FEDERAL DEMOCRATIC REPUBLIC OF ETHIOPIA MINS1RY OF WATER, IRRIGATION AND FNFRGY
ARJO DIDESSA SUGARCANE DEVELOPMENT IRRGATION PROJECT (A-D5 DIP]
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February, 2015
OROW IA WATER WORKS DESIGN AND SUPERVISION ENTERPRISE FInline/Addis Abeba, Ethiopia
PO.Boi 870/1250
Tel 4251 M -8 392162
Email: owwdse@ethlonetet
• <Arjo-Dedhessa Final Detailed Engineering Study And Design
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CONTENTS
PAGES
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LIST OF TABLES . . LIST OF FIGURES
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LIST OF ABBREVIATIONS 1.0 INTRODUCTION.
1.1 BACKGROUND
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1.2 OBJECTIVE OF THE DETAIL STUDY
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1.3 OUTLINE OF DESIGN .
2.0 PROJECT BOUNDARY
2 1 LOCATION OF THE PROJECT 2.2 PROJECT COMPONENTS
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2.3 COMMAND AREA
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2.4 SELECTION OF AREAS TO 8E IRRIGATED 2.5 FIELD BOUNDARIES
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3.0 DESCRIPTIONS OF WORKS ..
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3-1 MAJOR CHALLENGES IN THE SYSTEM DESIGN...
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3.2 GENERAL DESCRIPTION 3 3 DEFINITIONS
3-3.1 General
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3.3 2 Irrigation system definitions 3.3.3 Drain System Definition
3.3,4 Irrigatile Area definition
4.D REVIEW OF FEASIBILITY STUDY 4.1 GENERAL
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4 4.1 Water AvailabHity 4.4 2 Water Quality .
4.5 HYDROGEOLOGY
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4.6 SOJLAND lAND EVALUATION III Jill II IBIHIIIII**! I-I-I
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4,6-2 Land evaluation
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SO IRRIGATION METHOD AND SYSTEM
5.1 GENERAL
5.2 IRRIGATION METHOD --------------
5.3 surface irrigation.
6.0 IRRIGATION WATER REQUIREMENT
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6.1 GENERAL. .
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6.2 EFFICIENCY OF THE IRRIGATION SYSTEM
6.2.1 Efficiency for anlmed canai system
6.2.2 Fieid application efficiency .
6.6.3 Overall irrigation efficiency 
6.6-4 Measures for improving irrigation efficiency
6.6.S Losses in different components of canal system
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6 7 PEAK DESIGN DUTY 6.7.1 Peak duty 
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7.0 GENERAL LAYOUT OF IRRIGATION AND DRAINAGE SYSTEM. .
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7 3 TOPOGRAPHICAL FEATURE .
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7,4 GENERAL LAYOUT OF MAIN CANAl SYSTEM
7,5 GENERAL LAYOUT OF DISTRIBUTION IRRIGATION & DRAINAGE SYSTEM 26
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7.6 GENERAL LAYOUT OF DRAINAGE SYSTEM
7.7 GENERAL LAYOUT OF LIFT IRRIGATION SYSTEM
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PageuArjo-Dedhessa Final Dctanea Engineering Study And Design
7.8 NOMENCLATURE
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8.0 MAIN CONVEYANCE SYSTEM DESIGN 8.1 GENERAl.
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0-2 CANAL FLOVv CAPACITY 8.2,1 Command area
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a.3 HYDRAULIC DESIGN OF CANAL CROSS-SECTTON 8.3.1 Description of soil a.ong Ma<n canals
8.3,2 Type of canal
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8.3.3 Flow resistance equation
8.3.4 Hydraulic design parameters .
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6.4 DESIGN OF CHANNEL BED WIDTH AND WATER DEPT
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8.5 FREE BOARD
8.6 BERM WIDTH
8.7 RADU OF CURVATURE. .. 8.8 CANAl LINING .
8.S.1 Type of treatment.
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8.9 CROSS-SECTION OF THE CANAl ..
8 10 PROVISION OF HYDRAULIC STRUCTURES
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8.10.2 Conveyance structures 8.10 3 Regulation structures
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8.10.4 Protects e structu res. ....................... 9.0 DISTRIBUTION CANAL SYSTEM DESIGN 9 1 GENERAL
9.2 FURROW IRRIGATION
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9.3.1 Field Canal or Hydro Flume Operation 9.4 Hydraulic design of Ternary canals ...
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Page inArjo Di’dnpssa Fma- Detain Engineering Sri. t--. And Design
9.5 Hydraulic design af Secondary canal
9 5.1 Geotechnicaf conditions along the canal route 10.0 DRAINAGE SYSTEM DESIGN
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10.1 GENERAL 51
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10.2 EXISTING NATURAL SURFACE DRAINAGES
10.3 GROUNDWATER
10.3.1 Present Status of Ground Water Tame
10.3.2 Impact of Irrigation on Ground Water Taole Rise
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10.4 SURFACE WATER LOGGING 10 5 SURFACE DRAINAGE SYSTEM
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10.6.2 Land Forming for Surface Drainage System 10-6-3 land smoothing
1O.6?4 Land grading
10.7 NOMENCLATURE OF DRAINAGE SYSTEM 10.8 PEAK RUNOFF DETERMINATION
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10.8,1 Drainage Modulus for linS year 24 nr duration Event....................... ...... 56
10.9 DRAINS CAPACITY.'.
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10.9,1 Capacity of Quaternary & Ternary Drains. 10.10 Design of Surface Drains .
10-10.1 Hyora Jic Des.gn of Surface Drains................
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10-11 DESIGN OF IN-FIELD DRAINAGE SYSTEM STRUCTURES 10 li.l General
10.11.2 Drop Structures
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10.11.3 Road crossings
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10.11.5 DESIGN OF PONDS 1LII | III IIIRI1 •-■•-I-■ ■
For tne sarnie design the followings are presentee
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Page ivArjo-Oedhessa Final Detailed Engineering Study And Design 11,0 QUANTITY SURVEYING AND ENGINEERING COST ESTIMATE
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REFERENCES.............................................. . ....................................... -.................................... 68
Annex 1 PROBABLE NEED FOR LINING
Annex 2:Hydroiagical data for the design of Cross Drainage Works at DRPC 71
A, HYDROLOGICAL data for design of cross drainage structure at
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RIGHT MAIN CANAL.......... ................... ..............................-.......................................... — 71
B, HYDROLOGICAL DATA FOR DESIGN OF CROSS DRAINAGE STRUCTURE AT
LEl~ I MAIN CANAL ............................................................... .—............. .................................... -72
BILL OF QUANTITY .
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1
LIST OF TABLES
Fig, £. LThe Location map of project area Tabled. 1 Net command Area
PAGES
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Taoie 6.1 Irrigation «ater requirement
Table 6 1 Efficiently for Different Components of Canal System
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TatneS. 2 Minimum Canai Radii
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Tabie-l0.l3 Design considerations , numbers anp locates af ponds 
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Tatwe-lO. L5 Out Puts of irrigation structures out put.
JST OF FIGURES PAGES
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Fig. 2.iThe Location map of project area,................................. .........................................4
Fig. fl.l Typical cross sections of Secondary cangis.................... ,................................. 34
Fig 6.2 Typical cross sections of Secondary canals...................................................... 35
Fig. 83Typ.cai cross sections of Tertiary canals^.......................................................... 36
Fig. S 3 Typical cross sections of Tertiary canais...............................,......................... 37
Fig. 0 4 Tertiary unit lay Out .T ■ urin r 11 i n rrrH
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Page viArjo-Dea fiesta Final Detailed Engineering Study And Design LIST OF ABBREVIATIONS
AMO : Antecedent Soil Moisture Condition
AWC : Available Water Content
CAD : Computer Aided Design
CNS . Cohesive Nan Swelling
El : Elevation
ERA Etniopian Road Authority
FAO : Food and Agriculture Organization
FB ■ Free Board
FSL : Full Supply Level
GCA : Gross Culturable Area
GCWR ; Gross Crop Water Requirement
GWL ; Ground yyarer Level
HD paper : Irrigation anc Drainage Paper
IS ; Indian Standard
kc t Crop coefficient
l B : Left Bann
OFM ; Open Fume Module
OGL ; Original Ground Level
RAM . Readily Available Moisture
RB Right Bank
RCC . Reinforced concrete
TCA : Totai Command Area
UTM : universal Traverse Mercator
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PagevnArjo-Dedhessa Fmal Detailed Engineering Study And Design
1-0 INTRODUCTION
J. J fiMCKtFKOt/W
Ethiopia, geographical located jn tne Eastern part of Africa, is known as a water tower of the region. There are major rivers that divide the country into
12 River Basins. It <s estimated that I lOBm* of surface water yields annually from these river basins The ground water resource of the country is not yet known, out rough estimation indicates that annual ava.lability is around lOBm3. Out of the total surface coverage area of the country, 52% accounts as cultivable land-
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The Aooay oas n is one of the most important basins, in Ethiopia. It accounts for about 17.5% of Ethiopian lano area, 25% of its population ano 50% of its annual average surface water resources. The Dedessa River is the largest tributary of toe Abbay interms of the volume of water contribution to the total flow of Aobay. Draining nearly an area of 34,000Km\ the Dedessa River originates tn tne Mt venmo and Mt, Wache ranges flowing in an Easterly direction for aoout 75km, then turning rather sharply to the Nortn until it reaches tne Abbay River, The major tributaries of the Dedessa River are tne Wama, entering from East, tne Daoana from the West, and the Angar from tne East.
Ethiopia is currently faced with a rapidly increasing population ano shortage of food for its population. Development strategies have been formulated to use the water resources of the country. Irrigated agriculture is considered as one of the option to increase food production for balancing the demand of the ever increasing of population thereby boosting the national economy in general and lift the living standard of the majority of population whose livelihood is based on agriculture.
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The Arjo Dedessa Sugarcane Development Irrigation Project is the outcome of this development strategy in which the area is considered as one of the promising area for sugarcane production through irrigation. Therefore; this final detail study and design mainly focus on irrigation & drainage system.
1.2 OBJECTIVE OF THE DETAIL STUDY
The objective of trie study and design in this stage is to carry out the
practical design, drawing tasks, documentations and to actualize most
components with Irrigation i Drainage System proposed *n tne Feasibility 
Study. The specific objective of tne design study is stated as follows-
aTo carry out general layout of irrigation and drainage System that fulfills;
• Eacn agricultural plot can receive water as needed,
• Each agricultural plot can evacuate water as needed and
• Each pomt in the area can oe reached tty people, machinery ano
goods, as needed.
t)j To carry out design computation and design of appurtenant structures.
c) To make drawing tasks for the scheme
dj To prepare adequate documentation.
L 3 OUTLINE OF DESIGN
This final detail design has principally followed the major conceptions which had developed in tne precedent Feasibility Study stages. Except some engineering modification cameo on the irrigation & drainage system design, most elements that have been concluded in the Feasibility Study, i.e. Crop Water Requirement, Metnoo of irrigation, Type of Canal (unlmed canal) are taken as intact.
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Page 2ArjQ-Dedhessa Final Detailed Engineering Study And Design
The detail design incorporates the area irrigated by lift system winch has Deen proposed m the Feasibility Study and the'two Main Canals are dsigned as the source of abstraction for botn lifted and gravity flow irrigation water supply. This report mainly focused or principal procedures of hydraulical and structural design of irrigation ano drainage system.
2 0 PROJECT BOUNDARY
2.1 LOCA TION OF THE PROJECT
Administratively
The project command area is located in Ororrua Regional State. The ngnt bank of tne command area lies in J>mma Arjo Qunhi ano Leqa Duiecha Weredas of Eastern weiiega Zone and Limu Seka woreda in Jimma zone, and tne left Dank command area lies in Bedelle, Gechi. Dsdo Hana and Chewaqa We red as under Iiiubabur zone.
Geographically
The proposed Arjo-Deaessa Sugarcane Development Irrigation Project located on the left and rignt banks of Dedessa over, The command area starts just from downstream of tne dam outlets at both oanks of the river.
Accessibility
The command area is situated at a distance of about 530km from Acd*s Ababa ano 165km from Jimma ano is accessible from Addis Ababa through Jimma to Gechi (490km asphalt road from Addis) and from Gechi to Dam site 40km. Bedells is the nearest town to the command on tne left bank of the nver. The left bank of the dam site is also about 60km from Bedelle. Arjo is the town nearest to the command area on the right bank of the river. Ar]a town i$ accessible from Addis Ababa through Nekemte which is some 466km far from Addis Ababa.
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Page 3Arjo-Dedhessa Final Detailed Engineering Study And Design
Fig. 2.1 The Location map of project area
2.2 PROJECT COMPONENTS
The project consists of tne following component;
I Outlet for Right Main Canal
It is proposed to locate outlet for Right bank Main Canai at saddle no.l The Canal Full Supply Level (CFSL)at tne outlet work is fixed at El.1339,80m.
II. Outlet for Left Main Canal
The left Main canal outlet is proposea to oe provided on left abutment of dam itself. The Canal Full Supply Level at outlet from oam is fixed at
El.1339.65m
2. J
The command area is divided into different size of sub areas based on the drainage pattern and size of irrigable land supplied by tne secondary ana tertiary canals. The total area that can be irrigated by the dam is about
80 003ha
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under 80% reliability yield. Out of which Net command area of
about 31,918 hectares can be irrigated at Arjo Dedbessa
2.4 SELECTION OF AREAS TO BE IRRIGATED
Methodology for determination of the command area boundaries nas been set out as a number of policy decisions.
a) Policy 1 Pasture Lanas and Gullies to be excluded.
d) PoLcy 2 Natural Forestry to be excluded
c) Policy 3 Any land on tne periphery of the irrigated area with a slope in excess of 10% for gravity and 15% for lifted irrigation to be excluded,
0) Pohcy 4 Any plantation forest areas (Eucalyptus plantation areas) on the peripnery of the irrigated area to be excluded. Other plantation forest areas to be included
e) Policy 5 Any land with dense population infrastructure (village areas) to be excluded.
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Page 4Arjo-Dcdhessa Final Detailed Engineering Study And Design
f) Policy 6 Any surrounding isolated homesteads to be included in tne irrigated area,
g) Policy 7 Any land that cannot be efficiently supplied with irrigation to be excluded,
h) Policy 8 All other rain fed agricultural areas to be irrigated on the basis of proximity to the Primary canals.
i) Policy 9 Command areas boundaries will not necessarily follow existing field boundaries.
2.5 FIELD BOUNDARIES
The existing Heid boundaries have been rationalized to achieve standardized frleo sues. This has two benefits.
a The cost of the in-field work is reduced, as is tne land lost to the c
infrastructure
o. Irrigation scheduling is Simplified by the adoption of standard sized fields.
3,0 DESCRIPTIONS OF WORKS
J. 1 MAJOR CHALLENGES IN THE SYSTEM DESIGN
A. key Issue within a design of irrigation and drainage system is the uniqueness of each’ irrigation ana drainage scheme. There are many variables that influence the design of irrigation and drainage systems making and decid.ng comparative alternatives difficult. This is one of tne major challenges in the design. To be able to select the optimum alternative that
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would confirm economical feasible solutions of the project, it is necessary co identify tne major chalienge/s of the project Chat will influence the system design. Thus, the two major challenges identified in the detail design of irrigation and drainage system design are:
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PagesArjo-Dedhessa Finai Detailed Engineering Study And Design
B. The total annual volume of water tnat could be stored in the proposed reservoir dam is large enough to Irrigate 80,000ha of land in terms of quantity and reservoir capacity. However, because of the adjacent potential irrigaple area of the dam in botn banks of Dedessa River is largely situated inside the valiey with slope configuration, it is impossible to command enough area by gravity flow. Therefore, the required levei/head needed from the proposed dam location is not adequate to deliver irrigation water py gravity in order to maximize the proposed command area This condition is considered as one of tne main challenge in tne detail design of irrigation & drainage system.
C. The results of the detailed soil survey of the command area indicate that the most extensive soils of tne project are vertisols. The poor drainage of such soil type m the command area is considered as one of the major constraints. In addition to this the geotechnical investigation conducted in the command area snowed tnat tne biack cotton soil exhibits in large extent. The expansive nature of this soil needs especial treatment where canais ana roads are aligned on it. Therefore, the existence of such soil with the large extent in tne command area is the second major problem of tne detail design.
Hence, the detail design of irrigation and drainage system is done taking the two specified major challenges into account and concurrently applying possible solutions. In general, lift irrigation has been proposed to overcome the first challenge in addition to find.ng the possibility of maximizing the command area through flow irrigation. As much as possible, minimizing tne off-farm canal densities witn their respective access roads will be taken into the design consideration in order to achieve the second challenge.
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PageArjo-Dedhesw Final Detailed Engineering Study And Design
J-2 D£SCR/P77CW
An irrigation system composed of the technical pait of the measures that are needed for tne proper water management in irrigated agriculture inciud-ng the layout of tne irrigated biocks. An irrigation scheme comprises ail aspects including those operation and management. This report mainly covers tne irrigation and drainage system of the proposed command area, not withstanding the fact tnat operation and management aspects are referred m some cases as input for tne system design. In general, a main irrigation canai network wmch comprises primary^suomain, secondary and tertiary canals with appurtenant water control structures serve the supply of water to irrigation units or blocks. ?
The area served by the main canal is tne commano area. The area served by a secondary canal forms secondary biock ano each secondary block water is co a number of tertiary blocks, The tertiary blocks again sub-divided into quaternary blocks. However, depending upon several factors each project can establish its own hierarchy of canai networks. So as in Arjo Irrigation Project because of the topographical features of the command area, tertiary canais are allowed to directly off taking from Mam Canals in an optimal manner.
Therefore, to facilitate the oesign system of the canal networks, here, the two Man Canals are considered as main conveyance system and all secondary and tertiary canals are categorized in the distribution canal system.
Net command area according to the given Canal Full Supply Level (CFSL), i,e. EL. 1339.80m at tne rignt main canai anc 1339 65m at the left mam canai prevails that the net command area 3l.9l8ha
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Page 7Ar/o-Dednessa Final Detailed Engineering Study Ana Design Tat>ie3. 1 Net command Area
1 Types of Irrigation
Net Command Area(ha)
-
Gravity Surface
Right main canal
6592
Left main canal
4020
Total
10612
Lifted Surface
Right nfted surface
2349,6
Left iifted surface
1697.7
Total
4047
Sprinkler
Right sprinkler system
7167
Left sprinkler system
10092
Total
17259
Grand Total
31,916
Thus, the distnoution canal system design suD-divided into gravity irrigation and Lift irrigation. The irrigation ana drainage system comprises the following components’
a) Main canal (196 9 kmj consisting of-
Right Main Canal (92.5km) and Left Main Canal (104.4km) incorporating fourteen (14) cross-regulator structures on the right mam canal and eleven (11) cross-regulator structures on (he left main canal, nine (9j escape structures on tne rignt mam canai and se*en (7) escape structure on (he ieft mam canal and fourtey one (£1) secondary canal head regulators, fourtey (40) ternary canal head regulators and two (2) primary canal head regulators,
Qramiya Water Works Des gn And Supervision Enterprise/OWWDSE PagesAqo-Ded hess-a Rnai Deta-icd Engineering Si jay And Design
b) Crgss-drsmage structures twenty seven (27) ano thirty five (35 ) under
right and left mam canals respectively.
c) On farm wonts consisting of flow control and ana regulating structures,
j) Oravei-SLrfaced and un-surfaceo access road network.
3.3 DEFINITIONS
3.3.1 General
Toe following section deTmes the various component of the irrigation and
drainage system as referred to this report-
33.2 Irrigation system oefinitions
MAIN CAM AL The mam canals serving an the project command areas, starting from the oam outlets. Two Main canals on the right and left sides of the River dedoessa are designee for 24haur continuous supply.
SECONDARY CANAL Secondary Canals (SC) off cake from Main canals and deliver water ta the individual command biocKS/areas. Generally theses convey water co tertiary canals.
TERTIARY CANAL Tertiary canais offtake either from Mian canals or Secondary canais mainly aligned according to cne topographical features of
■
me area parrilel to the contour and thus deliver irrigation water to tertiary Clocks.
HYDROFLUME Generally hydroflume off take from tertiary canals, aligned across the contour and irrigate the fie id througn an openings called outlets 
to each furrow depending on the crop spacing or furraw spacing
RIDGE & CONTOUR CANAL
V
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A ridge canal is a section of canal that runs oown the contours (with a comparatively steep gradient) like secondary and field canals; where as a contour canal is a section of a canal running approximately parallel to the contours twith a comparatively shallow gradient) like mam canals., tertiary canals ano furrow dittoes
3.3,3 Drain System Definition
HELD DRAIN Field drains run parallel to field canals ( hydroflume) and
collect runoff from m-fieid furrows. Disposal can be in to higher order drain
or in to the riverine pasture lands on the noarder of the command area,
e
TERTIARY DRAIN Tertiary drains run parallel co tertiary canals to collect water from a lower order Feild drams and quaternary canal escapes. Disposal may be In to higher order secondary (collector) natural drain guhy or into riverine pasture land
SECONDARY DRAIN Secondary or Collector drain run parallel to secondary 
canals across the contour and collect water from lower order tertiary drains 
and canal escapes. Disposal is into high order main drams
MAIN DRAIN The two mam drams situated relatively at lower level mto where the whoie system drains are Deoessa and Wama Rivers
CATCH DRAIN These drams run adjacent of the ieft and right bank of Main Canais anc intercepts sheet flow ano minor gjilies flow from the surrounding upland ana hills for conveyance to the Main Canals cross drainage structures.
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3,3.4 Irrigable Area definition
Command area: Area served by canal.
Total command area The geographical surface area over which canal water can flow by gravity and lift.
Unsuitable area; Th is includes area which is not suitable and/or not available for cultivation such as area occupied by rivers, natural forest, hills, settlements, rocky land, etc.
Gross culturaole area; The gross irrigaoie/command areas excluding unsuitable area.
Culturable command area: The net irngabie/command area excluding area to be covered with irrigation infrastructures.
Lift Irrigation area; Irrigable area above full supply level of Man canals for which provision of water is proposed by pumping
4 0 REVIEW OF FEASIBILTY STUDY
4J GENERAL
A number of studies have been carried out in the past for Arjo-Deoessa Irrigation Development. A project evaluation is done <n tne Feasibility Phase Study reviewing tne preceded studies. In tne Feasibility definite conclusions are drawn regarding elements of agricultural and other developments in the area, available resources, and irrigation methods. In this portion those which are used in the detail oesign of irrigation ano drainage system are reviewed and summarized.
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<2
Topographical maps are the major input data m the detail design of irrigation drainage system More accurate and detail maps ano profiles snouid be prepared so that structures could be prepared . in real world terrain configuration. Additional ground data are collected according to the requirements, which basically need to conduct detail design work. According to the produced topographical map it can be derived tnat the elevation in the command area varies between 1370m to 1330m, amsi On botn Sides of the river tnere are some isolated hills rising above the average levei of the plain.
4 3 CLIMATE
The climatological data like sunshine duration, relative humidity, wind speed anc temperature m the resolution levels of monthly means of daily means, monthly mean of daily maximum and monthly mean of daily minimum become very important parameters with respect to the proposed command area and with rainfall form tne oasic inputs for the estimation of tne crop water requirement exercise. Five metrological observations are located in and around tne Arjo-Dedessa Irrigation Project area and among them the data from Jimma is taken to be the most reliable Ciass-I station from which metrological information relevant io the project area has been derived and used for estimation of metrological variables at irrigation command area. Accordingly, the following meteorological characteristics are obtained from the study;
• In the project farm area, the mean monthly temperature variations through the yea are minor, being 11.5 c in December to 36.L°c<n May.
r
q
• Mean Humidity values vary between 56.63% m March to 88.63% in September.
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• Mean wmd speed values vary between {k4Brn/s <n Novemoer to l.D8m/s in April.
• Mean sunshine duration is 8.3 hours m December and is reduced to
3.7hours during July.
• The ra nfall in tne Arjo-Dedessa Catchment as wen as ,n its surrounding is unimoda. type. Most of the rainfail is concentrated in the May to September covering with virtual drougnt from November through March. The five wettest months cover 63% of me total annual rainfall. The dry season, being from November to February (4 months} nas a- total rainfall of about 7%. of the mean rainfall,
4 4 HYDROLOGY
4.4.1 Water Availability
The stream flow analysis taken at tne dam site on annual basis for 80% dependability is l652Mm\ This to annua) yieid at the dam site that could be generated from the catchment is large enough to supply irrigation water for 80,000na of <and if only seen from the ava.laointy perspective. However, reservoir simulation study is needed to determine the oesign capacity of the reservoir with respect to command leveis.
4.4.2 Water Quality
Three samples of water from Dedessa River from different sites namely dam site, Bnoge on Beueie-lvekemte road ano the bridge near Dembi ^Jimma- Bedehe road) were collected and were analyzed at the Laboratory Addis Aoaba for their physical ano cneitfcai characteristics. These tests were conducted to find out the turbidity, total solids, dissolved solids, Electrical conductivity, PH, ammonia, sodium, potassium, magnesium, manganese,
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fluoride, chloride, bicarbonate, sulphate and phosphates. The results of these tests are available at Table 4,1.
This shows that PH of water is about 6.7, which is within the limit; similarly total dissolved solids are between 60 ano 90mg/l, which is the permissible limit of 300parts per 100,00Qpart$ of water The percentages of calcium, magnesium and sodium are 12, 3.6, 5 5 mg/l respectively which are within the permissible limit of 40 to SOparts, 20 to 40parts and lOpans per 100,000parts respectively. Mese resuits indicate fflac r/?e water is suitabte for irrigation purposes.
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Type Sites - River at Demand Bedele- Nekemte road Bridge near Dembi
Table 4. l Result of Selected Physio-cnemicai and bacteriological analysis for
Oeaessa River
TYPE
Sites -
Da
m
Bedel e- Nexemte
Bridge
near
Turbidity
26.
43 0
250
Totai solid at iOS^C (mg.-1)
122.00
160.00
114.00
Total dissolved solid at lOS^C
78.
90.0
60.0
Eiectricai conductivity
102.00
120.00
84.0
pH
6.
68
6.7
Ammonia (ma, I tort'j)
0.
0.8
0.5
5odium mg/l Na)
5.
7.1
4.0
Potassium tmo/l k)
3.
3.8
2.4
Total hardness (mo/l CaCO3)
44.
50.6
44 0
Calcium [mg/l CaJ
13 .
14.2
ltLZ
Mancanese imq 1 Mn.
;
2-
xs
4.3
Total iron (ma/l Fe
,
Magnesium (mq.'i Mg
0.
0,5
OJ
0
0.2
0.1
Fluoride imq/l F)
-1--
0-§
Trac
Chloride (ma/l Cl)
2.
2.9
1.9
Nitret (mg/l NO;)
0,
0.8
0.3
Alkalinity (mq/l CaCOli1
47.
54 8
39 7
Carbonate [mq/l CO3)
Tra
Trac
Trac
Bicarbonate {mc.-l F1CO3.
57
66.9
48.4
Sulphate innqyl 504)
8
14.3
8.2
Phosphate (mg/l P04)
0.0
0.08
0.06
SAR
JL
Q.,4
JU
4.5 HYDROGEOLOGY
Groundwater level in the project area wanes from two (2)m to twentey (20)m below ground level. In the command area, the grounowater table is 2 meters below surface during rainy season except in few exceptional cases of surface water logging. During dry season the groundwater table was found
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deeper than 5 meters below natural ground Surface. The method of irrigation ana the crops proposed to be grown will determine the extent to which it may affect the rise in groundwater level of tne area.
4.6 SOIL AND LAND EVALuA TJON
4 6.1 soil
The results of the detailed soil survey of the proposed command area Indicate that the most extensive soils of the project are VertlsoiS largely occurring in tne Dottom valley that has very low permeability, They are subjected to seasonal flooding. The well drained reddish brown soils which include Luvisois, Cambisols and Nitisois are mostly located in rhe upland of isolated bills ana gentle undulating to roiling land The son m the command area is very deep, The fertility status of tne soils of tne project is mearum to very high. The major constraints of the area are steepness, poor drainage of the bottom land of the valley, uneven surface, compaction and vegetation covers.
4.6,2 Lana evaluation
The deta.fed land Suitability assessment of the study area has been carried out for irrigated agricultural development by using soil and tand resource data which includes cultivation of nee, wneat, maize, sugarcane, vegetables and forage etc The land suitability assessment has been done comparing the major land q-ality (actual conditions- of the study area with lana use environmental requirement for different land use types. Accordingly land suitability maps for major irrigated crops have been prepared
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5-0 IRRIGATION METHOD AND SYSTEM
5.1 GENERAL
There are three broad classes of irrigation methods (1} Pressurized distribution; (2) Gravity flow Distribution ano (3) Drainage flow distribution. The first two methods are most commonly practiced. The pressurized systems include sprinkler, tricks and tne array of srm rar systems in which water is conveyed to and distrrbuted over the farm land through pressurized pipe networks Gravity flow system conveys and distributes water at field level by free surface, overland flow regime. These surface irrigation methods are also subdivided according to configuration ano operational characteristics, A large number of considerations must be taken into account in the selection of an irrigation method- These will vary from location to location, crop to crop, year to year and farmer co farmer In general tnese considerations will include the compat o lity of the system with other farm operations, economic feasibility, topography, soil properties, crop characteristics ano social constraints. Therefore, an irrigation method and system have been selected in the Feasibility Study and tne summary of type of the method is presented here under.
5.2 IRRIGATION METHOD
One of the mam objectives of the study of Land Evaluation on the command area i$ to select appropriate irrigation method considering variable factors which are mentioned above. Accordingly, a surface irrigation metnoa and pressurized irrigation has been proposed for Arjo Irrigation Project. The two methods of irrigation are surface (furrow) irrigation and overhead (sprinKler)irrigation. There are two cases for the command area above both primary canals. The first option is pumping the water from primary canal to reservoir at elevated area. Then, the command area can be irrigated by surface irrigation method. The second option is pumping the water from
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primary canals to the above command area to irrigate through sprinkler irrigation method considering the energy required
5. J SURFACE IRRIGATION
The term “Surface irrigation" refers to a broad ciass of irrigation methods in which water is distributed over the field by gravity. A flow is introduced at a high point or along a high edge of tne field and is allowed to cover the field by overland flow. Two general requirements are of prime importance to obtain high efficiency m surface methods of irrigation, properly constructed water distribution system to provide adequate control of water to the Helds and proper land preparation co facilitate uniform distribution. In surface irrigation, water may be supplied to tne crops in check basins, border strips, and Furrows. As mentioned above, the furrow method of irrigation shall be most wideiy used in the project command area as it is most suttaDie method of surface irrigation for sugarcane.
6 0 IRRIGATION WATER REQUIREMENT
6.1 GENERAL
Irrigation is applied wnen eitner water is not naturally present for optimal growth or other water requirements such as triose for leaching ana lana preparaton are needed Crop water requirements are Determined from ciimatoiogicai data, the type of crop and the growing stage of the crop. Most of the time water is falling through rainfall or applied irrigation water on the soil from where It infiltrates into the root zone of the plants. Effective rainfall is that part of (he rainfall that contributes to the water use by tne piant. The effective ra.nfall for the coming perioo is estimated when irrigation water depths are calculated for the next irrigation turn. The remainder of the crop water will be supplied by irrigation water in an irrigation and drainage scheme. Referring the Feasibility Irrigation Agronomy study of the project
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the net water requirement of Che command for tne proposed crops and tneir intensities for ail two rotations under Doth phases are presented The summary of the basic considerations and parameters used to estimate the irrigatron water requirements are Driefea under.
Table 6,1 Irrigation water requirement
im mt! sax >
siw
Gr. tobS
jtteoSJftoe
Nil r-c ■V :■ Lttsa
Wtaart Efoewf lMke l'fE'ffoynax jncsjFrtJBiwa
nxt dwta * Hl ton 1 ria ton S ria ton
jAIi Oil 0=1 1 i«l2 595712 M OS 4N? IM 30 010 17259 ma
F*
in CiSl I0E12 9M29 ora
4W ■OT53 010 17259 ■’TOK
KJ to 051 'X12 W9S3 aa
IN 515601513 DID ITS 185330
Mi 029 oil 1X12 156*01953 05S ftj Siam 03 1359 Offl.ll
to
w 051 W ma os IN 35559125 03 17259 ura
ME oil 10612
c
Offl cs 4W to 03 133 Q DO
£ t 051 1CC12 to ca IN O'JO 03 133 to
c Oil 10512 ora oa *N ora 03 ’.359 to
5w I 051 IDE12 ora 03 ft? too S3 17259 ora
to on 051 1X12 W43S os OT wzm G3 1359 5H2KH9'.
to 023 351 HX’2 124MCJ76 os w 408S253Q 03 133
Dec on 051 10612 IlMiO OS c 33 133 w
uidwtatrt
OMW
3t»n
Gras Affifi flua Doc
10:47*01
6.2 EFFICIENCY OF THEIFRICA HON SYSTEM
The gross requirement of water for irrigation system is very mucn dependent on the overall efficiency of tne irrigation system, which ,n turn is a ependent on several factors such as- method of irrigation, type of canal, method of operations and availability of structures.
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6.2.1 Efficiency for unlinea canal system
In view of tne avarlabie water overall water requirement, economics of lining and soil characteristics i.e. texture and structure,, the canal system has Deen planned and designed as unlinea (earthen) channels and lined at some reaches, AU the components of canal system-from Secondry and Ternary and field and farm channels are considered as uniined but tne mam canal is lined and unlinea according to tne geothechnic along the main canal. In view of this, cased on the experiences in this country, it is considered chat the
ji
canai tosses will vary between as presented m the tame beiow,
6.2.2 Field application efficiency
Besides the losses in the canal system, loss aiso takes place in the field water Is actually applied to the crops. This is very much dependent on the metnoo of irrigation application and this m turn oepenos on several factors like type of crop, characteristics of soil and land, availaD>nty of water etc
6.6.3 Overall irrigation efficiency
Considering all the conveyance, distribution and application efficiency of the wnoie system, the overall project efficiency is presented also m the table
□elow.
6.6.4 Measures for improving irrigation efficiency
The proposed efficiencies of the irrigation system snows methods to improve the project irrigation efficiency. Through the practical combination of the different application methods, improving tne method and conditions of conveyance and distribution canals it is aimed to improve the efficiency of the wnoie system
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6,6.5 Lasses m different components of canal system
Losses m trie different components of unlined canal system will vary from tne Main to Teritiary canals depending on its capacity, sength and type of soil encountered tn rough its alignment. In the planning process tne loss .n the different reacnes of the primary canai is calculated ano accounted for according to the standard procedure of assessing seepage loss on tne basis of wetted perimeter.
The unit loss per million wetted perimeter will be adopted in the ngnt of experience in other projects in Ethiopia and ocher countries The losses m other components like secondary, tertiary and Fieid/Hydroflume will be assumed in terms of percentage of discharge It is proposed to adopt the efficiency of different components of canals system as given in Table beiow.
Taoie 6. 1 Efficiency for Different Components of Canai System
Irrigation Efficienciea based on the supply and application method
A. Gravity Surface
Componerw
Efficiency
Primary Seconday Ten 13", Quaternd'y
F.eidi'or
Farm Reservoir
Qvertall
individual 0 925 0 925 0 900 1 ODO 0 650 0 950
C jmmulawe
0 925 0 656 0 770 0 7?0
0 501
0 476
0 46
o
Irrigation Efficiencies based on the supply and application method
0. Lifted Surface
Component
Efficiency
Primary
Secondary
Tertiary Q uaterna ry
FieW/or
Farm
Reservoir
Overt al l
indiwauai
0 925
1 ooo
0 900 1 000
0 650
0 950
Cummulatve
0 925
0 925
0 893 0 633
0 541
0 514
0 51
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irrigation Efficiencies based do the supply and application method
C. Lifted Pressurised Application Method
Component
Fieid/or
„_________
----E--f-f-i-a-e--n--c*4
Primary
Secondary Tertian Quaternary Farm Reservoir Overiail
Individual 0 925
1 OOO 1 000 1 000 0 000 0 950
CummuiaHve 0 925
0 925 0 925 0 925 0 740
&703
0 70
6- 7 PEAK DESIGN DUTY
6.7.1 Peak duty
The peak requirement in terms of duty is LUi/s/ha for proposed craps.
Tnougn the demand of irrigation water requirement varies in time and space
the oiscnarges off canals are designed cased on the maximum capacity 
Thus, for Primary canals a duty of J.14fii/sec/fte will oe taken in tne peak 
duty design. The peak doty of the nest canals taking the losses In to
consideration also estimated.
7.0 general LAYOUT of irrigation and drainage system
71 GENERAL
Irrigates water should be mane available to eacn part of the farm irrigation system at a rate and elevation or pressure that permits proper operation of irrigation applications devices or facilities. Two outlet conduits for the left ana ngnt Main canals are provided The design bed evels of the two outlets are the same and attain at Ei.1337.60m, amsL The area below this level is considered to oe command area These main canals are also sources for areas commanded by lift irrigation. Field irrigation ano drainage eq a demerits and the method of irrigate are'known before the layout of preparation
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Aim and method of irrigation may differ tout ail irrigation systems require that all fields in the com ma no area wril recede water in an appropriate, conveniently arrangeo and adjustabie manner Drainage facilitates are required, especially when appreciable quantities of water for non cons umptive use have to tje supplied,, for instance rainfall-runoff. Drainage is aiso needed during normal irrigation practices. An infrastructure for transport Should oe provided too.
In oraer to achieve the a DOve-mentioned requirements, the general layout of irrigation system should account diverse parameters naming complex relaLQnsnips. The alignment work should not be considered as projection of lines instead eacn and an systems sno^d be made available at rate and elevation or pressure tn at permits proper operation of irrigation aevices or facilities.
TopograptiLcai feature, natural properties of soil and iand unit is used as the basic oats in the alignment. The general layout of the canal network has peen done overiapp.ng tne land unit map with a CAD - based topographical map having lm contour interval- The overall general layout of the irrigation ano dramage system including area to SLpply by lift irrigation will be briefed m this section.
Z2 FIXING OUTLET LEVEL
Two outlets made of RCC pipes are also designed to downstream supply area to command both Danns of Dedessa River. The Right Mam Canal offtake through the canal intake structures of 2.5 "2 5m bon ducts from the dam The tocai avaiiaonity of water and total de ma no of irrigation, tne live ano dead storage capacity of tne reservoir dam, and all their variation with
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respeot to time and space are considered as tne oasic criteria in fixing the outlet level. Analyses of reservoir simulation are conducted to Fix the outlet level that could attain technical and economic viability of the project. Accordingly,, the Full Supply Level of tne two Main canais at head reaches are fixed at El 1339 80m for right main canal and EL 1339.6Sm for left mam canal.
7.3 TOPOGRAPHICAL FEATURE
The total command area of the project lies inside the valley of tne Deoessa River. The major slope of tne area is from North to South direction to the center of the River. The elevation in the command area varies between Ei. 1341 to 1320m. The command area is traversed by series of natural drainage Channels, which join the mam river. Among these drainages the Wama River is the largest tributary of Dedessa m which tne confluence point is 1.5km down-stream of the dam axis at tne right Dame of Dedessa. In general tne gross command area is having rolling topograpny, There are also some isolated hills rising aoove the average level of the plain., which actually excluded from irrigation suitability.
The major topography feature anows Hydroflume to deliver into two directions. Aligning riydrofljme across the contour in this topographical feature type is advantageous interms of m reducing the canal density of the area ano subsequently the infrastructure
7.4 GENERAL LAYOUT OF MAIN CANAL SYSTEM
After fixing the CFSL of the Mam canals, initially they are aligned as independently of the offtake canals to maximize the command area for the given outlet levels. Later they have been modified, based on off takmg canals CFSL's and as much as possible shortening of the canal length in
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order to reduce the selected type material embankment fill, until the optimum alternative type obtained. In general t>otn Mam canals area aligned as contour canal.The following main factors are considereo m the alignment of me Main Canals:
I. As much as possible tne canal snoUd get the required head co supply to the secondary offtake po-nts without and/or acceptable filling works.
II. Keepmg In mmp that the tractive forces at the bottom ano sides of the canai nave to be t>e.ow the permissible tractive farces.
ili4 In the area where the Primary Canais aligned in an expansive soil Oecajse of such soil exhibits shrinkage ano swelling properties, lining is fount! to be advantageous, and therefore minimizing lengtn of canal 15 taken into consideration for economy.
Iv. While aiignmg [he canal, the type of cross-drainage work env.saged has kept jn view. The economics of various types of cross-drama ge works vis-S- vis alternative alignments to oe considered before deciding upon the site and type of crossing
v. Though m general me canai follows as contour canaj, in certain reaches alternative routes 0ve to economic consioeration such as minimum head loss, smaller investment and/or maintenance cost in tne form of canal fill dr possible cross drainage works are considered.
In ail reacnes of me aligned Main Canals, it is not allowea to supply water to trie field directly off-taking from them.
A road system is usually a must either for the transportation of goods and peopie and/or for the operation ano maintenance of tne canals and
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structures. The overview of the alignment af Ma.n canals with trie whole irrigation ano drainage system is illustrated in the Drawing Album,
7.5 <jE7V££A£ LA YQUT OF DISTRIBUTION IRRIGATION & DRAINAGE SYSTEM
The distribution system consists of hydroflume, tertiary & secondary canals, Field, tertiary^ secondary drains with ail their accessible roaos. As a general principle, tne following pOrnts are considered in the alignment of the distribution system:
o
I. Irrigation and drainage water is to be supplied by gravity.
II. As much as possible crossing of drains and irrigation canals will be avoided.
III. Irrigation ano drainage canals are completely separated inside the tertiary unit, the first convey water to the farm plots and the later evacuate excess water from tne field
iv. Tapping water is possiole only from hydrGflume over the farm plots (to tne basins ano furrows),
v. A general road network of the area shall be provided. Service ano inspection roaos are aligned in secondary ano tertiary levels respectively ana farm roads are provided in tne quaternary units.
vi. As much as possible secondary canal be projected naif way between the two natLrai drains if it meets the optimal size of the tertiary unit
The prepared irrigation ana drainage layout for the distribution system area is done taking into account the above criteria. However, if natural topographical feature not allow following the above conditions, other advantageous weigh more are overruled.
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Page 26Arjo-Dedhesse Final Deu>iea Engineering Study Anu Design
Initially an natural drams, depressions and small gullies are located and affatke supply canals projected halfway between these drains folding ridges.
More than twenty seven (2?) & thirty five (35) natural drarnages in the right B. left mam canals of the command area respectively cross the prrmary canals. These natural drams are the governing factor m dividing the distribution system as blocks. Each distribution canal system has been oounoed by these natural drains.
The shape and area of the command area bounded oy such natural drainages determine the type of distribution canal offtake from the Main Canal. Relatively in wide and long command areas having relatively wide ano iGng shape secondary canals are aligned as offtake from rhe Main Canai.
At the nead of cotn"Primary Canals the shape of the command is narrow peit although going on farther along the caoa. m left branch of the command gets much narrow sen pec shaped and crossed by consecutive streams either tertiary or quaternary canais are akgned directiy offatke from Primary canais. Most secondary canais are aligned as much possible in ridges, across the contour and supply to tertiary canals.
■
Those tertiary canals are aligned mostly as contour canais. The shape and size of those tertiary units in secondary canals are kept optimal per requirement. Tertiary canals offatke from Pomary Canais are aligned as contour canal, rtydroflumes are the smallest conveyance canai5 which carry the full Supply d-scharge for the area it is serving, These canais are iaio across the contour and supply water to the field In two directions or one direction. Most of the hydrofl urines are also aligned in ridges due co the natural topographic feature which favours to irrigate in both Sides.
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Page 27Arjo-Dedhessa Final Detailed Engineering Study And Design
Z tf GENERAL LA rot/r of drainage system
The dramage network from tower order to higher order channel consists of the following distribution system;
a) Quaternary(Feild dram)
b) Tertiary drain
q Secondary or Collector oram
d) Main drain
e) Catch drain
Tertiary drains are aligned as contour canals whereas quaternary (Field) and secondary drains are aligned as contour cross.ng or s*de siope canals. There are two mam drams namely Dedessa ano Wama rivers or natural drainage systems into wnicn ultimately the system drains. The eaten drains run parallel to the left & right bank main Canals as a contour canal Catch drains intercept me overland (sneet) flow from tne uplands above the left & right bank Mam Canais and wilt oe aligned approx mateiy L8m offset from tne Main Canals center line. The catch orams will discharge into various cross drainage structure under the Mam Canais.
77 GENERAL LA YOUT OF LIFT IRRIGATION SYSTEM
A general layout of irrigation and drainage system for area to supply by lift irrigation has been worked out wrth tne same principle distribution system for flow irrigation mentioned above. Accordingly, pipes are needed within pumping plant system chat ufts water from the source to open canal Pump stations location are done with consideration of many alternatives ano components.
It is envisaged from the alignment that the secondary canal passes waler to lower oroer canals of tertiary and hydroflume. This network forms the
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Page2BArja-Dedhessa Finai Detailed Engineering Study And Design.
distribution network in the command area. A tertiary dram or drains will collect water from the field drains and convey this water to secondary drams or natural dram, Secondary drains are natural drains in tnis d-stribution system. The overview of tne general alignment of the irrigation & drainage system is presented in Drawing AFbum in Drawing.
Z5AraMBI/CM7LWf
The identification of blocks, canais and structures should be ciear simple and logical. In this design tne following requirements are consndered in canal naming:
a) The idenbficamn is short.
oj The identification has indicated type ano place of structures, canais and blocks.
c) It has possible to insert tne identification of an additional structure or canai without ambiguity and without inserting the whole existing
identification. Therefore, the following nomenclature, as prevalent in !■
Ethiopia, has oeen adopted.
> Main Canal Mam Canal Primary,
* Secondary Canal Distributary Secondary Canal,
■ Tertiary Canal Minor Tertiary Cbnal, ano
• Hydroflume Heid channel.
The naming of drains is on the basis of existing natural drainage system i.e Oeoessa and Warns Rivets
Right Bank and Left Bank
j Main canai RMC, LMC
2 How Irrigation
2.1 Secondary canat one offtake from Maio RGS-1-1, LGS-1-2
2.2 Tertiary canaf one offtake from Main Cana! RGS-l-O-i, i_GS-1-0-1
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2.3 Tertiary canai one offtake from Secondary canal one RGS-1-1-1, LGS-1-
l-i
2.4 Hydroflume one offtake from tertiary canal RGS-1-2-3-4
3 Uft Surface Irrigation
3.1 Submain cana> one offtake from Pump station RLS-SMC-5-1-1, LLS-SMC-
1-1 ’
3.2 Secondary canal one offtake from SuDmain canal one RLS-SMC-5-1-1-1, LLS-SMC’1’1’1
3.3 Tertiary canal one offtake from Secondary Canal R.lS-SMC-5-1-1- 1-1, LLS-SMC-1-1-1-1
3.4 Hydroflume one offtake from tertiary canai RLS-SMC-5-l-l-l-l-l, LLS- SMC-1-1-1-1-1
4 Lift Presurized Irrigation
4.1 main pipe offtakmg from Pump station RP1Z-1-1 B-l
Note. RGS represents Right Gravity Surface, LGS' represents Left Gravity
Surface, RlS’ represents Right Lifted Surface, 'LLS' represents Left Lifted
Surface. SMC' Submam Canal RMC Right Mam Canal, "LMC Left Mam Canal,
'RPIZ right pressurized Irrgation Zone, 'B Block.
8.0 MAIN CONVEYANCE SYSTEM DESIGN
8.1 GENERAL
The general irrigation and drainage layout system of the project area is briefly described in the previous portion Accordingly, two Main canals, i.e. RMC 8t LMC, in the right and left banks respectively are aligned as the main canal system, in the proposed command area. The secondary canals directly off take water from tne main systems. The outlet levels of these canals are fixed based on the demand of the proposed area to oe irrigated and to supply water by means of gravitation flow.
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Pump stations are also selected to supply for tne proposed upland area Dy lift irrigation in which Main Canals are taken as sources of water abstraction. Continuous supply of discharge from main canals to the offatke canals is selected as the type of water oelivery system. This system configures the hydraulic design of the mam canais will be done as a telescopic type of cnannel. B>ock areas per offtake canals are divided based on the natural dram system, The following procedures will De carried out for tne main canal system desrgn:
■ Determination of Net Cuiturabie Command Area per block and per canal reaches,
• Determination of canal capacity/ design discnarge per canal reaches.
• Description of the ground condition of canal alignment based on topographical map and also soil investigation oased on soil map.
• Hydraulic design of canal sections.
8.2 canal flow capacity
Canai systems should have adequate capacity to deliver the required water amount wnen rt needs. Thus,, they are designed on a capacity large enough to carry m tne maximum period. The net irrigaoie area, the maximum duty water requirement, flexibility for future needs and other mandatory releases other than irrigation are the basic required parameters to oefine the canal flow capacity The canal capacity of Main canal reduces from the head reach towards the tail according to the command area it covers Therefore, the flow capacity of Mam Canals at head reach and per its reach will be determined in th.s section.
8.2.1 Command area
In general, to determine the flow capacities of MCs at the outlet, the Gross Command Area covered witn the MCs is first estimated and then unsuitable
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area and area given for irrigation infrastructures have deducted, whicn actually gives the Net Command Area Accordingly, based on the land suitable and topographical maps of the alignment, the Gross ana Net Command Area covers in Mam Canals are defined as follows;
Tables 1 Net Command Area
Types of Irrigation
Net Command Area(ha)
Gravity Surface
Right main canal
6592
Left ma>n canal
4020
Totat
10612
Lifted Surface
Right lifted surface
2349,6
Left lifted surface
1697.7
Total
4047
Sprinkler
Right sprinkler system
7167
Left sprinkler system
10092
Total
17259
I - --------- - :
Grand Total
31,918
A J rfMCWAi/ZJC 0£S/C7/V OF CANAL CROSS-SECTION
The des>gn discharge capacities of MCs at nead and per reaches nave been determined in the above portion. The flows in ail canals are assumed as uniform flow and sub-critical. The hydraulic canai cross-sections of the canal (hat could convey the given capacities will be designed accordingly,
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Page 32Ar] o - De dtessa F ioal Petard €n g-neecing Study And Des-gn
8.3.1 Description of soil aiong Main canals
The hyarauiic design parameters of the canal such as; shapes of the canal, side stopes depth of scouring etc are directly governed by the type ano properties of soil wnere Che canal structures lie. Other parameters are also indirectly determined with the nature of soil material.
Type of canal whether it is lined or uniined mainly governed with the permeability vaiue Qf the soil in which the canals are aligned. Lined canals are also selected in expansive soils depending on the swelling pressure vaiue Qf the soil. Therefore, me description of soil investigation of toe area where the MCs aligned based on the Geotechnical investigations arE summarized under.
Partrcie size
The particle s.;e analyses in the geotechrucai investigation shows that soils along me Main Canais are heavy soil and fans within clay sod classification,
8.3,2 Type of canal
Two types of cans, design done.
I. Type -I: In all MCs reaches except 3lkm length of Right and Left Mam canal unl.ned type earthen canal is selected. An uni med canai is an open channel excavated and snaped to the required cross’section in natural earth or fin without special treatment of the wetted surface.
ii. Type’ II. Tn 3 lkm of Right Main Canal lining is found to oe very advantageous, because earthen canals in such soils pose serious problems of instability of slopes, and thus very difficult to maintain their regular sections.
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Eanh lining type is adopted along the reach Here, because of the lining type
is earth lining the hydraulic design parameters used for design are the same
for both types and if any exceptional it will be mentioned
fl. 3.3 Flow resistance equation
The rate of flow Q is giueri by
=AV=(l/n)ARjraSu?
m whicn;
v is the mean velocity in m/s at the considered cross-section
Q : is the discharge passing tnrough tne cross section in m’/s
R ■ is the hydraulic radius of tne cross-section in meters
5 : i$ tl^e slope of the total energy line at tne cross-section ana
n : is the Manning's roughness coefficient.
8.3 4 Hydraulic design parameters
The nydraulic design parameters used to design canaL sections, per given design criteria are descrioeo under.
Geometry of canai section
For construction easiness ano its well practiced m the country, a symmetrical rra/jezexM/section is taken in tne design of the canals.
Side s.opes of the canal
The type of soil in which tne canal is to be constructed and the depth of the canai govern the side slope of the canai cross-section. The side slopes of a canai oepend upon the stability of tne material in which it is constructed.
The uSBR gives the side slopes of the earthen channel as a function of type of soil. Accordingly far clay and silty clay, inside slopes of J. 5; I ano 2.1 (horizontal to vertical) in cut & fill respectively are practically standard for earth canals under ordinary conditions. On side hill locations the inside slope
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of the uphill bank may be steeper, if the materia) will stand, co avoid excessive excavation.
The stability of tne recommended side slopes will be checked to withstand the following conditions during the operation of the canal:
a) The sudden draw-down condition for inner slopes, and
b) The canai running full with banks saturated due to rainfall.
Manning's Roughness coefficient 'N'
For satisfactory and safe results when using Manning equation, it is 
important to select a reasonable vaiue for the Manning roughness coefficient
*r which may noid for the wnoie of the year According to tne design
a
criterion of canal design for earthen section, vaiue of ‘N 0.020 co 0.04 is 
generally used for eartn canals and O.QiB for lined canal.
Permissible velocity
With a view to achieve norvscounng & non-silcmg velocity and taking into consideration the prevailing clay, and day loam soil, a permissible velocity of 0 40m/s to 0.90m/st\as been selected for unlined canal.
Longitudinal slope
The longitudinal stope is a basic parameter in generating the permissible velocity. It depends on tne topographical features, available natural slope and tne discharge capacity of the channel. For channels having higher discharge comparatively mud slope will oe able to generate higher velocity where as in case of lower discnarge sightly steeper longitudinal slope will be required to get the oesired velocity. Therefore, for RMC a longitudinal slope of 0.01% (1 tn 10000} has Deen adopted, for LMC a longitudinal slope of 002% (1 in JOOOO) and 0.01% (1 in 10000) has been adopted.
1
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Page 35ArjQ-tJcdnessa Final Detailed Engineering Study Ano Design
Oiwniya ftater Works Design And Supervision Emerprise/OWWDSE
84 DESIGN OF CHANNEL BED WIDTH AND WATER DEPTH
Various methods of irrigation channer design are practiced to estimate the channel bed width and water depth, applying a flaw resistance equation mar correlates the geometrical elements of me channc cross-section, iDngjtcOrnai bed slope and parameter mat reflect the resistance of channel friction. Using a combination of [be above mentioned hydraulic parameters canal cross-section design are analyzed and compared by different methods.
8.5 FREE BOARD
Free boaro is the vertical distance oetween me vertical distance between the
FSL or the channel and the top of me Danis. The top of me &ank has to De
Kept sufficiently higher man the FSL of me Channel to prevent overtopping
of tne banks due to waves or due to fluctuations n the water Surface. Free
ooaro m a canai is governed by consideration of tne canal size a no location
rain water inflow, water surface fluctuat.on caused by regulators, wind
actiDfi, soil characteristics hydrauuc gradients, service rose requirements,
and avai.abmty of excavated material. To design canal freeboard Lacey's 
form j;a is used :
Where, q is the design discharge in m\s. Based on the formula rn MCs, a free board of 0,75m has been provided if the Discharge fails greater man Sm3/s ,0.60m If discharge >s between 1 co 8m3/$ and Q.3Qmf& loss. With regard to freeboard, clay lined is treated in me same way as, unilned channel applicable
8.6 BERM WIDTH
Berms along earthen canal are usually provided to reduce bank loads which may cause siough.ng of earth into the canal section and to lower the elevation of the service road for easier maintenance. The following practice is recommended:
I
Page 36ArjO’Dedhessa Fi-nai Detaiica Engmeenng Si'Ltdy And Design
a) When the full supply level is above ground level out the bed is below ground level, that is tne canal js partly in cutting and partly m filling berm may be Kept at natural surface level equar to 20 in width, where D is the full Supply depth
b) Wnen tne supply level and ced level are noth above the ground level that is, Che canai is m filling; the berm may oe kept at the full supply level equal to 30 in width.
cj When the full supply level is below ground isvei, that is, rhe canal is completely m cutting the berm may be kept at the fud supply level equal to
20 fh width,
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Page 37Arjo-DedhessJ Detailed Engineering 5tu0^ And Design Fig a 2 Typtdal Cross section of Secondary canals pai-vai cut ano fill
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Page 18AriO-DedhESSa Fmar Def ailed Engineering SluG? Ana Design
TtmWCTYK) y-aiatfr cam
* *w»w
V.
CL btfWN
n ckauiM
Fi§ 8.3 Typ-cai Crass section of Seconaary canals in total cut
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Page 39Aqo-Dedn«sa Fmai Detail to Engineering StuOy And Design
J Fig B 4 Typical Cross section of Tertiary canals in rota I cue
1
1
1
!
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1Arjo-Chedhessa Final Detailed Engineering Study And Design
Fig 8.5 T/pica. Cross section of Tertiary canals in partial cut ano fill
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Page*!Arjo-Oedhessa Fingi Detailed Engineering Study And Design
<?. 7 OF CUR U54 TURE
Main Canais are aligned canal is aligned as contour canal which has followed curves in certain reaches. In sucn locations, the curve could cause d.sturbance of flow m silting on the inside (i.e. convex side) ano scouring side (i.e. concave side). The adopted values of radii based on US&R recommendations (USSR, 1967) for the given surface water width are recommended below.
Tables. 2 Minimum Cana. Radii
—^i“"
Type of cana.
Subcnticai velocity
Minimum recommended
curve radius
------------ 1---------------- — —
bnhneo
7T-10T
Lined
3T*
Note T*- Surface water widtn. Lined type ts concrete. Source (US8R, 1967)
8 8 CANAL LINING
8.8.1 Type of treatment
When umng materials are directiy placed in contact with tne expansive soilsr
they undergo deformation by heaving, disturbing toe lining and throwing the
cana. out of commission. The deformation dependent upon the swelling
pressure which develop by the given expansive soil when it absorbs water in
its intra-layer.
In order to counteract such swelling pressure, it is found advantageous to place a layer of some cohesive non-sweiling soil (CNS) having some conesion over the given expansive soil surface. The Cohesive Non-Sweihng (CNS) for treatment should have the following characteristics (IS945E1994):
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a. Low plasticity with liquid limit not exceeding 50 percent.
b. OS material should be non-swelling with a maximum swelling pressure of lOKN/m2.
c. Although several soils containing nor.-expandmg type day mineral exhibits CNS properties the following range helps *n locating such types’
Percent
Clay (less tnan 2 microns) IS to 20
Silt (0.G6 mm - 0.002 mm)
30 to 40
Sand (2mm - 0.06mm)
30 to 40
Gravel (Greater than 2mm)
0 to 10
Liquid limit
Greater than 30
But less than SO
Plasticity index
Greater tnan IS
But lest tnm 30
A 9 CROSS-SECTION Of THE CANAL
Including the important paramatart of crOM’MCtlOfl* Of IM foHtWifif components of canal have been prepared;
a) Completely cutting
b) Partially cutting and partially filling
c) Completely filling
8.10 PROVISION OF HYDRAULIC STRUCTURES
0.10.1 General
Many different types of can ar structures are required in an irrigation system to effectively and efficiently convey, regulate, and measure the canal discharge and also to protect the canal from storm runoff damage.
More detail discussions of Hydraulic structures will De presented in the
hydraulic design of canal structure report, This section only offers a first
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y«ew of types, functions and location of various structures including the hydraulic canal parameters proposed along the MCs. The proposed structures under different categories on the MCs are described under.
8.10.2 Conveyance structures
In addition to tne canal itself, it is usually necessary to provide conveyance structures, Decause of topography, or existing manmade features to use inline canai structures to convey water along the canal route Such proposed structures in MCs are:
L Inverted siphons to convey canal water under natural channels,
11 Road crossings to carry canal water under natural channels, and
8.10.3 Regulation structures
Tnese structures regulate and control the discharge and level of the channel. Proposed reguiatmg structures in tne MCs are:
i. Dam outlet to regulate canai discharge begins at the source cf water,
ii. Cross regulator to control tne on-going of parent charnel on Main Canais.
iii. Head regulator to regulate the discharge and levels at the offtake of seconaary canals and tertiary canals which directly offtake from MCs.
8.10.4 Protective structures
Provisions must be made in an open irrigation system to externally protect
tne canai on rhe uphill side from damage by storm runoff water, and
intemaiiy protect tne canal from excess canai flows caused by storm waters 
entering the canal, or disoperation of the canai system Such structures 
proposed in MCs are
I, Cross drainage structures to direct storm runoff flows under the canai through culverts, and
ii. Escape regulator to evacuate canal flows over side channel spillway to tne adjoining dram
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Canal structures proposed above are either to be provided independently or m combination with others, depending on the location wnere tney need.
9 0 DISTRIBUTION CANAL SYSTEM DESIGN
92
The distriDution canal and drainage system in the command area incorporates:
a) Canals from offtakes of Main Canal to the Fields including Secondary. Tertiary & Hydroflume (Quaternary canals) and field irrigation system i e furrow and over nead irrigation.
b) Canal n^draulic structures serve as regulating & protecting- sucn as tertiary offtakes, roao crossing culverts and drops.
c) Access roads including service road, inspection road and farm roads.
d) Infied'Orams with respective structures.
The derail design of hydraulic structures of distribution canal systems is presented in other volume. The following procedures are followed in the detail design of distribution canal system:
I. Describing the design criteria for the oesign of each canai system.
Li. Selecting the representative block area ano des-gn per criteria.
ill. Compiling tne results for all canals.
9.2 FURROW IRRIGATION
Furrow snape, spacing ano length are oetermineo before ana cased on the sod ano siope of the command area relating witn experience value. Accordingly ail the furrow length in the quaternary unit of the block is approximately 200.00m. The siope of furrow in all quaternary units except adjacent to the seconoary natural drains are level (0-1%). The stream size and method of feeding trie furrows will be described under.
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The size of the furrow stream is the one factor whicn can be varied after the furrow irrigation system has been installed. To obtain the most uniform irrigation, the largest stream of water tnat will not cause erosion is used in eacn furrow at the beginning of irrigation its purpose is tc wet the entire length of each furrow as quickly as possible, thus enabling the soil to absorb water evenly tnrojgnout its length with a minimum waste at the end. The maximum size of the irrigation stream that can be used at the start of tne irrigation is limited by considerations of eros on m furrows overtopping of furrows and prevention of runoff at the downstream eng. The maximum non-erosive flaw rate in furrow is estimated by the following empirical formula equation:
a rU
c
where qm maximum non-erosive
5 : slope of fLtrow expressed
The average deptn of water applied during irrigation can be calculated from the following relationship:
* Jr*r
■uV, where d
Q t w L
average depth of water applied stream size, i/s
duration of irrigation lelapseo furrow spacing, m
: furrow length., m
Therefore, based on the above relation the following values are derived:
5.3 Hydrofiume
This type of canai is aiso practical in some projects in the country though it is imported from aoroad and requires foreign exchange. Hydro flume is toe original woven lay flat Cum,ng providing a fully portable water transfer
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Page 16system, versatile, a cap table and duraoie, widely used for row crop irrigation
ana for water transfer. Hydraflume has the following merits;
• It has the capacity to handle large volumes of water over a variety of
terrains.
• It is U v. stabilized, long tasting ana carries a 5 year UV warranty.
• It is early connected directly to pump/canai pipe outlets with a stainless 
steel damp
• It is used for high volume, low pressure water transfer over Doth short ana
long distances.
• It has the capacity ano capacity to satisfy long term application.
• variable flow outlets can oe regulated co control flaw rates to suit any 
specific demand once set and to every sou type.
9.3.1 Fieid Canal or Hydro Flume Operation
Normally fieio canals win take water from ternary canals oy off takes basea or. the design discnarge. In the case of Aigo Deoesa project hydro flumes were designee to take water from an tertiary canals by off takes structure to divert water cased on the field size unit going to serve These hydro flumes were designed different size or diameter including the lengtn of blocks of fields. It is also two ways ano one ways type oasea on the held units available to the right and left Sipe or only left or ngnt side.
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Page 47The ma-n operation system or tne hydro flume is the pipe to De lying on the ground across the irrigaoie area so that the water win flow through tne pipe opening to the Furrow to disfribdtt; water to tne farm units. Thro^gn the opening of the nypro flume pipe spacing of furrow is arranged with 1.45m based on the discharge requirement. Each hydro flume p.pe has maximum ten farms different size on one way type hydro flume and 20 farms with two way farms. Since the shortest design of water application is with ten days of interval! of 12 hour! of application for one hectare so that for one farm based dn the size tne water But based on tne field condition and growth stage one can advise to tabulate the detail m tne future, hydro flume has pressure relive valves when the neaa of tne water ,s more than lQm.
Therefore, it is necessary to Check the varves to be damped during operation so that not bursting the pressure relief valve.
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Afjo-Deanessa Detailed Engineering Study And Design
1 Taele 9.1 Exampie of hydro flumes technical data NO tune of nydre flume One way T way
length (M) Leflgth(M)
PRV va' ye
Remark
(NO)
] I
j J
1
1
] 1
1
1
2
3
4
5
6
7
a
9
10
Hydro Hume 0160 22.74;
44,989 90
337
Kyt&o flume 01 BO 10.340
20,102.30
169
-
Hydro flume 0200 <€92 5 41,760 90
Hyoio flume O225 120393 138,960.78
279
696
■t' —
Hydro flume 0250 700 3
73.561
-
254
nydre Hume 0280 316
80,915
449
Hydro flume 03J5 9805
33,11490 181
Hydro flume 035-5 556 8
4032.6
Hydro Hume 0355 *
2975
80
30
Hydro flume 0355 ■
4449.5
9
■
Total
55,782 40 442,962.08 2484
1 9.4 Hyarau/ic design <?/ Tert/ary canats
As mentioned Delore the water distribution >nside a ternary unit is on a continuous basrs. Again It nas been illustrated in the command statement that the capacity of ternary canal is defined based on the maximum tertiary turnout requirement times the size of the tertiary unit in which the capacity also includes the total losses inside tne tertiary unit ano flexibility factor
1
f 1
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Arjo-DetTiessa Final Decade J Eng<nee ing Study And Design
Geotechnical conditions along tne canal route
A spot geotechnical investigation nas not been conducted m tn is distribution system. However, cased on general assessment and a nearoy detail investigation, it can be derived that the clay soil type dominates the area.
Capacity determination
The total water requirement of each canal system has oeen determined before and the peak design duty at tertiary level is l.59i/s/ha. Therefore, the estimation of design discharge capacity per reaches and area coverage is done and the results are shown in canal capacity statement.
Canal cross-sections design
Design criteria
The following mam assign criteria have been considered in the design of tertiary canaLs crosssections-
L The minimum sue of the canals is imposed by the construction possibilities; a hand-maae canai has a minimum widtn of 0.3m and a minimum depth of 0,15m.
Ii> For any given flow Q and slope So the permissible velocities should not exceeded
iii. The dimensions of the canals are calculated with Manning formula.
9.5 A/ydrau/jt of Secondary canai
A seconcary canal is aligned across the contojr supply to tertiary canals. The oesign of secondary canai in the sample block is carried out in this section
9.5.1 Geotechmcai conditions along the canal route:
A spat geotechnical investigation has not been conducted along the secondary canai reach, however, based on general assessment and a nearby detail investigation, it can be derived that the day sou dominates the area
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Water demand: The total water demand requirement in tne secondary unit must tie provided py the irrigation canai system. As it described earlier, the maximum duty .ndudmg losses & flexibility for secondary canar is 1.69i/s/ha
Flow capacity: Flow capacity requirements of tne canal are determ i neo and used as a basis of conveyance design. The flow capacities must satisfy the water pern a no at varibjs points in tne secondary canal Thus, tne peak design discharge of the secondary canal at head reach and per reaches will oe computed as follows.
J.0.0 DRAINAGE SYSTEM DESIGN
10.1 GENERAL
Drainage nas been considered as an integral part of the irrigation system, tack of proper dram age system or inadequate and deficient drainage system may result into very serious adverse consequences, in this background, drainage system should be carefully studied and designed as a complementary system in any irrigation schemes, because no irrigation method produces wetting exactly matching to the plant roots i.e. some part of the fieid may receive little water and the other may be over irrigated. Generally rwo types of drainage system can be provided these are surface drainage ano subsurface dra.nage system.
According to previous soil survey land suitability ano hydroiogicai studies finding currently static ground water taofe in the project area is at deep depth, hence water logging is not a problem for well-managed surface ano sprmkier irrigation system. Moreover, since there is no problem of salinity no water is required to leacn undesiraole salts from the soil. Taking these facts in to account surface drainage system is proposed so that excess irrigation and storm water unwonted for tne crop growth would be safely evacuated.
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J0.2 EXISTING NA TURAL SURFACE DRAINAGES
Tne upper part of the command area both in the left and right hank of Dedessa river is hilly area ano have a number of closely spaced small natural drains, which all join Dedessa river. So all tertiary drams are planned and assigned to outfall into these natural collector drains. In general [nere is no drainage praciem from topographic point of view in almost all part of tne command area,
103 GROUND WATER
10 3,1 Present Status of Ground Water Table
Ground water table in the project area vanes from 2 to 20 m b.g.l. In the command area, the ground water table is 2 meters below natural ground surface. The rise of ground water table can happen due to different natural conations and man made activities.
o
The application of irrigation practice is tne major human interference for rise of ground water cable. The method of irrigation (drip, furrow, etc) that is practiced ana tne crops proposed to be grown will determine the extent to which it may affect the rise in ground water level of the area .
10.3 2 Impact of Irrigation on Ground Water Table Rise
Whenever there is a major irrigation project with continued and intensive irrigation activity, there is always an apprehension of risk of ground water taele. If the ground wate- table rise is significant ana continuous, it may cause a serious adverse impact on the fertility of tne land. Some of the factors that affect ground water table are>
- Topographic features
- Land characteristics
- Natural drainage system
- Intensity and amount of rainfall
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Page 52_ Arjo-Dedhessa Final Detailed Engineering Study And Design_______________
- Existing ground water table
- Soil characteristics
h
- Crops and it s water requirement
- Seepage and other losses from canal system
- Surface drainage system implemented and its effectiveness
J0 4 SURFACE WATER LOGGING
According to the feasibility study some of findings like tne sloppy nature pf tne upper command permits free drainage, the presence of a number of closely spaced creeks across command in both right and left bank of Dedessa river regenerate some of me infiltrated water as sub-surface runoff, the soil in the command area is almost impermeable tnat inhibits infiltrates may cause tow ground water recharge. In retune these factors negatively affect water logging.
At present except very few places of lower level bottom of tne command area near Oeaessa bank during rainy season there is no water logging problem Even in the future with well managed Irrigation practice having proper land shaping, efficient surface drainage system provision and good ground water management policy (nere may be no chances of occurrence of this pnenomenon.
10.5 SURFA CE ORA INA GE S TSTEM
It is proposed to provide detailed surface drainage system as an integral part of tne irrigation system, In view of the above discussion, it transpires that there isjio necessity of suo-surface drainage* However, it suggests the need ano necessity for providing elaborate surface drainage system. Therefore, the surface drainage system for the project has been planned and designed which should be constructed and maintained properly so that it functions efficiently and effectively. In this way, if proper surface drainage
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System is implemented and its proper functioning is ensured, and a good ground water management policy is aoopted, then there will De no appreciable rise in ground water necessitating implementation of sub-surface drainage system, With this end in view detailed planning and design of surface drainage system has been done.
10.6.1 Objective
The mam oojectives of provision of this surface drainage system are
* To safely remote storm from the farm land,
• To coiled ano dispose excess irrigation run-off
10 6.2 Land Forming for Surface Drainage System
Design and construction of surface drainage system is usually not sufficient to guarantee the timely removal off all excess water. Sometimes water remains stagnant or the land in pocxets or shallow oepressions. Therefore, to promote movement of water over the ground surface and to facilitate efficient use of farm machineries land forming activities should De carried out. Land form .ng is divided into two activities, i.e. iand smoothing and la no grading.
10.6.3 Land smoothing
Land smoothing is planning of the land surface without changing its major topography. The smootn.ng eliminates small differences in elevation and ensures a regular slope from an pomts of the field to the quaternary drams. It also improves surface drainage ano efficient use of farm machines.
10.6.4 Lana grading
Lang grading changes the landscape by smoothing, cutting and filling the land to regular continuous surface grades, it requires moving of earth according to specified cuts ano fills. Land grading is proposed for surface irrigation, while smoothing only is proposed for over-head irrigated areas.
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10.7 NOMENCLA TURE OF DRAINAGE SYSTEM
The naming of arans in the drainage canals distribution system is on the basis of the existing natural drainage system i.e. Dedessa and Wama rivers as shown below
2.1 Seconder/ drain RGS-SD-10-1 -1, LGS-SO-lO-l-l
2.2 Tertiary drain. RGS-TD-lO-l’lr LGS-TD-l0-1-1
2.3 Field drain, RGS-FDlO-l-K, LGS- FD-10-1-1-1
10.8 PEAK RUNOFF DETERMINA TION
Peak runoff is normally used for design of drainage channels and related structures. Drainage capacity is determined cased on either instantaneous peak discharge from the catchment or average surface runoff over a period of hours. For the design under consideration the later case has been chosen to attain optimum design discharge. In field drainage system is designed for
1 in 5 year 24 hour rainfall event, i.e. the drains are designed to remove the volume of runoff from a lin 5 year 24 hr storm.
For the quaternary and tertiary drains this result in short term flooding, although inis should care within 24 hours for all but the most extreme events (with return periods in excess of 1 in 5 year). The short term flooding will not lead to significant problems for either the crops or drainage channels. However, any structures on the drainage network could be damaged by the higner flows that are generated.
Accordingly, a different criteria has been used to establish the required capacity of drain structures, namely 1 ,n S year 15 minute storm. The runoff formulas commoniy used is
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10.8.1 Drainage Modulus for linS year 24 hr duration Event
Drainage modulus for i in 5 year 24 nr duration event calculation using SCS method is given Dy:-
- The 1 in S year 24-hr ram fail is 66 mm
- From soil survey data the soil type is vertisol & camoisol,
- For AMC (Antecedent Moisture Condition) wet i.e for a Curve Number (CN) value of 89.5 the initial loss, la = 0.2*5 is 6 mm.
- The 1 in 5 year 24 nr rainfall gives a volume of runoff (Q) to be removed of
40.1 mm of water.
Thus for an area of 1 ha, the total volume of water to be discharged is 401 3 To drain this much amount of water in 24 hr the required drainage
m.
modulus is 4 6i/s/ha
10.9 DRAINS CAPACITY
10 9 1 Capacity of Quaternary & Tertiary Drains
The capacity of quaternary drams have been determined based on linS year 24nr peak drainage modulus.
Thus, Q(3= A-D d/1O00
Where; Qd : design discharge (m /sj
A : drainage area (ha)
Dd design drainage modu.us (=4 6l/s/haj
Commutative discharge of quaternary drains joining the respective tertiary dram from heaorace to tailrace has been utilized to determine the capacity of tertiary drains The capacity of each drams together with their hydraulic parameters are summarized ano given m end tables.
3
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10,10 Design of Surface Drains
10.10.1 Hydraulic Design of Surface Drams
The design of drainage network is preceded in the upstream chrectron. from the lower situated plots to the Higher situated areas. The water level n the drainage hetwork is determined by the lowest level of the fields to be dramea off. Lower order drains are hydraulically connected to a higher order drains in such a way that to prevent nac*. flow
Tabie-lO 1 Out puts of drainage canals design
NO
Name of
canals
Total
length
Average
depthtMj
Average
w<dth(M
FB(M)
)
Side
slope
Remark
Total field
dram canal
719,280.60
0 1$
0 35
0 15
9
1-Jan
9
Total tertiary
drain canal
189,110
0 28
0.55
0.28
l-)an
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Page S7Arjo■ pedhessa Final Detailed Engineering Study And Design Fig. 10 1 Ternary unit lay out
j 0. JI DESIGN OF IN-FIELD DRAINAGE SYSTEM STRUCTURES
10.11.1 General
Different types of drain canal structures nave been provided on the different components of the drainage system. These .nclude:
i, Drop structures
II. Roao crossings
lii. Outfaiis
The hydraulic designs cf these structures are undertaken in the proceeding sections and their respective drawings, levels and dimensions are incorporated m the end tabie and drawing albums.
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10.11.2 Drop Structures
In the entire drainage system drops are provided with height ranges from 0 50 meter to 2.50 meter. Those drops with height from 0.50 to 1.50 meter arE designed to be vertical drop type. In this case the energy is dissipated by means of the impact of the vertical Jet with the horizontal cistern floor and also due to sudden defection of the jet from vertical to horizontal direction. The other 1.75 to 2.50 meter height are made to be inclined drop type, for this type energy dissipation is carried out by the performance o. nydrauhc jump.
10 11.3 Road crossings
Roao crossings and cross drainage culverts are normally provided wnen appropriate and where a road or irrigation canal is crossing either natural or artificial drain These culverts can be designed as per design criteria set by OSBR recommendation for sizing of culverts as illustrated in the table below. TanlelO. 2 Design Criteria for Sz.ng of Road Culverts
No. Culverts on
v (m/s)
Roughness, n
Protecti Remark
1*
2.
uniineo drain Lined drain
0.90
1.50
0.013
0.013
3D D is depth of water in
3D m
Based on the above parameters single or douoie pre-cast concrete pipes (450, 600, 750, 900 ana 1050 mm diameter) ana rectangular monolithic concrete bo* culverts can be adopted. However, in tne in-field drainage system unoer consideration instead of roao crossing culverts turn-about is proposed to minimize initial investment cost of the project
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10.11.4 Qut-falls
There are different types of out-fall in tne drainage system. These are quaternary and tertiary out-falls. In tne system quaternary drains are collected by tertiary drams. At the tail-race of each quaternary drams stone pitching out-fafbng structure is proposed and typical drawing is enclosed m the drawing album, Most of tertiary drains are out-falling in to secondary or collector natural drams, and one of tertiary drain is out-failing directly into main dram (Dedessa river}. At rhe end of these drains transition Protection work or drop out-fall structures have been proposed and designed
10.11 5 DESIGN OF PONDS
Ponds are reqjireo in order to match the irrigation supply time and irrigation nour of the project. The number, size and location of ponds directly related with the size and location of olock and unit farms.
fl
Design considerations, locations ano numtiers are summarized in the following taele.
Fig 10 2 Typical cross section of pond
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Page mjArjo-Dedhessa Final Det a. led Engineering St^dy And Design For the samle design the followings are presented
Taele-10.13 Design considerations , numbers ana locatios of ponds
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Oromi/a Water Works Design Ano Supervision Enterprisc/OWWDSE
Page 61Arjo-Dedhessa Final Detailed Engineering Study And Design
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Oromiya Water tfvorks Design Ara Supervision Enterprise/OWWDSE
Page 62Arjo-Dedhess-a Final Detailed Engineering Study And Design
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Oromiya Water Works Design Ano Supervision Enterprise/OWWDSE
Page 64Arjo-Dednesse Final Peianed Engineering Study And Design
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0 7 5 39
RGNSP-11-1-1
40 RC. NSP 12 1-S RS
241187 10 '
41 rg-nSP-12 1 2: LS j 241040 70
43
43
240409 34
2.1 kmj..’ 3?
94 5590 7"*
945618 61
94 50 57 38
44
RG-NSP 14-1-1
45
46
47
RG-NSP-1 5-1 1
RG rv5P 15 x-2
RGNSP 16-1-1
73728: 57
2 36/36.50 L 1 233391.29
234550 45
4 Bi
RG-NSP 1 7-1-1
23307/ 22
94962J 21
94QSD5 79
Above At io B«M>e e Road
Above Arjo Bedcic Road
Jwfty.73
in LJ4 5?
3 4 397 25
526L 20
aozl 4i
*2401 25___
i9B2 Ob _
4 55 65
962 93 6736 ?3
49
RG NSP-1B dl
50
RG NSP lit l 7
950 55tt 9393 Above Ado- EJedeie Hoad
966367 15 1S I Above Arjo- Bedel# Hoed
51
RG NSP- LB L-3
2 7985 3 76 T 230902 72
1 232310.74?
9506*9 59_
v5u9o3 aa_
95iflQ3 93
957296 30
CSk
J
Above
*!20r„Be<>eie
Road
52
RG NSP- L9A-1-1 229069 50
53
54
RG NSP-19G I 7
228246 84
Above. Aijo-__Be<Jeie_ Road
Above Ai jo Redei* Road
Ancive Aj u Bede 1» Roao
■
RG NSP-lK-l-i 227137 03
I 77;<J ?7
5 2 9 (1 i
6D ] 7 5/
25 14 0 !
j 146 7 L
OT&miyi Water Works Design And supervision Enterpnse/OWWDSE
Page 65Arjo-Dedhes&a Fina» Detailed Engineering Stu ay And D«kjn
Pend data
Location Pond Center.
SN
55
Descriptions
X
Aea« Location
fiG NSP J9O-JI
226226.59 952*34 88 Above Aic- Bedeie
Gross
volume m3j"Sj
66B6 oa
1
56
RG-NSM9E-I-1
229/15 71
5/1)4 )]
57
FIG NSJ> fir-]-. 223532 5*
1453 13
58
RGNSP-19G-1 L
227395.58
957932 21
953557 43
94 5496 49
Above Ar ip- Bedeie Road
Above Ar io- Ecde e Road
Above Aj io- Bede e Rdad
724 10
59
RlS-NSP-b-t-1
233706 Q7
953177 9|
Adqwc A io- Bede-r Road
—---------- ■------- —--------------
7295 76
60
RlS-NSP-8-t-J
228*03 99
95*667 8*
Above Ar io- Bede e Road
10103 **
61
4.GLNSP-5C-3-1-1
982534 17 Below A:o Beoeie
18804 06
62
lCI-NSP-SC-M-2
204296 60
220524 30
950266 00 Below A‘.o Bedrid
L295 48
63
.,Gl -NSP-5C* L 1 202380 65
64
.
GM3-NSP SC J-l 220529 3o
982342 40
9 50264.. 00
Etelaw Aro iPedtl*
Below At‘O Rp-dele
2069 16 267«.J2_
65
lGm? nsp sc i-i 209559 60
972074 50
Beiow At io Bedel e 3339 frO
66
LGM3-N5P-SC-I-1 206608-09
9/3*6* 44
Below Ar jo Bedeie *299 72
67
lGM-N$P-SC-1 11 220524.30
950266 00
BeiOw Ajo Bedeie
6B
LGP| NSP SC-4 1-1 2205 24.30
BeiOw Arjo Bedeie 2021 15
69
uOl r*SP-SC-5-l-l 220524.30
95Q746 0C
950246 00
Below Ajo Be dele
2021 15
70
lGM-KSP-SC-6-1 1 220524 30
950266 00 Heicw Ar-,0 Beaeie
3537 19
71
LGm NSP-TC-9 0 I 206004 20 979311.50
Belo* A a Bedel e
1165.38
72
LGLU-HSP-SC-ll 214946 64 959954.00
Beiow Arjo Bede e 2838 65
73
LGU2-HSP SC-1-1 214352 70 960220 72
Below Ajo BedC’C 4581 50
?4| lGUJnSPTC-L 0-1 220524 30 9502&O UO
BelOw Arjo ftpriele
1389 4 1
75 ».GU*-NSP-SC'V> 213144 02 961770 50
Below Ajo Boaoie
3.909 40
76 ..GU6 l*5P SC-1-1 213684 10 965359 IO
77 lGj6-NSP-'&C-2 220524 30 950266 00
fieiow A'u Bedeie
2301 88
Below A .□ fieoeie
2431 64
?B lGV7-N$P-SC-i
■ 79 I.GU8 N5P SC-1
213541 70 966222 LO
211547.23 967138.35
Below A io Bedeie 4362 34
Below A|o Bedeie 378:.39
80
_GU9 NSP SC-J 211D49 10 967603 40
Beiflw Arjo Bedeie 3023 02
Bl
lGUIO-NSP-SC-I 210*93.90 969794 90
Beiow Arjo Bedeie 3023 03
62
LGxJII NS? SC 1
210227 .66 970759 16 Beiow A;o Bertel*
3018 15
83
RGl kSP l-l -l
707365 43 981420 24 Beiow A;p Beaele
B7B9 42
84
RGL-MSP-fl-l-1
70)242 IS ’996502 67 Beipw Ajo Bedeie
17891 7|
85 RGM-NSP 1-14
212867 40 972469.31 Below A o Bedeie
7214 60
66 RGM NSP’2’1'1 231479 56 974DB7.OD Below Ajo Bedeie
6569 04
87
RGM NSP-3-1-1 210093.20 975269.15
Beiow Aijg Bede-e
10859.57
80
RGM-NSPA-1-I 209232.24 777238 0A
Beigw A io Bedeie
5095.64
89
KGM NSP-5 J-1 20869j 80 976000 48
Br’inw Ajo EU-deie
*062.85
90
UGU NSP-l-l-] 215659 97 961974 65
BtlOw Ajo Bedeie 1416.30
91
RCAJ-NSP 6-l-i 2:5S43O; 967255 6*
Beiow Ajo Bedeie
3824 39
92
RGUNSP-J-M 215048 46 968309 51 Beiow A o Bedeie
3075.23
93
UGUNSPl 1-1-1 2 3 3010 66 970316 50 Below A o Beoele
6346.72
Table-10-14 Locatlos of pends
Oromiya rtaier Works Design And Supervision Enterpnse/OWWDSE
Page 66Arjo-Oedhessa Final Detailed Engineering Study Ano Design
Taole-10.15 Out Puts of irrigation and drainage structures
Item
No
Types ol farm structure
Unil
Qiy
1
Du op st put Eure on SC canal both vertical, inclined and herirl whII tvoe
Ng
10^8
2
Drop structure Ort SO canal Doth vert tea 1, nc ned and head wall tvoe
No
39
3
Drop structures on TC both vertical, headwall 8* inclined tvoe
No
461
4
Orop structure on TD both head **alir vnrTif rili and niclinefi tvee
No
597
>
5
Drop structure On FD head wail vertical, and mcl ned ivfif1
No
18.035
6
Off take for TC
NO
219
7
Off take for SC
No
122
8
Off take for FC
No
653
9
Division box on SC
NO
. 61
10
Box culvert OH SM
NO
7
11
Box culvert on SC
NO
76
12
[Box culvert on TC
No
4Q9
13
Box culvert on TD
No
93
14
Out fall on FD
No
556
15
Chute structure
No
2
16
Inverted Siphon
No
48
11.0 QUANTITY SURVEYING AND ENGINEERING COST ESTIMATE
The quantity of each type of worn is computed using the topographic map of the Site upon which the structure is to De rest, plan and cross-section and detail drawing of each structure. The eng.neering cost estimated incuoe the cost of material, labour, equipments, percents of overhead and profit cost as per market price value during detail design phase study of the project.
The unit rates are of the specific site condition applicable omy to this project. The complete quantity ana engineering cost estimation which has been incorporated in this report is available in separate volume, j.e. Volume V- Tenoer document
Onjmiya Water Warns Design And Supervision Enterprise/QWWDSE
Page fa 7ArjO’Dedhessa Final Detailed Engineering Study And Design
REFERENCES
a. SANTOSri, K.G Irrigation Engineering ano Hydraulic Structures. New Delhi 1987,
o, US, Bureau of Reclamation, Design of Small Canal Structures.
c. Ethiopian Roads Authority, Drainage Design Manual, 2002.
d. Mott MacDonald in Association with MCE and WWDSE, Koga Irrigation Project ano
Drainage Report, June 2005,
Drcmiva Water Works Design Ano Supervision Enterprise/OWWOSE
Page hflArjo-Dedhessa Final Detailed Engineering Study And Design
Annex 1 PROBABLE NEED FOR LINING
Soil classification symbols and a relative rating as to permeability and
probable need for lining:
SNo
+
Soli Classification as per
Notatio Soil description
PermeaDility Probable need
1
well graced gravels,
G gravei sand
w mixtures; little or no
-2
>10
Extremely
permeable,
needs
2
GP
Poorly graded gravels 
or gravel
sand mixtures; little or no fines.
Extremely 
permeable,
needs
lining.
—
-2 ~T
>10
Silt graveis, poony 3 G graded gravei
M sand-sm mixtures.
Usually fd«riy 
3 impermeable but
>1O* to 10'
6 harp to noid on
r
4
---- I GC
Clayey graveis or
poorly graded
gravels-sana-ciay
-6
-8
>10 to 10
Mat range from
moderate to very 
low permeability..
5
Well-graced sands, or
s gravely
-3
>10
Moderately
permeable.
T-------------
Poorly graded sands Moderate to
1 -3
6 SP gravely
sands; ittle or no fines
>10 highly permeable,
usually requires
7
1
s
Silt-sands,, poorly 
graded sand
M silt mixtures.
-3
-6
>10 to 10
Usually 
impermeaoie
good
Clayey sands, poorly 
8
SC
graded
sand-ciay mixtures.
-6
-8
Usually 
impermeaoie,
>m min
good
Oron-nya Water works Design Ana Supervision Enterpnse/OWWDSE Page 69
3Arjo-Oedhtssa Anal Detailed Engineering Study Ano Design
9
M
L
Inorganic silts and very fine
sands, rock flour, silt or clayey fine sands or clayey silts with
n-
>1O’3 to 10"
6
Fairly
Impervious, but bank
section is oifficult to nolo in place,
1
0
M
rt
Inorganic silts of high compressibility micaceous or ciacomecaceous fine sandy or silt soils,
>1O’4 to 10'
6
Fairly
impervious,! but sank
section is difficult to hold in place.
1
-----
1
2
c
CL
Inorganic clay of high plasticity
far c:av5
>1A'6 t-rt ICT
Very impermeable when wet or extremely.
Inorganic clays, graveiy/san<jy/$iit days, lean clays of tow plasticity.
>10*€ to 10'
8
Usually very impermeable.
Lining requirement is minimal.
r*f
..I
1
3
0
L
Organic silts & silt day of low
Elasticity . 1
-4
'8
tn m
0
u _ _______
Organic ciays of medium to high
plasticity.
m in-
Permeability 
fairly low but
stability is
Low permeability of soil is kept
wet but stability is
Oramiya Water Works Design And Supervision enterprlse/OWWDSE
Page 70_______ Arjo-Dedhesw Final Detailed Engineering StuOy And Design ____
Annex 2: Hydrological data for (tie design of Cross Drainage Works at DR PC
A, HYDROLOGICAL DATA FOR DESIGN OF CROSS DRAINAGE STRUCTURE AT RIGHT MAIN CANAL
■
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Orcmiya Water Works Design And Supervision Enterprisc/OWWDSE
Page?]Aqo- Dedhcssa Ftngl Decai leo Engineering Stu fly And Design__________ r B hydrological data for design of cross drainage structure at
r
LEFT MAIN CANAL
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Orpin ya Water Works Design And Supervision Entcrpnse/OWWDSE
Page 72r1
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11
11
Arjo-Dedhessa Final Detailed Engineering Study And Design
I
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PiaWrtfq w^ti C*nw4 Monar fl 41 fix ?3 trim l**rj Zivnpct «■;. U|KMd
rti ffitiwvy <j!n czm: rg raorng *1 -M CiMng «K CDmpCK jujMjmg fl eatii vi zcronjaron
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7 t 79
mil
1B.DS9 492
------------------------ ' ft
Matonry m Cement Mcxlar . 1 r. routing com ano cwrwy a nee o* a 1 maiBT’ais iatehf cnvpei cunrg eK
compMe
■“
m3
1 -&l €SC
WImSDS
-
r
place CIGeafi concrete m«qw 4e*ti
a an ana ternary dram oemenwd slsrw
95 14
ptionng camv oea
mJ
2.174 MB
7M <B734L»
w
*Mwing wth. Cem<nl M^i-fe* 11 4|
mu 20 mm <jnT4tdia tv exposed ar ma-k&nry wvb inouthng racMng
□rprti ana aong eic oon^leie routing aft **ai el al amMruclion
5Z «
m2
259 WK
13.522 61*
¥
3<Onm> tNcm dpmrtw>5 vone picnngiV-ei R>pRVj
m3
<4
2®i DOO
92 30? Bid
W
EUo/M ana Zorn pa oar e s-opy fc*-*cwo rnverM W *4h tn lOm Mn&w a*ea if<eaa 4 :cnv#d 20 cm lhex ivrji, !#■■*■
3 72
100*39
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3.7*3 771
5l* Tciai
374 346 9
r
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S
S
2I
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3
COV EM MAN
hi MO S
Road Network*
Aceest Road Along Ma*m Canal*
J"'
QUANTITY RalcfBirrj
Total Ammintieirn
Itmi Dwcnpfit^n
J
i SUMMARY of i.jm i-m aMve Aao-Btdeie raw 5 AY ITEM
DESCRIPTION
2000 SHE ClEaRasCE
J
_____ 31 01 CleJiifrg and Grubbing ____________
1
24943 33
OTAL
ERIES
■ 000________ _________ ____________________ jddoJdrainage
3'- oT ErcavBton Di open dram I Chorine*
EaCJrVBlugn-________
H2&159 683
1125169 esT
1 01 A
1 C1A.»
1 2Ci a ■
. 2 Oi u ii
SaH maier** ai any depth
tiara
Struclurat ErtavJtori
EjiCavaiiQn in inA material ifiuivert
m3
EiccaMa"-txn *i fiard it 3 cr.g
r
m3
1
ExCawatiQn m jaft mate'-S /erasing will
ml
da£K<iliifia
r ““
-
1 2 02 a ii
Jfcmq Eicauated ma<e*idii tuiven
m3
462
6*37
31026 34
|
uirfig Eiovaieo maieriaii rewrwng wa^i|
m3
1
C&ncreie pipe cuvefl with eiais B Seddinq
----- ------------ 1
_ -2 D3 ;h
136* diameter R C y«ue
LM
0
ii.
"I
2400
313440
--- --- .-■ ------ -<■ ------------- —---------------------- ------ j 4 ui'b.ii------------ Groped Riittite Paved Wiawfwayiiwcj
34 oil Stone ailtrvrtO 1 1
l2
139
tB9 66
20365 52
.4 01 Gtouted R jb&e ^a^ed WaterwayFives m2
Idtfcfti
0
na d a yea rot*
n
m3
3* 03 Slone Ma*dna-, WaJIt
II
1
I
I
I
>4 Q3ib'i Cement Mcxtareo - Tor pipe GJixe*t
m3
—. £3 b ■ Cement Mortared ^ar reining will.
m3
32M- Cutten and acourlenani MJUCUre
* 12 lO'b 1 itgn yipd ilress sLeei b**!
KW
Corcrt'e lar Krucluret
T 12 Q7>p C-30 caw in artu concrete
m3
SneSling Matena<
roJL
TOTAL
SERIES T WQ
1566722 6G
} 4000 Earthworks
<7 01 Cui ana Barr?* id Mi
-f <2 (11 [*J\n|A Cal 10 rill.wmpaciedir. 2&Cmm ayert dq ! 93%mMlifiea AASh^O
m3
1
370420
159
63614960
T
4
-I
T
u
jjtfjMl* WAH4
KM>M *«01UH.M5KM E NTE*P4i$(|OWVr[KF|
I**iO WDLStA HnF
ArfITr 4Jfci ATI
ih**A4»ilJCru«tl
(j1iWATl
r Item Otcnptiro
UflU
QUANTITY
UM
naiaiBiMi
T 'ertji ArwmjPU Buri
¥
CoHOHtli ’ 2 4 > Hlii C-2Chrt'r^ 20 mm ME HB grfrM metal rai^fhg coil: rxJ
-JWtyKcB tx jf ffifltnvfe aco_»’ cnargrt Lunng ^-C*eiB *ar £r>pnq Etc
m
9 01
a>
V
Sjpp-^ inc *r bpix-d*m H-jany *^«*a oiE* *taM<rcemErM xzxiiiq r>fl iq nirjcJiuiiJ Ckiwgt ■Remqyce n«i >i vn*i m tee tnxn ihrt,<ri
grEiM!. pi« eu: and a^ Dibar UCrUtnCBi. wti.;h a^Kl ttW iro- Wfr^BlB Pond
VI
*1?
l*S
3 357 16
SuO Tr*»
Grirta Tm ilv idled *<Fdo fix^e bed
PC*T
PUMP Tq*K5TC*i4ER QPtRiTQA ANO GUAPp K>U5E5 ’tirPi ^uifc.
5« Ot-tnng jrxj Slnppng ■ > SOmM l»j Wlflh inOuflng removing U«S DutNBi WUM HE
F
i-n?
aa'iis
?715M-30
rw-3
22i*W 16
-n^
3 7 15
■nl
,rn‘
ftiwg w 36*7*2
3732
Mjr. »yi, _____
_____ iOO mm f’c* C-jO J *l* conger »n mwi ftaST j^3
r
0< fW^WCM gnocrwcf hi]
I
I
3 7 2 3 1c-Z3 Zi'iQjfc cz^crac yi P i*drrk4 w ai wi- 2 7 2 4 [C25 grMt WCTi *i ortimlog.
rn3
C ^jfiRj^Qjican uofin »i» p-imj: mtji
,
_____________ *n3
1 72 3
2 7 2?
____ 372«
J 7zB
37 2 iC_
3 7 J’l
M.rj Wfi ne.rrtijrcemere bam Dirnnfi jAlfc ilwri rHi!rftWTT*r*t
M-3
likrir
I I I'
7
__ ? 21=-
3_72 U
____ 3 7 7 1*
/■a
*1
2*4.
*3.
£i.
372 19
_ [Ml<| y:C-3nt 12TWW □ 14 ‘nFIpr
t>B 1 I i£H MMW14unm ajflWiir
|M*d Pjeei lein^cfr^tn! Dam
Mifl l.lr*’ rfinlpirjmrri cam
Diknwler
*AW lIM-i fe-ricrWi’c--*: bkr> TUrrm
yjy jieijii ifrWnen: oam 2tMw
[U*g |*w raiRl&ie*iTH|ilw bam gferwi AyiWer
ilee re-riwMnw*W 3am<n diimew
1
___ 4 AJjpixjhi fair-’WOHL In iy» SL ? 4 >nd ? 4 £/2 B <n/ ZOO tfax hc^tjw tMKKSi waAi
j*g
,m2
1^956? M?Ci
_ M-aztT V7J73 6
>wei&
53340 Mi 4377*
‘Y iyr?U|
Z$W5 Slf 13W7
Willi wO*H IWWH md tuMivrSKjh E*TEifrmiJkOww«E
T■ •0 CwLW 554
2
-I _N.
I
___
Uflil
QUANTITY
_____
1
Jn»™ OeKnfHMn
Unit
Ralr|8*0
__________
To4a1 Amount! Biirj
| 2 Q*i Bir* iB
Borrow W W compacBfo in 200mm ij^tn Id 93%motfrf>0 AAShTO
m3
Capping layer comp*SM to SIS*m<MrtM AA5H7O
m3
1 2D3 a ■
G'Jl io Id-uiI
m3
1143738
JTS49
J1SM5206 6
201. C
Roca eicavabqn
mJ
w 2 03 a ihi
jOwprhi^
mJ am
I OTAL FOR
1 ERrES
OOO
3707001096
I
SuBBaSE.6A$E_C0l*5E ANO I-gravel shoulder
1 OMji
Owvi weanr- CBtrse
m3
1292AI
213 2*
27«7M0 *«
otaL for
Z7567BW 44
I-ER-ES
■1 {W
BCOO
ANCltLARl wORk$
-------------------
J
Ce^reJie* ma*kfirs in-p Kjt p< i^li 0uKit pest
---------
no
“H
72
<69 6
3M1V2!
i?0l Ci
K.lQiTlftfr JKltl
no
.
*£
769 53
1769-9 19
J n0ii,*i
ftQ’i tees
■I
—I
&g*i r*oe ffifiMr Dy Itbjmu-irjm altajr of TncJcnuj 2mm and area n« exceedi"? 2 tq ffi
m2
171
2636 76
*4324 92
-------- ------------
CUIS "A fiMWOT 1 an lupporti
-
no
77
«76 36
A74B1 25
f 94 0J
Class “A’ concrete j.-ja Footings
m3
12
2594 77
Jll37 2*
1 TOTAL
1 030
194953&l
I SyO T«U
409 156J15 43
1 2 SUMMAA t OF R ih! Srfte MHw Ar -o-Beoe* rq»U 42km
PAY ITEM
1 %0
DESCRiPTiO
' — 1
1 2000
Sl’E C-EARANCE
21 Ci
Ckwig aM GfuMHnq
Htc
1W 5259907
24.W IS
4503621 963
4.503.821.19
2000 DRAINAGE
t EjCivaiW Of G>P<in draniCMnnei 31 01 Ei£?h<fr3r
3* O>1ii SoR marena' an am Depth
m3
3‘. O1<bi
dira mjocna al a-m Depth
mJ
I
5rut?jrai EattvataM
510i .*ii
zaC-WIton inirtrt ’■naitfiai Culvert
m3
-
»OHbji
zaca^aten innara ™«yh
m3
EaCSMaAon micft malEnatUetasimg w4fl[
- m3
J
QtClWIL* W*TEt CrOftfl DESIGN **C SlMRVlSWN EIMTf Wtf«iOWWDSE IM
UnH
QUANTITY
Item D«cnp^©n
Unrt RaWBim
Total AmcHJrttlBirrl
3? O?iau
Uk'g EfCMIed I material ptfvert
m3
Wig Etclwaied TiaKnji'reijining wgJI'i
ml
Conceit ftp* culvert with aas & B
fleddm •
■
__________________________
32 O1.*F
36" dian-H-EEf fl C pm
lM
32 J3i«.F
42“ dia/rcbcf R C r^Hf
IM
4.2 33. i.
48” aia-T*re - R c c<*
LM
---------
m aimh
34 01
Slone Citcning
touted Ruoole Pavea Waierwa^ipipc?
m2
34 OlSJi
CkouEW Runftie Paved WalerwayiPawed dKM
m2
H*ryj rods
ml
3* as
Stone Mawury Walls
34 03ib|i
Cemen? M&rtared Ipr pipe culvert
ml
34 33-t:.
CemeiM Mortared lew retairma wall
ml
3200
Culvert A'to appurtenant ilrudlure
31 ICXbl
n-gn pick! stress Heel dais
------- ton
----------
ConcrelE lor slrutlures
32 07-DI
C-30 caii ia -cowere
m3
Shelling Matert*
m3
4003
earthworks
42 d
Cm Brxnyw |g Nl
42 O’ arfiJA
Cm to Nl cc*np«1edin 200nim iyMl M> 93%rnadrE« aASHTO
m3
2591901 61
169
<80731375 5
42 OlW’JB
Borrow to fill.compacted in 2D0mm iiye*i to 93%rnMiAMi AASJhTC
m3
42 01l».i(-l
Clppmg Jy»r compacted !□ 95%rnoOf« AASMTO
ml
214056 355
167 6?
35951’<7 28
42 C3i.aii.mi
Cur to ipoi
ml
10654T3 939
275 46
299081455 7
42 QI 1 Cl
A<X-* ei-cavat-an
m3
<2 C^an.ni.
Overhaul
m3 *m
823,793,949*5
50C0
SU6BASE 9aSE_CDuRS£. AND GflA/EL shoulder
Ji Ol(»H
gravel wearing etkirie
i “■ ~
ml
9C2&& 291
21 3 24
19251075 17
19,253,975.17
SOOT
ANCIUAR* iYCHRkS
1
OdireHlt ma/neri ang Km pr-srt
32 0’ J,i
Gude r ?ti -
nd
0
469 5
0
92 Oil. 6(1
Kiip-meier posts
no
44
769 53
13159 32
StgfllKn
94 ow
Sign tod made Dy aflKjrniriMm alto^ or nucfcneM ?mm >ng area nor eneeedmj 2
■iq rn
m2
17
2636 76
44624 52
£i>i: iM|£ WSTER *rt.‘ 1 i 5E S^CsN AND SUPE>RV«SK3n F NI tKPR|SE(Qw^ND5.‘E)I
JO-MOC1U $CMf
’■'JA& HE rwo«5 rtrtt I JT'VAFE
4
UM
QuANTITTf
Umt
Total Amount Birr]
l*rri Deicnpboa
J 9<024».
V
Class "A" concrete »*/i sup^oni
no
77
«76 3B
67481 26
94 03
Ctais wncreie *gn toctngs
m3
U
25H 77
311372.
_ TOTAL
I SERCS
■1 9000
irr 302-74
_
c Tata
I—■-------- ----------- ------------------------------------------
347 ??« 14& 36
■
1 PAY ITEM
Ng
2000
1 1 j-WIJAfiY HP . anrii.4 Ar a-Bede-e .Old 6." 14 km
DESCRIPTION
'SlTE CuEARan^E
1
J
■
1■
1 2101
Cieanns ard Grubbing
nee
265 46SC1
24. MH3\
r
6622983 516
■J
* *otajl
SERIES | 2000
J
ttzzwsia
It 3000
DRAINAGE
________ _ ._________ - -—!
I 31 OW
3i 01
Excavaton pi open oratni Channel Extavanon
Soft maceral at an/ oepff*<
m3
• ji di c
,
Hard maie'.K ar any oeotr
m3
$m ctu al E-ica^pn
r
[ 32 oijl.ii
,
Ercavatron in voft matenat curved
m3
—
| 32 01 b •
iio.aiKir in naro matenai
m3
--------
Excavaton in left mrereiiretarnng wad;
ml
i
iacxfillrg
—J
> 3202 a...
jairg Eicavaieo maiera cu»vrt
m3
r
Jsmg Excavacea material, retailing wall.
m3
fi
kmereie c»pe cmven wen ciata B
leolna
32 C3<rj , 36' Oi-nwr R C PC*
L«
13E
3005 68
<08772 48
1 32 03o.i <2" diameter R C pipe
UM
32
2565 63
6274016
1 32 03i4) 4$ ‘ dian-eter R C pipe
LM
M
2480
138660
3< 01 Slone rdcninj
1 J4 01IHH O0U»« O » * ‘ *1f'fP«''
Ru w Pa ed A ,,erwi
m2
'Grouted Rjb&e Paved AaierwayiPaveo 34 01j^* dden
m2
il rec roc*
34 33 'stone Mawwy WaH
m3 1
34 O3|b.ii Cement Mortared /o p*pe Cuivedi
m3
34 J3-‘bft Cemeni Mona rec far retaining wall
m3
3200 [C
jven ano appuoenanr rzuenxe
32 iO;b,i r»gn red itress itM bm
ton
Concrete tor structural
"1
— -------------------
32 07(t 030 east .n utt, concrete
m3
Sneetinj uamn
m3
TOTAL ”
SERIES
3000
— . 1
40C0 EARTHWORKS
—_------------------------------- - _-------- i_
I
1
630392 04
42 0 i Cut and Borrow io f»i
—-------- ----------------- .—.------ -
----------------------
1
ftOMiA WATER *C*IS DESIGN MO Su*f *V«SlON tNHRPR^io^^j^jODhIMSSaWIF
ISTIMML
N
Unit
OUANTITV
tom* DeacnpLion
Urirt
RllefBMTJ
TOUI Aji»Q4inC[Birr>
_______ -____
Ti
2 01 IjlniA
2 jc » fin compaciedm 200mm ayeri in 33%moo«fied AAShTO
m3
*390-36 5*71
1W
’41921Q6 *6
2 C-T
aorrtrrt in Ml compaciea in 200mm taycri o 9 3^ mu? fits AA-SHTO
m3
iZDiia....... .
Capping iiycr compacted <□ 9S%mqdifwd MSkTQ
■
m3
i2OTi lH'*H ■
C Jt in ips*
m3
333689 80n
275 48
9*D9®4?5 4'
>
*2 Oi <£>
ercivaijdD _ _____
m3
_______________ —---------------- -
• 2 03^1 |i mi)
Oww
m3 Km
!652M5J2 i
SUBSASE 6A5E_COURSE AND MOO GHAJEl ShOiJLOER
Si 011,3:1 Gt^Ci ■vrarin : course TOTAL
SERIES
9000
m.J
m3
174529 934
213 24
3721676J U
37216753.13
MOO ANCILLARY works
_____ —---------------------------- -—
»2 Dh»i
92 01. ci
1_'H 'e-iiei rr-ArKers ana F.™ . Guide JSC Si
<W
2200
469 6
’.033120
Ki«jm*r*r riOlU
nc
72
7«9 S3
$5*06 16
• Sian laces
94 Dn*h 1 94 024*11
S'pr 1ac* made by ilkjmi^um aJlny c/ thckness 2mm and area npi enceeding 2 3d rr
mJ
17
263E 76
**42* 92
Class concrete sign lunpcrrt
no
77
076 36
5744-1 26
94 03
Cteis ’A" concftte sign tactirgs
m3
12
259* 77
31137 3*
TOTAL
. SERIES | 9000
1231989 51
UD Tolil
2:0 992 6*1 741
3 115 4 SjMMARt OF Let! Side &e<y* A» oBtde»e Row 37 652 km
—
[ PA* ’EM
Nd
DESCRIPTION
2000
SITE CLEARANCE
. 21 Oi
Ctean^g and GfuObirj
rwc
2B 9623605?
2-94*33
722562 5315
J TOTAL
1 SERIES
2MO
-
722M2.S31S
| 3000
ORAiNAGC
1
31 Oi
Eicawabdfl O# 30*n cainiChannel
i Excavator-
f 310111)
+ SflH marten* 1 31 an. mcih
m3
6263 49’ 749
76 79
siioeo si49
1 31 ftiifrj
nard material at any deem
m3
- -...
i Struct urn EKOv&14ft
------------------------------------------- 1
32 0MH
'ExeavalHJn in iq!* roalena- cuivcf*
m3
*■■ ---------------------- —
1 32.01 (frn
Evcavaban- m nare mawn*
m3
—
■
--------------------------------------------4
1
Excavawn in tc-fl mitenaii retaining wafl;
m3
1
OaCJcfiHrnrj
I
1
(bZZ-iviLA V»*T?* wORH DI MG«* ahD SuPE*viMCin C'fT[ipifS(|0ww»f |. !>h[DI3Sa'5Z)ip
slac wtAOiuss* t .’.u-n
N,
Unit
quantity
Hems Description
Unit
RaiefBirr}
Tout AmountiBhrfl
W*5 Eacavaied maurian culvert
— —
using EiovaLea macriai^eiaininQ wall)
m3
4B2 2
6* 37
31019 214
m3
Cchictcw pipe cuivm wrfh cum B
6cadif^
— ---------- —
32 D3i*l 3£ diameitr R C Dipt
lM
12 03(ii>
*2' diameter R C p pe
LU
64
2585 63
1654 BO 32
32
4?' fram^pr R C pipe
LM
33
24 80
81WC
34 01 Slone ptchiog
14 aiftyi
GrOutM RubM Paved WiMWWaytfqM 1
m2
13?
1JJ9 60
26365 52
34 OHfriii
Grouieo Rubpip Paved waLetwaylPavee
dUcti
m2
0
mne .avtro ttxa
m3
34 03
Sun# Mason*', Wail
34 031011
Cemem Mortared ’for pipe Culvert
m3
34 Qli.bp
Cement Mortno for retiming wan«
m3
JL
Unit
QUANTITY
Urmi Description
Unit
Ratel'Birr)
Tcm*I Amount! 0irr]
3200
Cj*rtrt and aqpunenani structure
32 lOlbj
high >-ieid ifert nee bm
ion
42 Oil.4^ iilA
-
Cut1D iw CQmpMedm 2Q0rnm ayerg to 93^mpdifiea aaS^TD
m3
4390M S*71
189
74192106 4ft
Concreie far irrueiures
32 07.bj
C-3C caw in concrete
m3
Sheading Maienai
m3
TDTAju
SERIES
3000
78147912 03
4000
earthworks
42 0'
Cui anc Bartow io fn
Cut iq fill eompactediri 20(knm aran w 42 Omil.h A 93%fn«jified AASHTC
m3
820600 s?e
169
138881565 3
+J Ui{»M»'B
Borrow ta W compacted in 200mm «ayers 10 ^3%m9dif?«3 AASmTO
m3
42 01\9Kiii)
Capping Myer compacted ID 95^mgdi*ea AASHTO
m3
191721 554
167 62
32136366 88
42 01.Ilin
Cut tc spoil
m3
435675 &
275 -8
1200*9914 3
*2 0i [ C.i
Rgck ■HWMOfl
ml
Owemaui
-------
j
42 03i.a (m; -
IC-*al
SERIES
4000
ml km
—
290 837 345 45
,,
MOO _
subBase base_course anc
.GRA/El SMCHJlOER
51 Ohan
TOTAL
SERIES
5000
90<5O
Gravel wear-i j course
m3
50485 ig^
213 24
1716351573
ANCILLARY WORKS
17163515.73
L
.
J .rtDMLJ, ■A'ATE^ A'OPtiDESKjh and SUPERVISION ENT[flPHL'5[|iy^^1KtCZrtt I 'MATE
N.
UM
QUANTITY
IWflii Dwcnptw
Unrt Rjta(Biff)
Tori’ AmounuSkrrl
- ---- -—~ 1 i
KQha
| De!inta!ef mamea sna kt owls
Guiae p$i
92 01 c
Kilometer gasis
------- ---------
ng
rw
72
Aftse
33811 2
17
769 S3
'3352 01
Sign fates
S^r lace rnaae toy um aiity erf
INcknrn 2mm ano area rgt eitee&ng 2
9*0Mj
m2
17
2636 ?S
44524 92
C ass “A" concrete sign suopgfl*
fiO
77
fi?¥ 35
67451 26
94 Cl
Ciasi "A" oonveit s ;r f<jcirtjs
mS
12
2594 77
31137 24
TQ^Ajl
SERIES
9000
19(1335.63
Sjd Tdai
384 062 173 37
I
Total Cirrind to Summary fw road along mam canal
1,55^939,679.91
5 J «£*» PiMtf Seconflirji Cjasn
I
J
J
Pr^aci Hum
Sewndfi’-f Rom
Ueftjtr. km =89 993
A
0
C-A’B
315151
seeing out 4 site clearance
3 l 5 2fi 1 1
( Setting oui ibe iwzcnlai Alignment
fci52 i 11
Seeing out the "lOnzcxw Apflmtril
L«
SSW3 74
0 64
JWW
I
XV1SIQN3 15131* Tqiji imh
DI\li1ON ! >21?
• SITE CLEARWCE
1.2 L
iGrau, cuti'njj ana Bush Coating llrghij
M2
Timw
0 331
J2?5T?2l
1
ii.j
n:
0USb Clearing [Hea^
M2
0455
lira
■Tree cutting and Mumps renxhia
1
ThKuMW in Slim ,<$ter
NO
1200
16 55B
44J44J.JM
b
Th-y«nesi n d-am SO - 1D0cm
NO
4M
33 7C3
ISIC*.35
r
|Trw.nei3 iri darr >i00em
no
0
1 24
StcneiaCMKJsri removal
■
■
Oiam * lOOcm ■ a* aut ctk»&«
M3
0
3ft 769
111»
I
D
&*m <l50tm
..
M2
M3
0
53 505
WH
120
Sfripp rg M3 Grutt-n* removal
0
1 235
flLJDQ
□WS’.ONI 5
.212 Tgtti
1
I tuff ________
1 sEflitr^
2 52 1 Tot*
SER.E53 l 5
WI.7IJ .h
II
II
II
I1
I1
II
22
EARTh iMORKS
j----------- —------------
DflrjMi* aaH R wWCS OCSiGfv **O SuNIWOm EnIE MfiiSE-jCwwtr^h MTACJS.ILJ O I El*," wll
fl
.N
Uffll
OUANTIT*
M#iw Oflicnpbon
UM
RaiejBifTl
Total Amountl Birrl
DIVISION 315521
EstWMHffMHtO# venjC-ai angr-menl
211
EltaDlisnmcrri of vertical ahgnmem
M
BS593 74
1 637
1*7319 752*
2 1.2
EKiavatKxi ip .eve! ana e-ompadion
|— ---------’
0
a
ic-1 Matenai. Cui-f-
M3
la 39-49 98*
50 33
72*7015 695
D
in<e*mnfciie Matenjii loft ro«j i Cut filli
M3
0
&4 72
0
g
Hara Cut-fin
M3
0
2*2 632
0
JlVIStOMi ’
< 2 2 t Total *um
7J9*3J5 6*7
□fVlSlON 15222
CONSTRUCTION OF THE ROAD FORMATION
2.2 1
S+ae dra-n eacavitiori arvg maserui lor
LTte ot camber tarnutjoni Compacton tor Camoer icrmaiian
a
Scrfi M arena* irreise J re c- depin
M3
7199* 992
50 116
34*1X1 ii i 112
a
lelecteo m jienai ftir emoankmeM
M3
2*9102 6722
66 232
i |*aiii?7 17
lH
e
Mara Rock Excavibcn
M3
162 093
Cl FNI
XU1&IQH3 1
.2 22 Total
lum
ZOIEMjTfc |Y
£ftl£Si 5 2 CONSTRUCTION OF EMBANKMENT J ANO GRAVELLING
OflVlSiQN
3 1 5 2 3.1
Placing Gravti mawn»s
M3
■q
Gra«i maiRfiaifl proouetw
loading b*no>d>ng ^reading ano compacting wNtn it trinspoHeo (Usi*g DT _oader Tract tv Dl. etc from}
a
0 4<s <5'krn
M3
a
100 9?7
O.IM
-b-
5- jc < ]& km
Ml
0
112 135
U.00
c
10 < ■ ■ 1 s;km
M3
0
156 7
0.00
0
15*i' 20'ktti
M3
D
1*9 66
0 Ml
e
20 * i <25'km
M3
13*5*0 6* 13
156 731
2.31577H 53
r
i2S«i
~n
Terbafy
Fiy Hem Nfi
Project Mme
------------ ---------------------------------------------- ProeG Lflnglr km *2i2 6D4
H
:i
*
DROMjA WATER WORK* MMG* ARC
I N’i HFFLt££.|QwWDS£9
□rtIMbSASDtf
N.
UM
QUANTITY
item* Owcrifrtton
Unit
Ratal Birrt
Total A/npurrfl Serf]
series
117 31
IN OltfrSiDn3
17 3 11
?
1
A
B
C’A’B
111
ivision
172 t t -1ji lu m
SETTING XT t SITE CLEARANCE SeWhfl CM me ngriZQnW
1
<vi$iDH3 1 7 2i2
Scflii-H) CM me horizontal Alignment
UM
212604 6
064
136 066 54
121
- - ------------------------------------
1 36 066 94
1 22
sue clearance
123
GraiB CUfling *nd SuSh Clearing [UigMj
M2
212$D *6
C 23
9 67351
.■
But* Cle»nnc -Heir.
M2
0 46
—------ —
■>
124
a
Pee cutting and removal
TftiCEjWlli m diam
NO
2430
is se
61 B98 29
Tinirhnrs*s m diarn SO-
NO
IflOO
33 70
60 65S 40
TluCWWiS m digm >l00d/n
no
-
b
Stone/0ou»efi fenxp-a-
—
12S
Harn |<1C0cm pl aul : ■bppfra
M3
4 DO
33 77
25.402 00
■rvtSiO 172 1-2
Sun
Diam <i50cm
M3
400
63 51
494 00
ERIES
1721
eriii Sum
--------------------- --------------------------- ------------
5wipp»ng and GruBBng removal
M2
0
1 24
-
SERIES
3 17 2 2
ITS 133 20
DIVISION
21
314.200 14
211
EARTh AOfi^S
212
EvaWishmeftHSf rtmcai aiignmert-
■
EiraJOiisnmert &i *Bertitai aii-jnmere
M
21260* 6
1 64
34 B 033 73
&
Ei&avarior. to Kve and Wnpacii&n
-
£
soft MaeanM 'Cut-fill
M3
340167 36
$0 33
17 120 623 23
)lVISlON2 6
2 2 1 Ttfai
turn
mtermigiale MaleiWioh rocM) i Cut-fillf
w
0
64 7?
-
)M5kON 2 7
*<ard Roti .Cul-fill)
Ml
c
242 63
-
1
321
1 7 4-E-B 656 96
• 
—-—
•
----- ------------
CONSTRUCTION OF tme road
FORMATION
&oe drain e icavaixjn anfl matanai r<ar uee qI camoe’ kynsiDonB C&mpacton CiffiDtr formarbon
—1
1
e
Soft M^enai inwipwlww pl depth
Ml
13B192 99
SO 12
6.925 679 B9
lRQMl!iW*T[R W-Ofcrt MS GS *ND SUPERVISION 4wT[RFRiiE<aww&it |.j-UHEDtSSHiSDir
MF "Vs ?* iJS COST »r«Marc
nJ
Untt
QuAWtrfT
UM
Total A^icrtjnij|6.irrj
itaffil OeiCHfjLiDn
WSiG-N
6222 :* ,ii sufP
MteaiBd naierm fcr cmiMiMinwfit
M3
552771 96
6E22
1SS05664 7*
series
3 17 2 3
HBFCl RdcK ExCJvJibdn
Ml
162 09
-
division
317231
«531 344 6?
311
CONSTRUCTION OF EMBANKMENT GRAVELLING AND STABiLlWTlON
a
Placing Gravei rnacenaH
MS
0
Gravel rrjtenajs production.
Hidfig jrwid -^g sheading and c^ynpadnig whtcr> is nanipanefl (Using DT leaner ere ^cjm
G
id ■ $'kfH
Ml
5
IK »7?
■*■
1
d
i5<pi < 10JkiTi
M3
0
112 111
-
—- ■ — e
ilO « s cl Stm
MJ
0
140
I
15 < 1 c 2OJ- m
Ml
149 63
V. 1
1 VISION f 72 3 1
.“SI Sum
(20 < X < Zifim
Ml
27<53£5 90
156 73i
45 671 O72 M
■ 75^ *<3Sjhm
M3
0
167 772
__
*3 871,02? M
Tffiai Cirrbfd to Summary tor road iipn-j Tertiary Canali
iM.iaijM ?a
*
^4if1 Ftciqt
□
PnDjtzl -EfialhiStm *36l -BOB
1
Item frw
A
6
c-a-q
£RiE53 1 9
1
SETTING OUT A SITE GLLAftAKE
jlVi-UGH * *
Selling wl trie hpnzunlai W gnment
i1i
SeH’n j &ui tte rwnzoHtfli Arrjnmefn
M
161 BOB 61
064
231.557 51.
DIVISION 2 ~ 3 1 1
Total iJjm
ISl SS? Si
Dmikh
i r a 112
SITE CLEARANCE
l21
Gdass{WflirjiflfXj Bum Cw^nng |\igMj
M2
217DB&1 66
0 33
M? 737 51
122
’Sirt* CtenmG jHea-\d
M2
0.46
i33
]Tre* CLfflrfiq *rx] siumpi rWTWV
a
(Thrckneis if dam <50tm
MJ
1MM
16 56
33 703 00
D
|Thiciineis in dim 50 - lOScrr
SC
5OG
33 70
16 ftSl 50
~~ TriicXnejs in darn *lDGcm
no
1 2.4
Stfins-i'Bpdldera rcmova
a
Di3jTi H lOOcm PJ? cropped
Mi
1000
61 505 OC
0
□imn ttSDom
M-3
SOD
63 51
617 50
175
Shipping ana Gnj&E<nj ^emovai
M2
*Q0
’2* .
494 DC'
I
t
*DM>* MrtTIR WO«Ki DES j* AND 5uHfcvi§<|#i !N [RP,RrMi.Ow* DSE■
-
I
I*yC
RtjAi
CW
31
j.N,'
Ufflt
quantity
Heme Description
Unit
R*t*40wr|
Total AfllOUntlBuTf
DIVISION? 7 3 1 2 Tomnum
1 102 9DB 51
SERIES2 7 3 i Total Sum
1 334 4« 02
ERiESJ 1 t I32
EARTH /VORKS
r■
1 DIVISION
2t
Eltatili5hmeHLO« vertical ^tgnmeHI
1
211
Eit-aolishmeni of vertical al- ;nrneni
M
36‘806 61
1 B4
592 230 69
212
Ejravabon to tevst ang co-rpaction
>ofi Material i Cui f
M3
325*2’ 749
50 33
16 368 844 61
-------- - ----------
r0
a
nternugiair M^termi soft tqck 11 Cla-Mj
M3
64 72
c
Hard Rgo i Cui-FII ■
M3
242 63
*.
SERIES
3 19 33
CONSTRUCTION of embankment &
— -
■
DIVISION 319331
gravelling
■*■■■ 1
— ■
-■ selected rwenBi tor erntjar^meHi
M3
3^5627 749
112 00
3S 470.30? 39
JMS1ON3 1
9332
Pirang Gravel rr=a:nnais
M3
32
Gravel rviaieria>5 prcducfr&ri
Kdomg.urioadng spreading and
COrt^pacfeng w*uen rt If anspqflwJ ! Using DT ^Dader. T: actor eic i am.
r
■
iCl 4<k <5 hm
M3
0
100 977
□
5«i <1 D>ti
M3
0
1*2 115
c
10 < it < i5 i«.m
M3
d
140639
□
15 < x < 20Jhm
M3
0
-
e
2C < i <25jkm
M3
325*27 75
156 731
5i 667 218 23
1
25-c a -- 3-51*- i*i
M3
C
167 772
-
DIVISION 2 7 3 3 2 Total iur*
SB 157 526 11
tout Carried CO SumiM«y tor road along Fielfl Cunaba
101473 117.43
Total
J
— J
l
l
l
l
l
l
CHarMiA wAFt A wQH*l> CWSHSN anp HOPERviJiOm i nTihphi^ejDVAMDM I
II
I I I I
I
I
I 1 I 1 I
I
I ] I I 1 1 I
1

Summery

Arjo-Dedessa Irrigation Project Summary

Arjo-Dedessa Sugarcane Development Irrigation Project (A-DSDIP)

Project Overview

The Arjo-Dedessa Sugarcane Development Irrigation Project is a major agricultural initiative in Ethiopia's Oromia Regional State, designed to irrigate approximately 31,918 hectares of land for sugarcane production. The project involves comprehensive irrigation and drainage systems drawing water from the Dedessa River.

Key Components: Two main canals (Right and Left), extensive distribution systems, lift irrigation for elevated areas, and comprehensive drainage infrastructure.

Project Components

Main Conveyance System

Right Main Canal (RMC): 92.5 km long with 14 cross-regulator structures
Left Main Canal (LMC): 104.4 km long with 11 cross-regulator structures
Total canal length: 196.9 km
62 cross-drainage structures (27 right bank, 35 left bank)

Irrigation Methods

Irrigation Type	Net Command Area (ha)	Efficiency
Gravity Surface	10,612	48%
Lifted Surface	4,047	51%
Sprinkler	17,259	74%

Design Features

Canal Design

Unlined earthen canals with some lined sections (31 km)
Trapezoidal cross-sections
Side slopes: 1.5:1 to 2:1 (horizontal to vertical)
Permissible velocity: 0.40m/s to 0.90m/s
Longitudinal slopes: 0.01% to 0.02%

Drainage System

Comprehensive surface drainage network including:

Field drains (719.28 km)
Tertiary drains (189.11 km)
Secondary/collector drains
Main drains (Dedessa and Wama Rivers)

Water Requirements

Peak Design Duty

1.14 l/s/ha for proposed crops

Annual Water Demand

System	Annual Demand (m³)
Gravity Surface	76,544,547
Lifted Surface	25,668,901
Sprinkler	90,109,732
Total	191,225,434

Key Challenges and Solutions

Topographical Constraints

The valley location limits gravity-fed irrigation coverage. Solution: Implementation of lift irrigation systems for elevated areas.

Soil Conditions

Extensive vertisols (black cotton soil) with poor drainage and expansive properties. Solution: Special soil treatment and lining for critical canal sections.

Project Infrastructure

Structures

Structure Type	Quantity
Drop structures	20,230
Off-take structures	994
Box culverts	585
Inverted siphons	48

Hydroflumes

Specialized irrigation pipes totaling 498.74 km (55,782.40m one-way, 442,962.08m two-way)

Implementation

Project Phases

Feasibility study completion
Detailed engineering design (this document)
Construction phase

Cost Estimate

The document includes comprehensive quantity surveying and engineering cost estimates in a separate volume (Volume V-Tender document).