^he geometry* of the slope section analysed w:
• llir dam crest is 10m wide at an elevation of -*-l,364 mas I;
Side dopes have a gradient of IV: 1.811;
Hie original ground surface has an elevation of about +1.330 ntasl (river bed about + 1328 masl)
A moderately conservative assumption has been made that superficial excavation will be required to + 1.320 masl This is currently unclear from the ground investigauon results
* 10m wide betms are included it elevation + 1,350 mail on both the upstream and dow nstream slopes.
A 1.5m thickness of np-rap wave protection is proposed to face ihe upper half of the upstream slope above the berm (+1,350 to +1.364 masl)
I ^permeable barrier witiiin the dun is provided by a vertical 0.7 m wide asphaltic concrete c ore. Tbii is founded on a concrete plinth and gallery at the base of the dam that is notledend 
Rjpnbhc of Ethiopia, Mueutr) of Wafer & Entrp
F.fhroptan Nib lmj&fjon and Dru/nape Pervert
modelled in this analysis;
• The daw shoulders comprise an inner shell of basalt rockfill quarry run and coarser basalt rockfill, 'rhe boundary between the two has a gradient of IV l J |°
l U,cr
of
• Between die asphalt concrete core and basalt rockfill is a 1.5m thick vertical gravel) transition material. 
• A 1.5m thick granular pavement is assumed to form the crest of the dam 2.2 Reservoir Operating Conditions
8*>nular
The norma] operating reservoir level (full supply level) is +1,360 masl l*h15 provides 4m fr
flood levels, wave loading and an allowance for long term post-con st ruction settlement °
The minimum operational water level under drawdown is assumed to be +1356 masl, a r
maintain cnnronmcntal conditions. An emergency drawdown is assumed to be +1330 masl
(approximately original ground level).
The rockfill is considered to have high permeability, sufficient to prevent excess pore water pressures developing under conditions of rainfall events or rapid (emergenq drawdown). However, a conservative
approach has been adopted to check for elevated pore pressures in the embankment in the event of
poor rock fill placement and material control.
2.3 Ground Conditions
Ground investigation has identified medium strong or strong tuff or basalt underlying the dam axis, with a very variable thickness of superficial deposits (alluvium or over terrace deposits).
Il is assumed that under the main section of the dam the superficial deposits will be excavated and
removed, along until weathered bedrock so that the dam is founded on competent bedrock of cither tuff or basalt. On the right abutment there appears to be a significant thickness of soils (sands, gravels and
clays over 30m deep at BH4). These soils will be sealed using a diaphragm wall of plastic concrete.
Therefore, for the purposes of the stability analysis, the rockfill section of the Option D dam only is assessed and is considered to be founded on competent bedrock.
Figure 1 summanses the section adopted for slope stability analysis
.11
Ub F4 SrO4b Storage Dam (1)
2AfMM.n a/ IF Wr- Lflffjp
s i.> W PwMiy / psr#*JJ,i
Figure 1 Section showing nonnJ operating re&ervoir level and shear wtrength par Am ft era
- STimgt Qanj [p
3
14- Mav-11I'tdrvul Dcffwvth- K/puHii qJ Hfhiefda, Mixiltiy of\Tat?r & Eftrr#
Ethiopian Nik Imfiuliofi and On* nag Prottst
3. Geotechnical Parameters
3.1 Summary
limited information is available for geotechnical parameters as the ground investigation labor testing was mainly restricted to classification tests and no rockfill compaction trials have been completed. At detailed design stage additional investigation and more comprehensive lab testi required, including tests for the effective shear strength of the materials
For the purpose of this slope stability analysis the following parameters arc assumed
nc
Soil type
Bulk unit weight
Tb (kN/m»)
Peak shear strength
cohesion
(c* kN/m*)
Peak effective angle of shearing resistance (|' )
F
Rock armour
22
0
42
Coarse basalt rockfill (outer shell)
21
0
41
Quarry run basalt rockfill (inner shell)
21
0
39
Granular transition material (sand ad gravel)
20
0
30
Asphaltic concrete core
22
10O (undrained)
0
Crest pavement
22
0
35
Medium strong tuff
bedrock
25
300
0
Strong tuff or basalt
bedrock
Impenetrable
3.2 Embankment Fill Parameters
llie selection of basalt rockfill parameters arc discussed in the mam report.
17ie source of the rock armour is likely to compose cither basalt or tuff boulders and a phi’ of 42
dcgiees is considered appropriate
The bedrock comprises strong slight to moderately weathered basalt or tuff with moderate to wkWv
spaced discontinuities. It is therefore unlikely that a critical slip surface would pass through the bedrock
in preference to the rockfill. 1 lowcver. for the purpose of this analyst-5 2 10m thickness of moderate^
weathered bedrock with a shear strength ofc’ = 300kN/m- is assumed.
3.3 Seismic Acceleration
ICOLD Bulletin 72 states that: i/fr
Tht Safety Evaluation Earthquake (SEE) will produce the maximum level of ground motion for which the designed or analysed. For dams whose failure would present a great social hazard (it. Extreme and High & tn Section 5.3 ) the SEE will normally be characterized by a level of motion equal to that expected al the ***"' the occurrence of determmisticalh evaluated Maximum Credible Earthquake (MCl'.J (or of the earthquake *r/
period of about I0,000 years. It will be required at least that the impounding capacity oj the dam be mami-1 subjected to that seismic load.
I lb F4 SrCHb - Storage Dam (1)
4ifEfbiflw jUfwxfry < ITW r** Ewq?
.. ■., tf/Jp I"Tfrtfw* Drmgr Pmxa
y /tfjT M*** ff nt?^ a^nraf n^ to ^ ™ life fbt JHE may hr fbaSfK /ff Zhjjt j jt/mfw forriod of 7CXW Jfttrr or iwrr
w
■ Jim on whaf /> a/ wA dtJivrrjirtam. In genrnd it is sq^H/td that n>hrrr thr Rtri CZtrr is Modrrufr fhr mfarn JEE 5000 ytars and when th? Risk CiaJJ is I jw fix rr/wn? pmd of fix 5 EE awW hr 1,000
And ±at;
7>jf O/wntfri?/ Earthjftakr (OBH) trprrjerifr the Zmr/ s/.^7HJrt^ motion at thr dam site at ndurh only minor
dtimag ir aarpfabb Iff theory the OBE cun ix deftrmwdfrom an nonO/nic- analysts but fins u not always firMibk and ,* mam Jt xni/be ap/xofirhifr fa rhoost a rrfnm prrwd of about 145 years (i.r. a 50 % ^nj/ww/rpr of nor bring
ftc rtdrd i* IUarsJ dart, ,jf.r-arte nanf rtnuTj/rrs and raxrpmfnt fhould rt main firmftonal and damage tanhf
f^dntbk, from the osvwma^ of torfixfuake shahrng not erttfding fix OBE.
Situv the ionjrtfuenirJ of exceeding the OBE jrr noma/p tttH6mit\ fix amrmstands tn a partintiar rose mayjustify wre f J mom setrrr *r krf ffrrrr Wtifor OBE, T&r resulting refer* period depends on pennnbng arnditions.
ff
A preliminary seismic hazard assessment has been completed which indicates the dim is located in an
area of low seismic activity.
Based on publicly available seismic hazard assessments fi e. Midzi et al 1999: md Bind ctal 2007), the Peak Ground Acceleration (PGA) Values are considered to be below 0.04g for the 475-yeais return
penod, and about 0 05g for the 1 JlOO-year return period. If the PGA values are extrapolated to the
3,000-ycuii and 10,000-ycar return periods, approximate values are O.Uflg and 0.1 tg respectively. It should be noted that this is a poor Extrapolation only, and a full seismic hazard assessment is required at
detailed design stage.
A separate approach has been made, based on a preliminary deterministic analysts using historical records of earthquakes in rhe region. This provides a ver)' approximate PGA value of about 0-1 Og.
Based on the above preliminary assessment and I COLD bulletin 72 guidelines, a conservative Safety Evaluation Earthquake (SEE) of 0.1 Sg is assumrd for slope siahditv analysis.
T he horizontal peak ground acceleration is assumed to be 2/Srds of the total peak ground acceleration lTie PGA for the Safety Evaluation Earthquake is considered for the purposes of this stability
analysis to be O.lSg. Therefore the horizontal ground acceleration applied to rhe dam (in both upstream * ,ld downstream directions) is 0.1 Og.
■^-■4 Requited Factor? of Safety
^he following are (he target factors of safety' (FoS):
^^rmal operating condition = 1.5 Reservoir empty = I 5
^ pid drawdown condition = 1.2
a
S’ *■
KfIllc condition - if FoS is less thin 1.U then assess settlement
|,b 'M SrD4b- Sturagc Dam (1)
5
14-Nfiy-I]Ffdrra/ Drinocrofii Rtpubhc of IzfbtafNa, Mau/fry of Waler F.netj^
Ethiopian Nflfr Irrigation and Drainage Project
4. Results of downstream slope stability analysis
4.1 Summary — downstream slope
Slope
Operating Condition
Factor of
Safety
Comments
-
1.46 (Figure
Normal full supply
Critic^ slip through rockfill at ’«=.
rfe^.p ~
D/S
level (lJGUm), lUm depth of water ponded downstream
—1.51
Deeper (6m) slip from toe to berm "
-1.90
Deep slips through whole embankment
1.57
■_____________ _________ _ Critical slip very shallow (not relevant;
Normal full supply level (1360m), dry
downstream
-1.63
(Figure 4)
Deeper (6m) slip from toe to berm
D/S
-1.90
figure 5)
Deep slips through whole embankment
1.04
Critical slip very shallow (not relevant)
D/S
Normal full supply level (136Om),
honzontal seismic
load 0.10g
-1.17
(Figure 6)
Deeper (6m) slip from toe to berm
-1.41
Deep slips through whole embankment
D/S
Reservoir empty
1.57
Similar slip surfaces as norma! operating condibnn drr
downstream.
4.2 Downstream Slope — normal operating condition
l*hc minimum FoS is 1.46 for a slip through outer shell rockfill at the toe (Figure 2). This FoS is *ust
slightly less rhan the target FoS of 1.5, but for the purposes of feasibility’ stage design it is considered to
be sufficient. It should be noted that this is an optimised (non circular) slip surface and that all other
(circular) slip surfaces have a FoS of greater than 1.49
'rhe FoS for deeper more significant slips (6m, extending from toe to berm) is found to be about 1.5. (Figure 3)
Failures through the whole embankment, including the upstream side of the crest, have a FoS of about 1.9.
Uh F4 SrO4b Storage Dam (1)
6ofOArEpA Atnwj/p of fT j^f & F.ne^
jrr^jA* N‘«* J^tt**®* Jtt* I>ra" 'W &
r Pr
d
Figure 2, Downstream slope under norm a) operating condition* critical slip surface (FoS 1.46).
Tao. Jppw Qalat Dam Offline
Nvn« Mem a "ipt nt-an
L ’1’ N SrfHb
Storage I Jam fl)
7
1 4*M®y 11Federal Drmaufi.
of E/heofna. Mini J fey of H afer <*-
Efhiopun Nik Im^afton and Drainage Prv/t.f
4.3 Downstream Slope — normal operating condition, dry downstream
The same analysis has been repeated but without the assumed 10 m ponding of water dow the dam. Instead, water level is assumed to be at the excavated ground level. This increase about 1.57 for ven- shallow slips and about 1 63 for deeper slips (Figure 4). The I-oS for d ° through the whole embankment remains at about 1.9 (Figure 5). 
r dccP slips
Name Sw|l4M*r»a
Title Upper Be^es Dam Opboc D
Name Normal Op dry dcwmiream
Figure 4. Downstream slope normal operating conditions dry downstream, typical deeper slip surface (FoS 1.63)
l.*b F4 Sr04b Storage Ihm (1)
8,
' ■ Mj> Jrrw^fl tfJ!^ Pn/rr^r Pftytrt
&W*
AfrffiJ/n tf IT jftr £*- Ewry
1
<4 Dowfi6iream Slope -reservoir empty
^ Jv§es shows th® ^or r^c downstream slope this results in very similar slip circles to the condition
n
l^vc of assuming that the downstream water level is at ground loci.
Figure 5. Dounstrcam slope normal operating conditions dry* downstream, t deep slip ikirface through whole embankment (FoS = 1.88)Fcdtrut Demotrufir RspuMi ofFfhitpta, Minif try nf Wafer dr Fnrr^
El/nofUiin .\'r/f Im^tthon anti Dnnnaff Pro^ea
4.5 Downstream Slope — normal operating condition, seismic load
The horizontal peak ground acceleration is assumed to be two-thirds of the total peak acceleration (PGA). The PGA for the Safety 1 Evaluation Earthquake is considered for H
this stability analysis to be 0.15g. Therefore the horizontal ground acceleration anrJ PUrP°ses
* 
“Ppncd tn the d >•
o
f
both upstream and downstream directions) is 0.1 Og. 
The critical FoS is about 1.05 but this is for very shallow slips and is not relevant »k 1 me overall safety. The FoS for deeper slips on the downstream face is about 1.17 (Figure 6). This is
and no further assessment is required for feasibility stage design
Qarn (in
* tCr t^n 1 0
Tito LtJpe- Beto* Own Oplion D
Sterne. Downrtreem etesme O IOq
Figure 6. Downstream slope normal operating conditions, horizontal seismic acceleration of 0.10g (FoS = 1.17)
Ub |«4 Sr04h Storage* Dam (1)
10f im!
r
£fhtifiUPf
Afi„,lrr
Pnytrf
5 . Results of upstream slope stability analysis
54 Summary - upstream slope
7
Slope
Operating ConditioD
Factor of
Safety
Comm ruta
1.50 (Figure
T)
Critical slip shallow at top uf dope beneath up rap
-1-61
(Figure 8)
Deeper (4m) sUp from roe to berm or at rop of slope
u/s
Normal fall supply level (1360m)
-1.92 
(Figure 9)
Deep slips through whole upsircam slope
1.36 (Figure
IQ)
Critical slip shallow at foe
u/s
Rapid Emergency Drawdown (conservative, assumes rock fill i» not Gee
draining)
-L4
Deeper slip at ice
-1.61
(Figure H)
Deep slips through whole upsirnm dope
137
Critical slip very shallow on face, not relevant
u/s
Reservoir empty (groundwater ar
1320masI)
-1.61
figure 12)
Deeper slip (4m)
-1.93
Deep tbps ihrough whole upstream dope
1.05
Cndcal dip very shallow (not relevant)
-1.09
figure 131
Deeper (4m) slip from toe to berm
L7S
Norma! full supply level (1360m). homcnia.1 seismic load U.IOg
-129
figure 14
Deep slips through whole upstream dope to crest
■^J’4StU4b Sinner D:im (V
11
U May-11Ffdrrv/ DffHOtTufi. RfpM; of Erbtcpd. MtfUJtry of'U afrr & HitfrQ
Ftbiofnan j\7Xr Imgafron and Drmnaft Pro/ref
5.2 Upstream Slope — normal operating condition
This analysis checks the FoS for the upstream slope under normal operating conditions (
full). Ihc FoS is 1.5 (Figure 7) with a shallow critical slip surface in the upper section of tlT rcscrv°ix embankment beneath the np rap
Figure 7. Upstream slope normal operating conditions, shallow critical slip al upper section of slope (FoS = 1.50)
Ub 1*4 SrO4b Storage Dam (I)
12Ftdttui DumM topttbHc of Ethiopia, Minify of IF*" c> Entrp
Efhtcptan Xi It Irrigation and Drum age Prurttf
5.3 Upstream Slope - rapid emergency drawdown to 1930masl.
Emergency rapid drawdown is assumed to be limited to 1930 mask Because the rockfiH has high permeability, no excess porewater pressure should develop However, a conservative assumption . been made whereby some excess porewater pressure is assumed to remain within the embankinc *’
The FoS is about 1.36 for shallow failure under the lower half of the embankment slope (Fimj about 1 4 for deeper slips. This is sufficiently high, above the criteria of FoS>1.2 and the een
excess pore pressure is a ven’ conservative assumption in any case. Deep *lip circles through the uh 1 upstream slope have a FoS of about 1.61 (Figure 1 1)
'^ration of
T«e Upper Dani Opdoc D
Name Up%traa<n rnod drwwOown
Figure 10. Upstream slope rapid drawdown conditions (conservative assumption), shallow slip critical FoS — 1.36.
5.4 Upstream Slope — reservoir empty
This analysis considers the case during construction, when there is no water impoundment assumed an the water level is at excavation ground level The resultant FoS is about 1.57 for very shallow slips and about 161 for deeper slips (Figure 12)
Jctcd
A short term undrained analysis for the stability of the dam dunng construction has not been comp
as this is dependant on the construction program and pore water pressure control on site- There be no pore water pressure build up dunng construction if the rockfill is maintained as fee drainmg
l‘b b*4 Sr04b Storage Dam (I)
14I
tyWitffr & iiatrg,
w J"’*"'1’" D™^
Tills Uppw IMw Up&crD
hlnrn* Upwtnwn rnpid ebawecwn
Figure IL I fpmiTfam slope rapid drawdown conditions (conservative assumption), deep slip beneath whole slope (FoS - 1-61).
IMm ■**< ■< WM>
Ta>
W* UM^^HfwrEn^
Figure 12. Upstream slope reservoir empty, moderately deep slip (FoS — 1.61). 5.5 L’psiicaju Slope — normal operating condition,, seismic load
Ub ] -4 SrtHb - S^ora^e Dan |'lj
15
1 4 May -111-tJtral D^run.
»J Ethiopia. Minin' of •'
Eoerg
nthtatMffn Ni^r Impair on and Drtnmn* Pnyfrf
The horizontal peak ground acceleration is assumed to be two-thuds of die total peak pound acceleration (PGA). The PGA for the Safety Evaluation Earthquake is considered for the purpo$< 5
,
 .
this stability analysis to be 0.1 Ig. Therefore the horizontal pound acceleration apphed to the dam fa both upstream and downstream directions) is 0.1 Og.
The critical FoS is about 1.05 but this is for ven- shallow slips and is not relevant to the overall dam safety. The FoS for deeper slips on the downstream face is about 1.09 (Figure 13) and slips under the whole slope that also affect the crest is about 1.29 (Figure 14). This is greater than 1.0 and therefore further assessment is required for feasibility stage design
Title Upper Dam Option D
Mama Up»Ua«m normal operation Htwntc loading
Figure 13. Upstream slope normal operating condition with seismic loading, moderately deep slip (FoS = 1.09).
5.6 Liquefaction potential
The main soils susceptible to liquefaction are silty fine sands. Results from borehole 4 suggest such soils might be present beneath the nght abutment. For the feasibility stage design it is assumed that such soils will be removed from beneath the rockfill embankment so that this section of the dam is founded on bedrock Further investigation might be required at detailed design stage to assess the risk of liquefactw* in more detail
Ub F4 SrtMb - Storage Dam (1)
16Wafer <- L>wgj
u Mt* D™*W
N'* I^g^ '
TH* Upp» tteiflA n«m Optar Cl
tana U0t&wTi i-ofiruri apuiaw aaiame kutfing
Figure 14. Upstream slope normal operating cundidon with teicmie loading, deep slip (FnS - 1.29),
SlopeW File name^Uppct Bcles Option D fcasibility.gsz
l b J'4SrO4b ■ Sturage 17am (I)
17
14-May-11

Summery

Project Overview

The document presents the feasibility study for the Upper Beles Irrigation and Drainage Scheme in Ethiopia, focusing on engineering surveys, investigations, planning, and design. The project aims to develop irrigation and drainage schemes covering about 80,000 hectares, with detailed engineering components including irrigation works, storage dams, and related infrastructure.

Key Components

Main Irrigation System: Includes right and left bank main canals (100.3 km and 131.9 km respectively) with branch and secondary canals.
On-Farm Works: Land development for surface irrigation, including terracing and smoothing.
Drainage System: Natural drainage network enhanced with additional drains to prevent waterlogging.
Pressure Irrigation: Proposed for commercial sugarcane areas where terrain allows.
Road Network: All-weather roads to improve access throughout the project area.

Agricultural Development Options

Option	Description	Net Irrigation Area (ha)
Option 0	No sugar estate	63,871
Option 2A	Core sugar estate (recommended)	63,871 (56.7% sugar, 35.8% smallholders)
Option 4	All sugar estate with pumped left bank	39,175

Engineering Design Highlights

Canal Design: Includes trapezoidal and rectangular sections with considerations for soil types, slopes, and hydraulic efficiency.
Balancing Reservoirs: Proposed to manage water supply fluctuations and improve system responsiveness.
Night Storage: Enables daytime irrigation while maintaining continuous canal flow.
Flow Measurement: Critical structures to monitor water distribution at key points.

Cost Estimates

The document includes preliminary cost estimates for engineering works, broken down by right bank, left bank, and pressure irrigation areas. Cost factors include labor, materials, transport, and equipment.

Implementation Strategy

The project area is divided into Stage Development Areas (SDAs) for phased implementation, with the right bank developed first. Land consolidation and resettlement are integral to the development to optimize irrigation layouts and management.