GOVERNMENT OF ETHIOPIA
WATER RESOURCES DEVELOPMENT AUTHORITY
MASTER DRAINAGE PLAN FOR
MELKA SADI AND AMIBARA AREAS
o‘
z >1I 1
FINAL REPORT
July 1985
Revised March 1986
VOLUME 2 MAIN REPORT
Water Resources Development Authority
P 0 Box 5673
Addis Ababa
Ethiopia
Sir William Halcrow & Partners
Consulting Engineers
Burderop Park
Swindon
Wiltshire SN4 ODD
United KingdomMAIN REPORT
1.
2. THE STUDY AREA
2.1           Location
2.2           Topography 
2.3           Climate and Hydrology 
2.4           Geology and Hydrogeology
2.5           Soils and Soil Drainability 
2.5.1             Characteristics and Distribution of Main Soil Types 2.5.2             Soil Drainability 
2.6           Groundwater
2.7           Surface Waterlogging 
2.8           Irrigation Systems
2.9           Drainage and Flood Protection
2.10        Current Land Use and Agricultural Production 2.10.1           Cotton
2.10.2           Bananas
2.10.3           Otner Crops
3.         FUTURE WITHOUTDRAINAGE
3.1            Rise of Groundwater Tables
3.2           Surface Waterlogging
3.3           Secondary Salinisation
*
4
5
$
5
8
9
10
11
13
14
14
15
ie
18
203.4          Crop YicLd Decline
3.4.1             Method of Yield Evaluation
3.4.2             Cotton
3.4.3             Bananas
3.4.4             Other Crops
3.5           Land Use
THE DRAINAGE MASTERPLAN
4.1            Introduction
Page
21
21
23
25
26
27
30
30
4.2
The Development Options
31
4.3
The Drainage Masterplan
33
4.4
The Development Programme
38
4.5
Engineering Development Cost3
39
4.6
Guidelines for the Evaluation of Future Stages of Development
-10
THE RECOMMENDED STAGE £ DEVELOPMENT
42
5.1
General Description
42
5.2
Detailed Features
43
5.3
Implementation Programme
45
5.4
Project Investment Costs and Phased Expenditure
47
5.5
Operation and Maintenance Costs
48
6.        ORGANI5ATI0N AND MANAGEMENT, AND OPPORTUNITIES FOR AGRICULTURAL       *9 IMPROVEMENTS
6.1            Implementation. Organisation
6.2           Operation and Maintenance
6.2.1             Irrigation Water Management
6.2.2             Operation and Maintenance of Drainage System
6.3           Opportunities for Agricultural
Improvements
*9
5C
50
50
51
6.3.1 
Imoroved Water Management
52
6.3.2 
Land Preparation
54
6.3.3 
Crop Husbandry 
55
(ii)7.  INCREMENTAL PRODUCTION, MARKETING AND FINANCIAL RESULTS
7.1           Incremental Production
7.2           Marketing 
7.2.1            Cotton Lint and Cotton     Seed Meal 7.2.2             Fruit and Vegetables
7.2.3             Maize
7.2.4             Forestry Products 7.2.5            Milk and Meat
7.3           Financial Results
Page No
5?
57
59
59
60
60
60
61
51
7.3.1 
Melka Sadi Stage 1 Area 
61
7.3.2 
Amibara Stage 1 Area 
62
7.3.3 
Combined Stage 1 Area 
63
8.  BENEFITS AND JUSTIFICATION
8.1           Ceneral
o
8.2 
. 
Economic Evaluation
. 
8.2.1             Combined Stage 1 Areas
8.2.2             Melka Sadi and Amibara Stage 1 Areas 8.3           Discussion of Results
REFERENCES
APPENDICES
TABLES
FIGURES
64
64
34
65
65
67
68
(ill)APPENDICES
APPENDIX A
Index of Report Recommendations
TABLES
Table 1
Table 2
Table 3
Table 4
Table 5
Table b
Table 7
Table 3
Table 9
Table 10
Table 11
Table 12
Table 13
Properties of Drainability Classes
Land Use in the Study Area - 1984
Estimated Average Yield Expectations for the 1984 Cropping Season
Cotton "ield Adjusted for Effect of 'Jacerlogging
Summary of Cotton Yield Data from Random Sample Survey
Fall    in    Cotton    Production    over    next    20    years    with    no    Remedial Action
Projected    Average    Yields    of    Ocher    Crops    in    the    Settlement    Scheme without Drainage
Projected Land Use Without Drainage
Project Investment Cost Estimates at 1984/85 Prices
Decaileu     Breakdown     of     Totai     Project     Investment     Cost     Estimates     at 1984/85 Prices
Project Investment Cost Estimate* at Current Prices
Incremental Operations, Maintenance and Renewal Cost E* r -rma Summary of Project Investment CostsTABLES contd...
Table 14 Table 15 Table 15A
Table 16
Table 17
Table 18
Table 18a
Table 18b
Table 18C
Table 19 Table 19a
Table 19B
Table 19C
Revised Irrigation Schedules for Cotton
Projected Incremental Production - Original Project Proposals
Projected Incremental Production - Alternative Project Proposals in ASP
Farmgate Prices used in Financial and Economic Evaluation Melka Sadi Stage I Area: Financial Analysis
Amibara Stage I Area: Financial Analysis
Amlbara Stage I Area: Financial Analysis (With Simplified Livestock Enterprise)
Amibara Stage I Area: Financial Analysis
(All Cotton in AS?)
Amibara Stage I Area: Financial Analysis (50* Cotton, 25Z Maize, 25Z Pasture in ASP) Combined Stage I Areas: Financial Analysis
Combined Stage I Areas: Financial Analysis (With Simplified Livestock Enterprise)
Combined Stage I Areas: Financial Analysis (All Cotton in ASP)
Combined Stage I Areas: Financial Analysis (50Z Cotton, 25Z Maize, 25Z Pasture in ASP)TABLES cor.td
Table 20 Table 20a
Table 20B
Table 20C
Table 21 Table 22 Table 22A
Table 223
Table 22C
Combined Stage I Areas: Economic Analysis
Combined Stage I Areas: Economic Analysis (With Simplified Livestock Enterprise)
Combined Stage I Areas: Economic Analysis (All Cotton in ASP)
Combined Stage I Areas: Economic Analysis (50Z Cotton, 25Z Maize, 25X Pasture in ASP) Melka Sadi Stage I Area: Economic Analysis Amibara Stage I Area: Economic Analysis
Amibara Stage L Area: Economic Analysis (With Simplified Livestock Enterprise)
Amibara Stage I Area: Economic Analysis (ALL Cotton in ASP)
Amibara Stage I Area: Economic Analysis (50Z Cotton, 25Z Maize, 25Z Pasture in ASP)
(vi)FIGURES
Figure I
Figure 2
Figure 3
Figure 4
Figure 5
Figure 6
Figure 7
Figure 6
Study Area Location
Master Drainage Plan Layout
Master Drainage Plan - Indicative Development Programme
Field Lateral Spacings for Stage I Areas
Proposed Implementation Schedule for Stage I
Melka Sadi Stage I Area - Surface and Subsurface Drainage Layout Amibara Stage I Area - Surface and Subsurface Drainage Layout Proposed Organisation for Site Supervision
(vii)I. INTRODUCTION
The Master Drainage Plan was commissioned by WRDA in May 1984 to provide an
integrated plan for the eventual development of surface and subsurface drainage
facilities for the Melka Sadi and Adibara areas of the Middle Awash Valley.
Including the proposed Amibara Extension, the total gross irrigable area
comprised some 17,000 ha.
Tne      initial      identification      phase      of      the      study      was      completed      in      August      1984.      For the purposes of further detailed field studies an immediate priority area of
3,800 ha gross was identified within which the groundwater tables were currently
at or less than 3 tn depth and a further 4,100 ha with groundwater tables within
6 m. The detailed soils and drainability evaluation survey was concentrated
mainly within the area identified as immediate priority. The initial studies
also concluded that disposal of the surface and subsurface flows should be by
gravity drainage, through the Angelele lands downstream of the study area and
thence back into the Awash River. An alternative option of a combined gravity/
pumped scheme for drainage was evaluated but not favoured on cost grounds.
At     the     conclusion     of     the     field     study     phase     (November     1984)     a     first     Stage development area for subsurface drainage was defined comprising a total of
5200 ha gross within the Melka Sadi (including the Melka Sadi Banana Unit) and Amibara areas for which the immediate preparation of detailed design and tender documents were required. In the subsequent designs of this area the boundaries were extended to cover a gross area of 6200 ha.
As the area requiring subsurface drainage extended northwards a further outfall into the Awash would be required, located in Angelele lands, some 12 km north of the study area. This second outfall could serve the future surface and
subsurface drainage needs of the lower study area.
The detailed tindings of the study are contained in the accompanying Annexes, and are summarised and discussed in this Main Report. The recommended development of the Stage I surface and subsurface drainage installation, with associated improvements to maximise returns, is used as the basis for economic and financial appraisals.1.1      General FeaCures
The study area is shown on Figure I; it occupies a gross irrigable area
estimated co be in the order of some 17,000 ha in the Melka Sadi and Amibara Plains.
Irrigated development of the Amibara area commenced in the mid sixties with the establishment of the Melka Warer Research Station (300 ha). Further developments ensued in the lace sixties, initially under private concessionaires and subsequently, in 1975, under State Farms (1300 ha). The Awash Valley Authority (AVA) Settlement Farm was established in 1966 and had extended to approximately 1200 na by the mid seventies. The development of irrigated agriculture in Melka Sadi started in 1972 with the Melka Sadi Agricultural Estate Share Company (MAESCO) concessionary holding, where 1300 ha were irrigated, 900 ha of which were bananas. All irrigated areas used individual pumped warer supplies from the Awash River.
Construction of the Amibara Irrigation project commenced in 1973, comprising che development of 7200 ha of new lands in tne Melka Sadi and Amibara areas and conversion co gravity supply of the Melka Sadi Banana Unit (formerly MAESCO), the Melka Warer Research Station and Che Awash Settlement Farm, giving a total area of 10,300 ha under gravity irrigation. Pumped irrigation continues in the remaining Amibara/Angelele State Farms, the total area under irrigation being about 12,000 ha. This will be increased to approximately 14,200 ha net area
when the additional lands in the Amibara Extension Area are developed. Detailed designs for the implementation of this extension are currently being prepared and it is understood that imp Lenient at ion may be expected within the next five years.
1,2     lienci:ication oz Drainage Requirements
The comprehensive survey of the Awash River Basin carried out by FaO between 1961 and 1965 (Ref 2) identified the Middle Awash Valley as a priority area for irrigated development. The feasibility study of the Melka Sadi - Amibara Irrigation Project complered m 1969 (Ref 3) concluded chat Che underlying aquifer possessed extremely Low permeaoilities and that the water cables in thearea could rise within 5-6 years after the onset of irrigation, with serious
effects on yields. A system of deep open drains were incorporated into the feasibility designs. In 1973 the World Bank Appraisal Report of the Amibara Irrigation Project endorsed the need for subsurface drainage in the proposed project. HydropedologicaL studies were carried out in 1975 to determine the effect of intensive irrigation on water table levels and salinity, and the
leaching practices required to maintain a favourable salt balance (Ref 4). This study reiterated the need for subsurface drainage.
In 1975/76, hign water tables were reported in Melka Sadi, in areas where the irrigation of bananas had commenced four years earlier. Intermittent records obtained from observation wells installed during the earlier studies showed that groundwater had risen rapidly during this period. The more extensive coverage provided by the fifty observation wells installed by Amibara Irrigation Project
in 1980 confirmed chat groundwater cables were rising throughout the project area. By 1981, 2700 ha of the project area had groundwater tables within 3 metres of the surface.
A drainage and salinity study of Che Melka Sadi Banana Unit was carried out in 1981 to address the oroblems of yield loss and abandonment apparently caused by high groundwater tables. This study also provided outline coverage of the remainder of the Melka Sadi and Amibara areas. The report (Ret 5) provided outline subsurface drainage designs for the Melka Sadi Banana Unit and proposed a Pilot Drainage Project to verify drainage design and performance criteria, prior to the Large scale construction of drainage works. The Pilot Drainage Project was installed in 1983 and a draft final report on the drainage trials
was presented in November 1984. This report provides quantitative results of
.caching trials and on performance of subsurface drains under specific sice conditions.
3J
* * V
H
n
» i a a a a a
i i
i2. THE STUDY AREA
2.1 Location
The Amibara and Melka Sadi areas are situated within the Ethiopian Rift in the
Middle Awash Valley of East Central Ethiopia, at an altitude of approximately
740 m above sea level. The study area lies adjacent to the Awash-Mille Highway,
with which it is connected by an all-weather road, and is 260 km by road from
Addis Ababa. A meander of the Awash River effectively divides the study area
into the Melka Sadi Plains (4900 ha gross) and the Amibara Plains (12,100 ha
gross). The location of the study area is shown in Figure 1.
2.2      Topography
The topography of the study area reflects the recent geomorphological history of
the Middle Awash Valley, through which an extensive alluvial plain has been
constructed by deposits from the Awash River. The present course of the river,
which meanders extensively, is characterised by pronounced levee formations
along the western boundary of the study area. In both the Melka Sadi and
Amibara Plains, the overall slope is away from the river, generally along forme:
flood paths of the river. Ground elevations range from approximately 745 m in
the south to 725 m m the extreme north, descending gradually over a length of
approximately 36 km. Gradients are generally very slight, predominantly lying
in the range 0.05 co 1Z.
To    the    east    of    the    study    area,    the    ground    slopes    gently    away    from    the    adjacent Aledeghi escarpment towards che north and north west, and a series of
ill-defined drainage paths meander northwards through the study area towards th* Angelele plains. The suppressed relief of the study area is interrupted occasionally by volcanic cones, such as Dmile and Amibara Hill, which rise abruptly from the alluvial sequences of che flood plain. These provide evidenc
of recent volcanic activity in che area.
42.3      Clunate and Hydrology
The study area has a semi-arid climate with a bi-modal rainfall pattern giving a mean annual rainfall of 560 mm though rainfall varies considerably from year to year. Over 40Z of the annual rainfall usually occurs in July/August, with a
further 30Z occurring during the period February/April. The 1 in 5 year maximum 24 hour rainfall is estimated to be 57 mm.
*
Mean monthly temperatures range from 22.5’C in December to 38.5*C in June and relative humidity values range from 5fiX in August to 36T in June. Wind runs are longest in June and July, exceeding 200 km/day. Annual sunshine hours are in excess of 3000. Annual potential evapotranspiration is estimated at 2400 rat.
The Awash River has a pronounced seasonal regime, and flooding is a frequent event in the Middle Awash Valley during August and September. To the east of the study area lies an extensive but ill-defined catchment which extends towards the Aledeghi Plains. This catchment drains westwards towards the Awash River, and is characterised by short duration flood peaks resulting from storm rainfall
□ver the Alede ghi Pl ains. Dykes have therefore been constructed to protect the irrigated area from inundation by floods originating from the Awash River in the west and also from the Eastern Catchment. Flood flow estimation for rhe Awash River and the Eastern Catchmenc flood dykes yielded the following resuLts:
Return Period (years)
Flood Peak   (m^/sec)
10
20
25
50
Awash River
757
1012
-
1465
Eastern Catchment
94
•
128
-
For the Awash River these flood estimates are based on the flows at Awash
Station, transposed to the Melka Sadi diversion weir sice witr»o»*r, enhancement or reduction. Downstream of this point the natural attenuation resulting from
flood routing in the river course and adjacent floodways has been determined from a hydraulic model analysis. Flows from the Eastern Catchmenc are Likely to be derived from part rather man the whoLe catchment at any one time due co the
6extensive nature of the catchment and to the short duration convective
characteristics of storm rainfall in the area. The flood flow estimates for the
catchment can be taken to apply *t all points along the dyke downstream of the
first major tributary in the Melka Sadi area.
Details of the climate and hydrology of the study area are given in Annex C.
2.4     Geology and Hydrogeology
The study area is bounded on its north western side by the volcanic peaks of
Dofan and Ehailu and on the south eastern side by a northerly trending fault
scarp which delineates the edge of the Aledeghi Plain. The flood plain
comprises a complex sequence of silts, sandy silts and clays which have been
laid in places to depths exceeding 100 m. Towards the edges cf the plain the
infill grades into gravels and hillwash. Beyond the fault scarp lie the lava
and gravel sequences of the Aledeghi. A number of basaltic and cinder cone
intrusions through the alluvial layer indicate recent volcanic activity.
Groundwater exists xn all underlying formations although the consistently fine
grained sedimentary materials exhibit low permeabilities and water can only be
extracted where boreholes penetrate the gravels, or fractured or jointed
volcanics. The feasibility study of the Melka Sadi-Amibara area (Italconsult
1969).      concluded      that      the      flood      plain      aquifer,      with      horizontal      permeabilities      of
6
10~  m/d»y, v«s essentially without flow. (Ref 3).
2.5     SoiLs and Soil Drainability
Characteristics and Distribution of Main Soil Types
The study area consists almost entirely of alluvial sediments which exhibit marked variation with depth as well as with location. The soils normally have a high silt content, the general range of textures being from clay, through silty clay loam to silt loam, while sandy loam, loamy sands and fine sand also occur.
6Soil      textures      reflect      the      geomorphology      with      Che      coarse      soils      occurring      in      the Levees and the finer textured soils in the back-swamps.
From an examination
of previous studies
of     350     soil     profiles     during     the     study     and     a     detailed     review the following main soil types were identified and mapped.
V : Deep clay soils, ie soils with at least 200 cm of clay or silty clay at the surtace. The clays are often cracked when dry, they are classified as Vertisols. (3150 ha)
:          (incl
Soils with appreciable amounts of clay in Che surface
layers. Although fine textured material is dominant in this group, silt loam or silty clay loam also is present in a significant part of the profile. (5770 ha)
M :
Soils with mixed or medium textures. These are stratified materials
in     which     the     surface     layers     consist     mainly     of     silty 
clay     loam     and     silt
learn. Silty clay or clay generally is found at a depth of 200 - 350 cm. (66^0 ha)
C :
Relatively coarse textured soils. These soils are dominated by silt loam and sandy loam. Some layers of sand or loamy sand are common.
Clay or silty clay is often found between 250 and uOO cm, but in
several profiles no clay occurred within 5 m of the surface.
(2650 ha)
Relatively     minor     soil     units     are     the     rock     outcrops     (R),     areas     with     weathered     tuff material (T) and the recent alluvium along the Awash River. (Total 1.700 ha).
The total mapped area of the soil survey extends outside the gross irrigable area boundaries and amounts to an estimated gross of 19,910 ha.
During feasibility soil studies of the Melka Sadi - Amibara area conducted in 1969-197! by Italconsult, localised areas of saline and alkali soils were identified but were largely excluded from the subsequent irrigation developments. The terrace soils .mediately soutn east of the currently
7developed area are in this category, and clearly exhibit features of salinity and/or alkalinity. It appears that the mapping of saline soils during these early studies was based on morphological features rather than on the results of chemical analysis, and the extent of salinity was underestimated.
Since irrigation commenced, the level of salinity and the effects on cropping have increased considerably in certain areas, despite the irrigation water being of relatively good quality. This is largely Che result of secondary
salinisation. In the southern part of the Melka Sadi immediate priority area, soil salinity is now widespread, but is almost absent in the north. The general levels of salinity in the Amibara area are considerably lower than those in the Melka Sadi area. In both, the detailed distribution of soil salinity is highly complex, with very saline soils occurring close to non-saline soils.
A detailed description of the Soils and Drainability Classes is given in Annex Al, Volume 3. The Soils and Drainability Class Maps are given in Annex A2, Volume 4 and the Description of Auger Bores is given in Annex A3, Volume 5.
2.5.2 Soil Drainabilicy
Drainability classes have been established on the basis of:
the depth to relatively impermeable layers,
the texture and hydraulic conductivity of the soil above the relatively impermeable layer (the ’’control section'1 2).
Design hydraulic conductivity values were selected after thorough review of the results of field tests both for the present study and previous studies. Considerable attention was also paid to results derived from the 35 ha Pilot Drainage Scheme trials, which are reported separately D. Review methods included correlating soil textures with K values (for both pour-in and pump-out methods), and calculation of weighted K values. The results from both analyses
were compared with values reported by FAO
The design K values were selected
1)   Amibara Irrigation Project II. Melka Sadi Pilot Drainage Scheme. Draft Final Report. Halcrow, 1984.
2)   FAO Soils Bulletin No 42. Soil Survey Investigations for
Irrigation.
8based on detailed knowledge of the specific site conditions, and having taken
all available information into account.
The resultant drainability classes are shown on Table I.
2.6     Groundwater
Groundwater measurements have been carried out in the Melka Sadi - Anibara area on an intermittent basis since 1970, and the available drilling records show
that all formations in the Awash River flood plain are water bearing. More recently, routine monitoring including measurements of the electrical conductivity of groundwater, has been carried out on the network of observation wells constructed in 1979/80 for the Amibara Irrigation Project.
Analysis of the available ooservation well data has shown that since irrigation commenced, an overall rise in groundwater levels has taken place and is being sustained, the rate of rise being in the order of 1 metre per year in the
irrigated areas. This effect is particularly evident in records of early
Italconsult observation wells situated in the Melka Sadi area, which show that groundwater levels began to rise very soon after the installation of early pumped irrigation schemes. Such rises in the groundwater table accoro with the predictions of earlier studies which concluded chat the outflow potential from the underlying aquifers was very Limited.
Earlier mapping of groundwater contours (Italconsu1c, Ref 3 and 6) showed a dominant south to north trough in the groundwater table with Lateral recharge from the Aledeghi Plains and from tne Awash river. Current observations indicate chat the trough feature in the Melka Sadi area has been largely
infilled by the rising groundwater. In .Amibara rhe trough is retained aLong rhe eastern edge of the plain where groundwater depths are still in excess of 10 m below ground, with steep hydraulic gradients from the higher water cables in the western sections of Ar^bara which are within 3 m of the surface.
Earlier studies also reported the existence of a perched water cable in the
Melka Sadi area separated from the deeper groundwater by an extensive impermeable layer or varying thickness. Detailed fieldwork concucted during rhe
9current study has shown that a continuous relatively impermeable Layer seems
unlikely to exist, and that the perched water tables are discontinuous rather
than extensive features. These more recent findings are consistent with the
existence of localised conditions of partial confinement in the fine grained
alluvial sequence underlying Melka Sadi, in which the groundwaters are in direct
hydraulic contact.
In order to determine the required extent of the detailed soil and drainability
evaluation survey co be carried out within this study a 3 metre depth to
groundwater contour was selected as forming the boundary to areas requiring such
immediate survey work. These were designated as immediate priority areas and
covered some 2247 ha in Melka Sadi and 1597 ha in Amibara, totalling 3844 ha
gross. Similarly the 6 m depth co groundwater contour, initially defined as
priority within the next five years, enclosed areas of 4093 ha in Melka Sadi and
3897 ha in Amibara totalling 7990 ha, including these areas enclosed within the
3 m depth contour.
Subsequent refinement to the projections of groundwater rise (Section 3.1)
together with further information provided by the field survey indicated that
currently the groundwater is estimated co nave reached a level of within 1 metre
of ground surface in some 2000 ha in Melka Sadi and 500 ha in Amibara.
Furthermore it is estimated chat by 1988/89, which would be the earliest
expected date of completing an initial stage of subsurface drainage
installation, the areas within which the groundwater could be within 1 metre of
surface would extend co some 2800 ha in Melka Sadi and 2400 ha in Amibara,
totalling 5,200 ha gross (Section 4.4).
2. 7 Surface Waterlogging
In addition to the effect of high groundwater tables, temporary saturation of
the rootzone results from surface waterlogging caused by:
low porosity of the soil (an inherent condition)
the      persistence      of      saturated      conditions      close      to      the      soil      surface      following irrigation, due to compact layers
- maldistribution of water
10Approximately 20Z of the area considered to be in need of remedial drainage is occupied by silty clay and otherwise compact and Sine-textured soils. The
porosity of these soils is so low chat following irrigation saturated conditions remain sufficiently Long to affect crop growth adversely. Stratified soils
occupy a substantial part of the remainder, and che majority of these also have similar compact layers. There is Che likelihood that in some fields, machinery
is compacting soil which is too moist, during cultivation and planting
operac ions .
Maldistribution of water results largely from variations in microtopography, with serious waterlogging occurring in the hollows. Moisture stress, and in
some cases salinity, may occur on the nigh specs and on very steep slopes. Poor ploughing and land-planing may be contributing to possible subsidence of areas
'filled' during grading of slopes.
2.8 Irrigation Systems
Seme 12,000 ha net are currently under irrigation in che study area of which
7300 ha lie in Che Melka Sadi and Melka Water State Farms of the Amibara Irrigation Project and 3000 na in the Melka Sadi Banana Unit, the Melka Warer Research Station and the Amibara Settlement Farm all of which are served by gravity through the Al? main canal. The remaining 1700 ha comprise the Amibara State Farms Units 1, 2 and 3, Algeta and Axabash and the Angelele Units 1 (Subelele), 2 and 3 all of which are irrigated by pumping directly from che Awash.
Furrow irrigation is used on the new State Farms within AIP. Furrow lengths are typically 200-250 m with furrow slopes of 3.05Z co 0.3Z. Extensive land
levelling was carried out during che project implementation with up co 500 m3 per hectare being moved in places. Resulting settlement in fill areas combined with agricultural operations has led co irregularities along furrows which adversely affects the uniformity of irrigation applications. The subsequent limited land planing operations hav*- not achieved the required uniformity of grade and further land planing operations will be required.
11Water is supplied to the furrows by syphons. Recommended application times, methods and irrigation intervals are described in the Water Management Manual (Ref 7). Annual water budgets and irrigation schedules are prepared jointly by
the Project Control Centre and the State Farm Units. Flow measurement, using constant head orifice structures, if effected at primary canal offtakes.
However, few facilities exist for the accurate measurement and distribution of water in the tertiary and field canal systems and some non-uniform.ty in distribution is inherent as a result of this. Actual irrigation schedules,
application times and amounts have varied appreciably from those recommended. Field irrigators do not adhere to the recommended furrow streams nor to their stipulated durations although, as noted above, such deviations are also highly related to irregularities in microtopography.
In the Amibara Settlement Farm and the Amibara/Angelele State Farms a combined furrow/basin method of irrigation is practised, the basin effectively shortening
the furrow runs to between 50 and 100 m. Land levelling has not been carried
out on these areas and field slopes are irregular with resultant non uniformity
in water application.
Basin irrigation is practised on bananas in the Melka Sadi Banana Unit under a designated field irrigation application regime of 100 mm every 15 days. The
actual regime shows large variation in interval and application amounts are not recorded. During 1981 and 1982 no irrigations were carried out during March and April with Ebe main canal being closed for maintenance. Neither were any requisitions made fcr water during the month of August for both years. Apparent Large deficits in actual irrigations compared co net computed irrigation water requirements resulted in these years with a smaller deficit being estimated for 1983 wnen irrigation was continuous (Annex C). In practice the banana roots would have recovered the bulk of this deficit from high water tables and conversely waterlogging would have been exacerbated under an application regime appropriate to the estimated crop water requirements.
The above described shortfalls in irrigation methods, non-uniformity of land slopes and low infiltration races impose constraints on the production levels which can be obtained even after subsurface drainage installation. The
12importance of achieving improvements in all tnese aspects in order to realise
the potential value of subsurface drainage cannot be over-emphasised.
2.9 Drainage and Flood Protection
The surface drainage system for the Amibara Irrigation Project was constructed
to convey field runoff from excess irrigation or rainfall, together with
irrigation rejection flows, back into the Awash River through a gravity flap
outfall structure at the downstream end of the primary drain. Under high river
levels the outfall remains closed and the excess flows pass over a rejection
spillway into the uncultivated lands of Che Amibara Extension area. This
drainage system has, in general, performed satisfactorily since its
construct ion.
A less formal system of surface drainage exists within the Melka Sadi 3anana
Unit, constructed primarily to accept irrigation canal rejection flows. This
system leads into the head of the AIP primary drain.
No surface drainage facilities exist within the Melka Harer Research Station,
the Amibara Settlement Farm and Che older Amibara and Angeleie State Farms and all excess flows, including canal rejections, are retained within their
individual boundaries.
The Awash (Western) flood dyke runs along Che entire western perimeter of the study area. The degree of protection afforded by this dyke against river floods is variable and it requires realignment and raising in places, particularly
in the vicinity of the old State Farms in Amibara.
The Eastern Catchment dyke and drain run along the eastern perimeter of the Amibara Irrigation Project and divert runoff from the ALedegni catchment northwards taco the Amibara Extension Area. Since its completion in I960 this dyke has teen subject to two severe flood events, one of which induced a series of breaches in the Amibara area. These were repaired and the dyke heightened Locally such Chat it is considered to be adequate against Che proposed design flood. Some minor spoil heaps, constituting obstructions, exist in the floodway and should be removed. Also some limited reaches of the drain itself should be
13realigned     where     currently     too     close     to     the     dyke.     These     minor     works     could     form part of the ongoing operation and maintenance activities.
2.10 Current Land Use and Agricultural Production
Information on land use was obtained through interviews with official
representatives of the various organisations involved; the current land use in
the study area is summarised in Table 2. Estimated yield expectations for the
1984 cropping season are given in Table 3.
2.1C.1 Cotton
Cotton is the predominant crop, with the area planted in the 1984 season
exceeding 9800 ha. The net area of cotton land which had been abandoned by that
season is estimated to be 125 ha, all located near to Melka Sadi village.
The cotton yields, estimated in Table 3, are of planted area only but have been
reduced from the estimated total yield Dy 10X co allow for loss of crop during
harvesting and of standing crop due to livestock damage late in the season.
There     have     been     marked     improvements     in     cotton     husbandry     in     the     1984     season. Almost the whole crop was pre-irrigated, as a result of which germination and
plant populations were satisfactory, and with the exception of areas seriously affected by waterlogging, the weed control was adequate. The planting period
was slightly shorter and more of the crop was planted in the optimal period between mid-May and mid-Juue.
There is some evidence that pink bollworm was not completely controlled in the early season in some areas and in lace season aphids and mites had reached levels which probably would make their control economic. The 1984 mite infestation was unpredicced at Amibara, and in those areas where boll splitting was delayed, will have caused measurable yield loss.
The highest yields are expected at Melka Sadi and the lowest on the State Farms on che compact fine-textured soils at Angelele. The crop at the Settlement Scheme was noticeably poor due co excessive waterlogging and weed competition.
14Total production of seed cotton in the 1984/85 season is likely to be about
32,800 t, plus the small amount produced by LAR.
2.10.2             Bananas
Much of the area within the Banana Unit which was originaLly designated for and planted with banana has been abandoned. A contributory factor to this has been
the level of the watertable but reportedly the problems were aggravated in the
dry season of 1983/84 by livestock damage. It is estimated that only 238 ha of bananas are currently productive and a further 100 ha approximately are expected to have been replanted by the end of the year.
Being a forest speci.es originating from a humid tropical area, climatic
conditions at Amibara are not ideal for the production of bananas. The species
is sensitive to moisture stress, salinity and sodicity, is susceptibLe to wind
damage and unsuited to compact fine textured soils. Despite these inherent disadvantages the returns from the potential yield level chat can be achieved, projected at 16 connes/ha. is such as co warrant Che continuation of this crop. However the present yield level is well below potential because of the poor
water management, drainage and salinity factors.
The average banana yield is difficult co estimate and the figures given in
Table 3 take account of the area of replanted bananas which have yet to come
into production. It is fait chat rhe maximum yield, two or three years after planting, is 15 t/ha bue the yield declines rapidly subsequently.
A number of elements of husbandry contribute to the apparent lack of vigour. Ac present there appears to be no organised enact management; non-vigorous mates are tailing to regenerate and subsequent weed infestation hastens the decline of the plantation. Only the most vigorous and newly planted fields appear co benefit
from fertiliser application; productivity in Che poorer fields is unlikely to justify the use of fertilisers.
Infestation by banana weevil and nematodes was reported co be a major problem and the rapid decline in vigour is consistent with a serious level of
mfes tat ion.Fields require to be replanted a: present in a four or five year cycle. This
contrasts with the normal eight to ten years and is indicative of the general
lack of vigour. In addition it was apparent chat the soil texture in some parts
of the plantation is the Least desirable for this crop, compact silty clay soils
normally being avoided for irrigated banana cultivation.
Total banana production for 1984/85 is estimated at about 1800 t, but will
depend on whether or not the recently planted areas fruit in this period.
2.10.3            Ocher Crops
There are small areas of pasture on land formerly under bananas, and a larger
area is being established at the Amibara Settlement Project (ASP). If the RRC
objectives for the ASP are achieved then there will be soae 311 ha of planted
and irrigated pasture by the end of 1984. The IAR has an experimental area of
pasture totalling some 55 ha.
The productivity of pasture is low for an irrigated crop; it is often of mixed,
Largely self-sown species, the irrigation regime is incorrect and there is a
lack of fertiliser application. In contrast the grass along the canals is
generally vigorous, productive and of high feed value. Fodder is being baled
for the first time, and the figures in Table 3 represent fodder conserved from
all sources.
The remaining  crops within the Master Drainage Plan area  in 1984  included some 28  ha  of assorted experimental plantings at the IAR and an area  of some 100  ha of maize at the Amibara Settlement Project.
The maize was of very low plant population and was seriously moisture-stressed when inspected. The seed quality may have been indifferent but failure to maintain the required irrigation schedule would be a reason for the poor stand. The nasins were well-constructed and cne cropped been well interrow cultivated mechanically. The reason for the failure to weed the rows by hand ar.d to irrigate on schedule was reported co be insufficient labour. Such a crop would not justify the application of fertiliser.
16Sheep are fattened on the abandoned fields of the banana plantation. The sheep are purchased locally, kept for one to two months during which they are fattened to a minimum of 24 kg liveweight and re-sold, often for export to the Middle East. On the land area available this is equivalent to a throughout of up to 6
lots of 5 sheep per ha each year.3. FUTURE WITHOUT DRAINAGE
3.1     Rise of Groundwater Tables
Examination of historic observation well records has shown that groundwater is rising within the project area at a rate of approximately 1 metre per year.
This generalised raze of rise appears to be sustained until the groundwater reaches a depth of about 1.5 metres below soil surface, after which the rate ox rise decreases. Because of the limited records which are currently available
for observation wells at which groundwater is within a depth of 1.5 metres, it
is difficult to predict with accuracy Che rate of rise above this depth and the terminal average equilibrium position of the watertable. Analysis of the
limited records available does however indicate that above a depth of 1.5
metres, the generalised rate of rise is in the order of 0.3 metres per year, and
the terminal average equilibrium position may be in the range of 0.75 to 1.0 metres.
The implication of these observations is that m time, watertables will rise
over the whole of the project area to reach a final equilibrium position close
to the soil surface, about which short-term fluctuations will occur. A
knowledge of the timescale in which this can be expected is essential for implementation phasing, and Che methodology used for predicting changes in groundwater depth with time is discussed in detail in Annex B, Section 2.7. The result of these predictions shows that groundwater will have risen to within 1 metre over all of the Melka Sadi area and approximately half of the Amibara area within 14 years, if drainage is not provided.
These longer term predictions must be viewed in the context of the relatively limited period of observations on which they are based. Further trends may emerge from a longer observation period. The proposed irrigated developments in Che Amibara Extension area could also affect the race of rise and bring forward the onset of high waturiables over the remaining part of Amibara.
The above observations of groundwater rise have confirmed the predictions chat che natural drainage characteristics of the underlying aquifer are unable to cope with the recharge resulting from irrigation and this factor is accordingly
15identified as the prime cause of the high water tables. Studies of irrigation
practices indicate that although there is much scope for improvements in the distribution and application of irrigation water, the contribution to
groundwater, even from efficient surface irrigation techniques, will continue to
be in excess of the naturaL drainage capacity of the aquifer.
Estimates of the contribution to groundwater from irrigation indicate that the recharge level may be in the order of 200 mm/year (Annex C). In view of the low porosity of the soils such a level of recharge would be expected to induce a
rate of rise of groundwater in excess of the observed 1 metre per year. It is
thus possible that rates of rise have not yet stabilised in that lateral
drainage into areas not yet irrigated may be effectively reducing the potential
race. In this event the rate could be expected to increase as the irrigated
area expands. An appreciable leveL of aquifer drainage out of the area could
also explain the lower rate of rise; this latter alternative would appear from previous reports to oe unlikely. It is therefore concluded that the possibility
of an increase in the rate of rise as the irrigated area expands must be
anticipated.
3.2      Surface Waterlogging
The existence of perched watertaoles has been noted during current detailed soil survey fieldwork. Although areas in which perched conditions have beer, observed appear co conform generally with areas affected by high watertables (the groundwater is believed to be in hydraulic contact regardless of geological formation), this is not necessarily the case. Furthermore, well records do not reflect perched conditions, and therefore no attempt has been made to predict the development of perched conditions on a time-related basis. Where they do occur, their implications in terms of salinisation are potentially serious, and
will further shorten the time scale within which the need for drainage is envisaged.
193.3     Secondary Salinisation
Routine monitoring of observation wells has included measurements of groundwater salinity, and although the records are insufficient for sophisticated predictive purposes, maps of indicative groundwater salinity contours have been prepared (Annex B, Section 2.4.2). These show that in certain areas the groundwater is
of significant salinity. Ignoring the systematic effects of introducing
additional salts into the groundwater through irrigation, ana assuming that the present levels of groundwater salinity will remain relatively unchanged as groundwater levels continue to rise, the implications are nevertheless serious. Once the critical depth for capillary rise has been reached, salts will
accumulate in the soil profile during the fallow period through the process of secondary salinisation.
The magnitude of secondary salinisation and race at which it takes place is dependent upon a number of factors, the more important of which are the depth of groundwater and its salinity, the evaporation rate at the soil surface, and the
soil texture. A theoretical model has beer, developed to estimate the magnitude of salinisation which takes place during the fallow for use in evaluation of the recommended project, and is discussed in detail in Annex 3, Appendix C. This shows that at a terminal equilibrium watertable depth of 0.75 m and salinity 30 mScrn *, the EC  of the plough layer (regarded as the top 20 cm of the soil
-
e
profile) can be expected to increase by some 100 mScm“- during the fallow, for an alluvial soil. For a watercable of salinity 10 mScm”^ at the same depth,
the corresponding increase in salinity would be approximately 30 mScm*^. The implication of this predicted increase is important in assessing the likely future situation without drainage, because a threshold is reached beyond which salinisation of the plough Layer is so severe chat germination cannot take place even following preplanting leaching applications.
Continuation of the cyclic process of secondary salinisation during fallow periods followed by Leaching during the intervening cropping seasons once the terminal average equilibrium position of the wacertable has been reached will result initially in yield decline followed eventually by yield collapse and abandonment. At this point the secondary salinisation process is irreversible unless drainage is installed. The time scale and magnitude of yield decline is
201
discussed in detail with reference to vertisols and alluvial soils in Annex E.
The results show that in the case of cotton, a watertable within 1 metre of soil surface and of salinity 5-10 mScm*  is likely to result in yield collapse within
1 year; if the watertable is of low salinity (<2 mScm"^), yield collapse can be expected within 7 years.
As watertables continue to rise, the areas considered to be at greatest risk of
rapid yield decline are those in which the soils are predominantly fine-grained, which currently have moderate to high salinity levels in the subsoil, and which
are underlain by watertables of high salinity.
3.4     Crop Yield Decline
Waterlogging and salinity are causing a decline in yields of all crops grown in
the project area, and without remedial action this will ultimately lead to total
crop failure.
3.4.1 Me.hod of Yield Evaluation
In order co provide a basis for the projection of yields both with and without remedial action a programme of field investigations was carried out on sample plots of bananas and cotton. The objective of these investigations was co
quantify the effects on crop yields of salinity and waterlogging respectively in the root zone. The approach used is described m detail in Annex E, Section 2, and summarised below.
A total of 54 yield sample pLocs were established within the cotton crop. Assessments were made of the morphological characteristics of the crop which are most affected by waterlogging and salinity. Both of these conditions tend co produce a plant shorter chan normal in stature. The waterlogged crop early in the season becomes characterised by yellow and red foliage, is weaker yet is strikingly precocious in flowering and boll splitting. The salinity affected
crop is sturdy, lark green and somewhat delayed in flowering and boll splitting. All plots were therefore scored in terms of plant height, leaf redness (Class
- no redness to Class 5 - 30X of leaves are reddened), lea: yellowing (Class 1 - dark green to Class 5 - pale green or yellow), leaf necrosis (Class 1 - nil to
21Class 5 - severe) and crop vigour (Class 1 - best to Class 5 - worst). The
number of bolls was recorded and average boll weight measured at harvest.
Accurate estimation of banana yield is more difficult, but plots within a radius
of about 5 m from a selected sample point were assessed for average height of mature pseudostem and scored for vigour (on a scale of 1 to 10, with I best).
The average number of hands per bunch was estimated from a sample of about 10 bunches. Visual scores were made of plant population (on a scale of 1 to 5, with 1 highest) and the yellowness of leaves (on a scale of 1 co 5, with 5 most
ye 1 Low).
Taking into account the above observations, an overall assessment of yield was made by scoring the site on a scale of I to 10, with 1 best. Based on present annual production data, a score of 1 may be taken to correspond to a yield of lBc/ha and a score of 10 to zero yield. Each unit change in score therefore corresponds co an increment in annual yield of 2t/ha.
□n 32 cotton and 5 banana yield sample plots assessments were made of moisture conditions in the soils for ten days after irrigation. The moisture profile was described in terms of a Waterlogging Index which recognises the greater activity of roots m the surface horizons bv weighting the contribution to waterlogging
of successive soil depths according co
the following options:
Horizon depth (cm) Weighting factors (Z)
0-25
25-50
50-75
75-100
100-125
125-150
150
Cotton
50
30
10
5
3 
2
0
Banana
5
10
35
50
0
0
0
The Waterlogging Index (WI) is calculated on the assumption that rooting depth is not limited to less than 150 cm by any other feature than soil saturation. A very compact and generally saline nori2on was observed in the root zone of a feu cotton plots. In order to achieve a closer relationship between yield of cotton and the Waterlogging Index it was necessary Co treat the presence of any such rooting barrier as a notional watertable. The adjusted index is called the Rooting Index and is identical to the WI in the majority of plots.
22Similarly a Salinity Index was determined at each plot based on measurement of electrical conductivity. The index again took account of the diminishing effect
of salinity on yield with depth by weighting successive horizons as above.
The data from the yield sample plots was supplemented by a rapid survey of 145 random sample points. Each point was characterised in terras of its salinity
index, waterlogging, chemical infertility and estimated yield.
3.4.2              Cocton
Waterlogging and salinity are the primary factors responsible for declining
cotton yields; perched water tables and groundwater tables both contribute to
this. To date surface waterlogging and its associated salinisation have been
the predominant problem but there is evidence that this is to some extent stabilising. The influence of high groundwater tables and their effect on soil salinity continues co increase'and will become the major cause of yield Loss and ultimate crop failure.
An analysis of the effect on yield of waterlogging as measured by the WacerLogging Index has shown Chat in a sample of 39 plots actual mean estimated yield is 33 q/ha compared with a potential mean yield of -*6 q/ha (Table 4) had there been no waterlogging.
On the basis of the random sample survey over 70S of the area was judged to be affected by waterlogging sufficiently to reduce its yield from an attainable potential of 55 q/ha co 38.8 q/'ha.
Salinity was judged to affect only 12Z of the area but had a greater effect on yield with a mean yield in salt-affected plots of 34.6 q/ha.
The respective effects of waterlogging, salinity and soil infertility, as
assessed in the Random Sample Survey, are shown in Table 5. This indicates char of a total shortfall of potential production of over 13000 t of seed cotton,
nearly 80Z is attributable to waterlogging effects.
23z. •*
The influence of waterlogging and salinity is always irregularly distributed within a field so that there is not a unifora decline of crop vigour but rather the development of isolated patches of crop deterioration or germination failure. As these patches become more extensive, the point is reached at wu^ch it is no longer judged worthwhile to cultivate the field. This point has been aesignated the ’’Schedule Year”; the rate of build-up to this, and the further decline after thLS are shown below.
Year Relative co Schedule Year(s)
- 3
- 2
- 1
S
♦ 1
* 2
♦ 3 ’
Z of Area Affected
5
15
30
70
85
95
100 |
The occurrence of the Schedule Year is dependent on the depth of the groundwater table and its salinity. The estimated number of years before the Schedule Year crop failure occurs from the time at which groundwater of different levels of salinity reaches a specified mean annual depth is shown below.
I Annual Average
) Depth of Watercable I
(m)
|
Watertable Salinity (£Cwt in mScm~^)
| 0-4  4-8  8-12  12-16  16-20  20-32  32-48  |
<----------------------------- years to Schedule Year-------------------------------------------> I
2.0
1.5
1 16
1  15
12
11
9
8
5
4
2
1
2
I
2
0
1.0
1  14
1
10
7
3
0
0
0Sven prior to rhe effective crop failure in the Schedule Year, there is a substantial yield decline once the annual average depth of groundwater comes within 1 b, the extent of this depending on the salinity of the groundwater as detailed below.
1
1
1     Years Before
Schedule Year
1
|
1 
1  0-4
EC Groundwater
(mScm-1)
1
I
I
4-8
8-12
12 - 16
II
or yield————————
1
1
1
1 1
1
28
28
33
38
1 2
1 28
28
28
33
I
3
1
1
28
28
28
Based on current knowledge of the levels, movement and salinity of groundwater tables in the project area and the effect of these on crop yield, the fall in production of cotton over rhe next 20 years if no remedial action is taken, is shown in Table 6.
3.4.3                Bananas
High uacertaoles have prevailed in the banana areas for a considerable time, such levels having been first reported in the aid-seventies. With the large
ratio of abandoned to cultivated land it appears char an equilibrium has been reached whereby an apparently inadequate irrigation application is compensated to some extent by the crop abstracting from high watertables. At the same tine there is Little overall rise in the warertable as lateral movement rakes place from irrigated to non-irrigated Land and evaporation takes place over the total area of productive and abandoned land.Yield estimates indicate that without drainage, the production of bananas is likely to be maintained at about 10 t/ha. There is little possibility of improvement without drainage as any attempts to do so could upset the equilibrium postulated above Leading to further abandonment of land. Improved agronomic practices are unlikely to have any effect, unless these are done in conjunction with an improved irrigation and wacertable regime.
3.4.4              Other Crops
Limited areas of maize and pasture are cultivated within the study area and there are small garden plots producing mixed vegetables. Plans have also been proposed by the RRC to develop fast growing timber species as a source of firewood and building materials.
Similar considerations apply to declining yield for these crops as for those described above for cotton. However, the estimated number of years before the schedule year crop failure following the rise of groundwater table differs substantially from the estimates for cotton as is shown below. It will be noted that at even moderate salinity leveLs crop failure will occur in maize as soon as the water table is within 1.5 m.
1
1 Crop
1
Annual Average
Depth of
Wacertable Salinity   (EC   in mS cm*^)
vc
I
1
Wacertable            1 0-4         4-8        8-12          12-16         16-20         20-32           32-48 |
1
Cm)
I <—-
—veai rs to S
ch<
idule Year
-------- > 1
1
; Maize
1
1 2.0
1
1 3
An.
1
0
0
0
1
0 I
1
1 
1.5
1 2
0
0
0
0
0
0 1
1
1 2
0
0
0
0
0
0 I
1 11 11 1.0   1
11
11
Pasture
2.0
1 3
3
2
2
1
1
0 [
1.5
1 2
2
2
4i
1
0
0 1
1
1
1.0
1 2
1
1
0
0
0
0
0 I
1
26This same heightened effect of rising groundwater tabLe on yield is also noted in che predicted yields before the schedule year once the groundwater table comes within 1 m.
1
1
1
Years Before 1 0 - 4
EC Groundwater   (mScm“l)
Crop
4-8
8 - 12
1
12-16 :
1
I Schedule Year
I <--
------------------ Perc
entage Loss
of Yield—
--------------- > |
1 Maize
1
1 20
100
100
100
1 1
2
1 
15
100
100
LOO
1 1
3
1 10
100
100
100
1 
1
4
1 
5
100
LOO
LOO
1 
1 1i
i1
I Pasture
|
I
1 20
25
30
35
1 1
2
15
20
25
30
1 1
3
1 io
15
20
25
1 1
4
1 
5
10
15
20
1
5
1 o
5
10
15
The overall projections of yields for maize, pasture, garden crops and firewood
in the resettlement area without the intervention of drainage are shown in Table 7 3.5 Land Use
Without the introduction of drainage there will inevitably occur a change in
land use leading to a large extent to the abandonment of cropping or reversion to rough grazmg.
The declared policy of the Middle Awash Agricultural Development Enterprise is to develop and maintain a total cultivated area of some 450 ha >f banana. This represents about one third of the area within che banana unit and it would appear likely that such ar. area could be sustained provideG that the postulated equilibrium is not upset by any marked changes in the irrigation regime or by attempts to utilise abandoned lands. Even at its present low productivity
27levels, banana remains a profitable crop and there would seem little reason to. attempt a change to another crop under the present circumstances. As noted earlier it is unlikely under the present limited area cultivated, and with the apparant deficit in actual irrigated amounts, that the removal of bananas would significantly reduce the rate of rise of groundwater elsewhere. Similarly in
Che future, with subsurface drainage installed, such that the drainable excess from bananas can be removed, there equally would appear to be no advantage in changing co another crop.
Cotton is the predominant crop and probably is the most suited enterprise, as
long as priority in the use of irrigable land resources remains with the
production of exportable cash crops. It is the most climatically suited and
highest vaLue in the list of the most salinity tolerant crops. It is an
imperishable and high volume crop which is easily stored and transported. It is labour-intensive (unless mechanised) and provided that the labour shortages of recent years can be overcome permanently, the area has a clear comparative advantage in the production of cotton.
Under such intensive production, however, it is inevitable that watertables and salinity will continue to rise and correspondingly the area under production
will decline steadily. The ultimate abandonment of most, if not all, of the productive area must therefore be projected.
The Relief and Rehabilitation Commission (RRC) have proposed, during the course of the preparation of the report, some changes to the land use and settler land allocation within rhe Amibara Settlement Project (ASP). In order to evaluate
the benefits of the proposed drainage project the intended land use pattern was obtained from RRC and developed by the consultants. It is understood that these intentions do not at present constitute Government policy. The RRC propose to accelerate the settlement of families on the ASP. The infrastructure and cropping pattern is to be reorganised partly to accommodate the extra families, and partly to make the area self-sufficient in food and fuel. The proposed
ratio of land use is as follows:-
2®Cotton as a cash crop
Maize as a subsistence grain cron
Garden for fresh vegetables
Pasture to intensify milk and meat nroduction
Forestry to supply fuel and building requirements
The Settlement Scheme is one of the two areas of greatest need of subsurface drainage so that it will be very important to rationalise the planning of crop enterprises. It is assumed that already affected land would be used for planting tolerant tree species and that the land at least risk would be used for the
arable crops. This would defer the onset of serious decline in productivity but the future for the scheme without subsurface drainage is Likely to be short lived. It is unlikely chat the costs of subsurface drainage could be supported
by forestry, apart from the hazard of root penetration in field laterals which would also require the introduction of root inhibiting solutions, adding further
costs.
Based on the above initial land use patterns the projected overall change in land use over the next 20 years without the introduction of drainage is shown m
Table 8.
Following the client’s review of the draft final report, the consultants’ brief was expanded to include consideration and analysis of the affects of varying the Land use plan within the ASP area. The expansion to the brief comprised the following alternatives for Land use and production;
(i)          A reduction in the intensity of the dairy enterprise, Leading to lower
□ilk yields,
(ii)         An alternative cropping pattern of 1002 cotton within the ASP lands,
Z of area
14
14
5
53
14
(iii)        An alternative
cropping pattern
the latter being utilised for a
of 502  cotton,  25*  maize and 252  pasture,
simplified dairy enterprise.
The projected overall change in land use, based on the adoption of alternatives (ii) and (iii) above, without the introduction of drainage, are also included in
Table 8.
294. THE DRAINAGE MASTERPLAN
4.1 Introduction
The earlier developments of irrigated entities within the study area followed a pattern of discrete implementation, each with its own pumped water supply from the Awash and each enclosed within flood dykes. No surface drainage works
existed with the exception of those of the Melka Sadi Banana Unit. These drains were incorporated with those of the Amibara Irrigation Project during construction of the latter. As currently proposed, the forthcoming development
in the Amibara Extension area would also have an independent system of surface drainage. The need therefore exists to rationalise these developments so that
they are compatible and also interlinked, where the latter is appropriate.
With the current encroachment of high water tables in part of the study area,
which can ultimately be expected to extend throughout, the need for such rationalisation is emphasised. The removal of deep subsurface flows cannot be
done independently within the individual entities without recourse to a number
of pumped drainage areas.
The Masterplan would provide the framework for the rational development of an integrated surface and subsurface drainage system, including flood protection works, throughout the study area.
In its scope the Masterplan comprises the outline design of the major drainage network for the study area together with the detailed design of the surface and subsurface drainage works required to alleviate those areas currently being affected by high water tables or likely to become so affected in the near
future.
Included in the Masterplan, although not necessarily confined to chose areas requiring subsurface drainage works, would be associated recommendations for the improvement of yield levels through improved water management techniques and other husbandry practices.
304.2 The Development Options
Much of the study area lies at or below the sustained high river levels in the
adjacent reaches of the Awash such thac the direct and continuous disposal of
drainage flows by gravity into the river is not possible. The options for
drainage are therefore limited to direct pumping, during high river stages, or
the discharge of flows by gravity into the Angelele Lands downstream of the
study area. The option of pumping drainage flows was evaluated in the initial
stages of this study and rejected on cost grounJs.
Gravity drainage of the upper parts of Che study area can be achieved through
the existing Primary Drain outfall constructed for the surface drainage of Al?.
Drainage flows from the remaining lauds must be conveyed past the study area
boundary and through the upper Angelele lands, being lead either back into the
Awash at a point sufficiently far downstream to permit their discharge, or
alternatively, being directed into Kortume swamp which forms the natural
drainage sump for the entire flood plains area.
These investigations have indicated chat the continuous utilisation of Kortuse
for the disposal of the study area drainage flows was not appropriate in that:
its capacity to absorb such flows was limited;
the     creation     of     a     perennial     body     of     water     would     provide     breeding     grounds for schistosomiasis and malaria;
the    use    of    the    swamp    and    its    environs    for    dry    season    grazing    by    the    nomadic tribesmen would be lost.
The disposal of flows into the Awash through a gravity flap structure, similar
to the present outfall, would also pose probLems during high river stages in
that closure of the flap would induce rejection of the drainage flows into Kortume, albeit for shorter durations.
The recommended alternative is co provide an unrestricted oucLet for the drainage flows into the river, sufficiently far downstream in Angelele to minimise the backwater effects on the northernmost part of the study area caused by river flood levels.
3XThe flood flows from the eastern catchment are currently discharged onto Che uncultivated lands in the Amibara Extension area. The alternatives available
under the Masterplan are to convey these intermittent flows back into the Awash by containing them within high level embankments leading from the eastern perimeter of the study area to the river, or to allow the flows to discharge
into uncultivated lands in Angelele. As the existing arrangement has enhanced
the dry land grazing without having any appreciable negative health impact it is recoimoended that the future extended dyke and drain should operate in a similar manner. Once the flood flows have passed the northern limit of the study area
they would be directed into the natural drainage path leading through Angelele cowards Kortume.
Consideration was also given to the use of Cada Bilen Swamp (See Figure 2) aa a flood attenuation pond for the eastern catchment drain. The storage capacity of the swamp, relative to the total contributing catchment area, is however insufficient to effect a significant level of attenuation and this option was
not considered further.
The existing hoc, medium saline, spring feeding the swamp has a total flow in
the order of 500 lit/sec of which an estimated 50Z or thereabouts appears to infiltrate into the soil. It is not known whether or not this flow is affecting groundwater tables in the vicinity but there is no evidence of surface salinity
or waterlogging downstream of the swamp. New observation wells proposed under the Masterplan will monitor groundwater levels adjacent to the swamp (Annex B, Figure 9). Unless such observations indicate that the swamp is significantly contributing to the groundwater levels in the future irrigation area, it is recommended that the swamp and its environs be left unchanged thereby retaining one of the few remaining and extensively utilised natural watering and grazing points in the area.
For subsurface drainage the option of using well point drainage is ruled out by the predominantly Low horizontal permeabilities of the sedimentary materials in Che study area, combined with the presence of relatively impermeable layers at comparatively shallow depths. Similarly frequent shallow open drains, at depths
32of say 1 metre would not achieve a sufficient lowering of the watertable tor
optimal crop yields, nor would such drains control the level of secondary
salinisation.
Cost comparison of buried pipe drams versus deep open drains strongly favour
the former for all field laterals and for single collector drains. Where
contributing areas are such as to exceed the flow capacity of a single collector
pipe (approx 100 ha for 300 on dia pipe) a double pipe would also generally be
more economical chan an open dram, requiring less maintenance, reducing land
wastage and avoiding the health hazards associated with open drains.
Consideration was given to the alternatives of using concrete, clay or PVC
material in the manufacture of drainage pipes. The high sulphate ion
concentration in samples of groundwater indicates chat concrete would not be
suitable. There is no established Local experience in the production of clay
pipes; the energy requirement in firing the clay is high and a high level of
skill together with a well equipped factory would be required. PVC pipes are
Light, convenient for handling or laying by trenching machine and can be readily
imported or manufactured locally if appropriate plant is purchased. The use of
?VC pipes has been accordingly recommended.
4.3 The Drainage Masterplan
The     engineering     features     of     Che     drainage     network     recommended     to     achieve     surface and subsurface drainage of the entire study area are as follows
(l) The installation of buried field lateral drams, at an average depc.n of
1.3 m below ground, to achieve adequate control of the groundwater table
during irrigation and to limit the rise of salts during fallow periods.
Within the area surveyed for drainabilLty classification the recommended
spacing of field laceraLs varies from 30 ra co 110 m.
(ii)      The      conveyance      of      drainage      water      from      laterals,      through      buried      collector drains, into deep open drains.
33(m) The construction of in-field and tertiary surface drains to remove surface flows, derived from canal rejections, excess irrigations and rainfall.
(iv)
The deepening of existing secondary drains and the Amibara Irrigation
Project primary drain as well as the construction of additional deep open
drains to carry surface and subsurface flows.
(v)
The construction of a new main drain outfall co the .Awash in Angelele.
(vi)
The realignment and heightening of parts of the Awash flood dyke in lower
Amibara and its extension into Angelele to the proposed drain outfall.
(vii)
The extension of the Eastern Catchment flood dyke and drain to the
northern Limit of the study area.
(viii) The installation of ten additional observation welLs in the Amibara
Extension Area.
The Master Drainage Plan layout is shown in Fig 2.
The design of the above works takes into account the recommendations arising out of the environmental health component of the study. These include, inter alia,
the elimination of all bodies of standing water, avoidance of inducing swamp conditions, where practicable the maintenance of higher design velocities in
open drains and the alignment of open drains away from centres of population.
In the Melka Sadi section of the Amibara Irrigation Project, including the
3anana Unit, the existing drainage network can be readily adapted to cater for
the deeper subsurface drainage flows with partial realignment of one secondary dram only (SD1) co achieve sufficient gradient.
In the Melka Warer State Farm the mair. drain (MDl) which runs along the eastern project boundary, will serve the surface drainage only of a limited area in its upper reach. All other surface and subsurface drainage is directed into secondary drains 4 and 6 (SD4, SDb) which are linked to form a continuous drain
34Leading into the existing main drain extension during the early stages of subsurface drainage installation in the southern part of the State Farm. Drainage from the Awash Settlement Farm (eastern extension) will also be conveyed into SD&.
A new deep open secondary drain (SD7) will run from the Melka Warer Research Station, through the Amibara Settlement Farm, Algeta and Ambash Units before linking with the existing Secondary Dram 5 (SD5) which discharges into the main drain extension. This system will serve the subsurface drainage needs of the Research Station, the Settlement Farm and Algeta.
As the need tor subsurface drainage extends northwards, towards the main drain extension, both secondary drains 5 and 6 will be diverted into a new deep mam drain (MD2) whicn will pass through the Amibara Extension Area and extend for a further 11 km along the Awash levee in Angelele before discnarging into the
river.
Main drain 2 wilL serve the entire northern part of the study area as well as conveying the rejection flows from MD1 during outfall closure period. Flow levels at the downstream end of MD2 wilL respond to those in the Awash. Under low Awash (Lows the drain will be unrestricted and natural scour of its bed will occur near its confluence. Conversely under high river flows the drain levels will be backed up. The outfall has been located sufficiently far downstream of the study area to prevent flooding from the river although limited impedance to subsurface drainage will occur under sustained high river levels. It is anticipated chat the effect on crop growth resulting from this impedance to flow would be virtually negligible. Nor would rhe temporary retention of drainage flows in the collector pipe be expected to induce unfavourable silcation problems and no special provision needs to be made for additional maintenance.
Consideration of the aspect of silcation in Che drain indicates Chat limited deposition only can be expected frcm the dramwater silt itself or from silt supplied by reverse flow from Che river into the drain during high river stages. However localised deposition of silt ac high river leveLs due co eddy action a:
35Che outfall is expected co be both rapid and appreciable. During flood
recession and thereafter ic is anticipated that the drain will scour down
through this silt as occurs at a natural stream confluence.
The subsurface collector drains are in general aligned parallel to maximum groundslope so that they can take full advantage of the natural gradient without requiring excessive deepening. With this configuration it is possible, within
most of the AIP area, to maintain the collector drain alignments adjacent to the existing field or tertiary drains forming field boundaries. Field laterals
would generally be at right angles to Che collectors which in the greater part
of the AIP area allows the laterals to be parallel to the furrows and thus minimises disturbance to furrows. An exception to the above lies in the south western part of Melka Sadi where the direction of field irrigation is parallel
to the groundslope and consequently parallel to the collector drains. In this instance the field laterals are at right angles to the furrow and, co avoid excessive lateral lengths, the collector is taken through the field rather chan along its boundary. A similar situation occurs in part of the Awash Settlement Project where collectors are aligned obliquely to the field boundary in order to maximise the slope component.
Similarly the new surface drains in the Research Station, the Settlement Farm, Ambash, Algeta and Subelele nave been aligned, as far as practicable, to conform with the existing field, road and irrigation canal networks. In Angelele Units
2 and 3 however the retention of the existing field arrangement does not appear to be practicable from topographical considerations nor could this arrangement be easily incorporated into the proposed development of the surrounding lands. The outline conriguration of surface and subsurface drains indicated for this area is one essentially based on topographical considerations.
At present there are no operational observation wells in the Amibara Extension area forming the northern part of the study area. A further ten wells are accordingly recommended at the Locations shown in Annex B (Figure 9)
Seepage     trials     concluded     in     the     Main     Canal     and indicated relatively low levels of seepage and
in selected tertiary  canals have
it is considered that the
estimated seepage from the present Main Canal would not cause significant
36overLoading of the drainage system. The proposed increase in capacity of the Main Canal to cater for the Angelele-BoLhamo expansion could however, if unlined, significantly increase the seepage, possibly to a level chat would
surcharge the adjacent field drains. It is recommended that no specific action
be taken unless such surcharging actually occurs. Should such occur then alleviation could be achieved by installing interceptor drains parallel to the
canal at a depth similar co that of the field drains. Deeper interceptor
drains, or drains placed immediately adjacent to the canal could effectively increase the level of seepage. Financial provision of Birr 1.9 million (1984/85 prices) has been included in the Masterplan estimates for such drainage.
The Western (Awash) flood dyke extending from Algeta to the northern limit of the study area will be realigned and heightened along seLected reaches. The locations of sections requiring these remedial works have been determined from the routed profile of the I in 20 year return period flood (Annex C).
Realignment would also be required where the present dyke lies within the 100 m reserve considered to be the minimum width appropriate for the floodway adjacent to the river bank. Downstream of Che study area the dy<e will be extended along the river bank co provide protection for MD2 as far as its outfall into the
Awash.
The eastern catchment dyke and interceptor drain will be extended along the eastern perimeter of Che Aaibara Extension area. Runoff from this catchment will be directed into Angelele, thereafter following the natural drainage paths towards Kortume swamp. Such flows would benefit the areas over which they spread by supplementing the Limited rainfall; their frequency and duration would be insufficient co induce perennial swamp conditions.
In addition to engineering features, the Drainage MasterpLan has an agricultural component, without which the potential advantages occuring from drainage will not be fulLy realised. The recommended measures co improve crop production techniques, once drainage is installed, are outlined in Section 6.3.
Consideration was given to the incorporation of a water harvesting component in the Eastern Catchment area as part of the MasterpLan with the objective of reducing the flood flow contributions from this catchment. In view of tne large
37areas of catchment which could contribute to the flood flows it is unlikely that significant attenuation would be achieved without undertaking very extensive measures. Such measures would, in themselves, constitute a large project which would not be warranted solely from the point of view of reducing flood flows.
Water harvesting is therefore excluded from the Masterplan. It is however recommended in view of the other significant benefits which can accrue from such practices, such as erosion control, enhanced vegetation growth etc, that
consideration be given to developing a pilot area on the Eastern Catchment adjacent to the project. Such an area, comprising some 200 ha has been
identified and is described in Annex D, Section 4.9. An indicative cost of some
435,JOG birr has been estimated for its development, including fencing. It is
possible that this cost could be significantly reduced by utilising the existing operation and maintenance plant and resources of the Amibara Irrigation Project.
Topographical survey information within the existing AIP area is adequate for detailed design purposes and similarly the Regalta survey data covering the
Awash Settlement Project and the old Amibara Farms is adequate. Detailed
surveys within the Amibara Extension Area are required for the AngeLeLe-3olharao Expansion Project and, when completed, these can be utilised. Further surveys
are required in the Melka Sadi 3anina Unit and along the proposed alignment of Main Drain 2 and the extension co the Eastern Catchment Drains. In particular the surveys within the 3anana Unit, outlined in Annex D, are urgently required m that this area is in need of immediate drainage.
4.4    The Development Programme
As noted in Section 3.1 the implication of the current groundwater observations is that watertables will continue co rise throughout the study area until ultimately most, if not all, of the land is affected. The projections based on Che observed rates of rise show that, without drainage, all of the Melka Sadi area will be affected before the year 2000 together with a substantial portion of the Amibara area. In Amibara the rate of rise may well be increased by the planned onset of irrigation ir. the Amibara Extension area. It is accordingly considered prudent, for present planning purposes, to limit the implementation
38period to the forthcoming 15 years, from 1985 to 2000. Based on this premise an indicative programme for the implementation of subsurface drainage works, delineating the areas to be developed, is given in Figure 3.
Within the Melka Sadi area, where 2000 ha gross are currently affected by water tables within 1 m of ground, it is projected chat up to 2800 ha gross could be affected by 1988/89. Similarly in the western part of Amibara the projections indicate chat approximately 2400 ha gross, comprising the Awash Settlement Farm and parts of the Research Station and Algeta could be affected by 1988/89.
The limits of these affected areas, as delineated by groundwater projections, were rationalised to accord with natural drainage features and field boundaries to encompass a gross area of 6200 ha, with corresponding gross and net cultivable areas of 5450 ha and 4740 ha respectively. Based on these
rationalised boundaries the Stage I project, recommended for immediate development, is defined. The extent of Stage I as delineated is considered to
be the minimum required, commensurate with the current rate of rise of groundwater tables and with an assumed early and rapid implementation. The proposed implementation schedule for Stage I is given in Figure 5, encompassing a four co five year construction period.
4.5      Engineering Development Costs
Engineering cost estimates for the development of the drainage Masterplan over three five year construction periods starting in 1985 are given in Table 12, Annex D. All costs are quoted at 1984/85 prices without the provision for construction supervision nor allowances for physical contingencies nor
inflation. The Stage I development costs over the period 1985-90 are
Birr 28,407,000 which includes a provision of Birr 1,300,000 for housing additional operation and maintenance personnel. With a 10* allowance for contingencies together with a further 10? for supervision of construction the total cost would be Birr 34,373,000 or approximately Birr 7252/ha (US$ 3502/ha) This cost excludes the substantial investments which have already been made in Che existing surface drainage works within the Al? area. Within the period 1985-90 the further costs of constructing priority works outside the Stage I
area would also be incurred. These works comprise the emergency spillweir dvke
39and drain, a temporary pump station in Subelele area and 10 observation wells in the Amibara Extension Area and would cost a further Birr 501,000 excluding contingencies or supervision.
The total for the development of the entire study area is estimated as Birr
84,859,000, excluding contingencies and supervision costs and also excluding further housing for additional operation and maintenance staff.
4.6     Guidelines for the Evaluation of Future Stages of Development
There is an established and urgent need for the implementation of subsurface drainage in the delineated Stage I area and further expansion of these works
will be required in the future co cater for the rising watertables elsewhere in
the study area. The timing of implementation of future stages of subsurface drainage development should be directly related to the projected rate of encroachment of high watertables. Early implementation of such works, where high watertables are not imminent, would result in a low return on investment. Conversely an excessively delayed implementation could result in lost production and the need for reclamation of the resulting salimsed lands. Delayed implementation could also exacerbate the difficulties and costs of laying drains at depths rar below the prevailing watertables, particularly in areas of silts
or very fine sands where saturated conditions under such water pressures could induce instability.
A systematic approach is required based on both monitoring and the evaluation of results leading to the timely planning and implementation of subsequent stages of subsurface drainage. The approach comprises the following fundamental elements;
Ci)
Regular monitoring of groundwater levels, salinity levels, performance of installed drains including quality of return flows and silcation
levels and monitoring of environmental health aspects,
(ii)
Assessment of the time scale by which drainage will be required based on review of monitored values, leading to the delineation of further
areas requiring drainage,
40(iii)                  Completion       of       detaiLed       soil       survey       for       drainabilicy       classification       in areas delineated in (ii) above,
(iv)               Completion of topographic survey for detailed designs,
(v)                 Economic      and      financial      evaluation      to      justify      the      proposed      drainage works ,
(vi)
Detailed engineering designs and cost estimates, incorporating any changes consequent on the performance of the Stage I works,
(vii)                 Preparation of tender documents.
The monitoring should essentially be carried by the existing Project Control Centre staff, including the Sanitarian, and by the additional staff recruited
for the drainage operation and maintenance function. The involvement of the Institute of Agricultural Research staff is also advocated especially in
carrying out monitoring and evaluation functions relating to dram performance and soil salinity. Yield perzormance data would be provided by State Farms, as is current practice.
A specific line of responsibility, communications and decision making is proposed within WRDA with the creation of a post of Monitoring and Evaluation Engineer (part-time) and the formation of a Drainage Review Committee. The above recommendations and guidelines are expanded upon m Annex I.
415. THE RECOMMENDED STAGE I DEVELOPMENT
5,1     General Description
The Stage I development, recommended for immediate implementation, provides for the installation of subsurface drainage works in chose areas currently seriously affected by high watertables and salinity as well as areas which are predicted
to become so affected during the implementation period.
The development comprises a net total cultivable area of 4740 ha, of which 2660 ha lie in Melka Sadi, including the Banana Onit, and the remaining 2080 ha lie in the western section of Amibara  encompassing the bulk of the Amibara
(
Settlement Farm and smaller sections of the Melka Warer Research Station, Algeta and Melka Warer State Farms.
Works to oe implemented under Stage I include
Che following:
(i)            1000 km approximately of 60 mm dia PVC lateral drain,
(li)           1^5 km of PVC collector drains, 150 co 300 mm diameter,
(ni)     Deepening     and     enlarging     38     km     of     existing     secondary     and     main     drains     as well as construction of 14 km of new deep open drains,
(iv)             209    new    and    replacement    culverts    and    minor    bridges,    and    83    new    surface drainage outfalls into secondary and main drains,
(v)           Surface drainage provision or improvement to 2900 ha net,
(vi)               Modification     to     existing     secondary     canal     and     field     offtakes     for     improved water measurement.
The     project     also     incorporates     improvements     to     land     planing     and     subsoiling     to reduce surface waterlogging and salinity.
Assuming funds for the development can be obtained within one year it is prooosed chat construction of the works should commence by mid 1986 and be completed during 1990.
*25,2      Detailed Features
In the Melka Sadi area the Main Drain, designated MDl, will be deepened and enlarged as far as the existing cross drainage structure under the Main Canal.
This structure and the continuation of the Main Drain downstream would not require further works for this stage.
Secondary drains, SD8 and SD9, within and bordering the Melka Sadi Banana Unit, will be deepened to accept subsurface drainage from this unit and from the adjacent cotton lands to the east and north east of the Banana Unit. The
existing Aaibara Irrigation Project secondary drains SD2 and SD3 will also be deepened.
The existing culverts on the Main Drain will be demolished and replaced with deeper pipe culverts, Located at depths appropriate to the future full drainage development in Melka Sadi. Similarly existing culverts within the Banana Um: would be replaced.
In-field lateral drains, consisting of 60 am dia. perforated ?VC corrugated
pipes would ba Laid by trenching machine at an average depth below ground of 1.3 metres, with spacing between laterals varying from 30 m to 75 m as shown on
Fig 4. Typical lateraL lengths are in the order of 250 m. The field laterals discharge into buried PVC collector pipes, varying in diameter from 150 as to 300 -ms. Inspection chambers would be provided at 250 m intervals along collector drains, providing access for inspection and cleaning.
Cost comparisons indicate a preference for local manufacture of PVC pipes, largeLy in view of the prohibitive shipping costs for the bulky large diameter collector pipes. Should the importation of pipes ever prove expedient it has
been estimated that the Local transport demands in moving the imported pipes from the port of Assab to site would not place an unduly heavy requirement on the transport resources under normal circumstances and would not in itself form an important consideration in the choice of alternatives (Annex D, Appendix F).
The manufacturing plant for PVC pipes would be capable of producing at a much higher output than is required for the Stage I programme and could therefore supply concurrently further drainage needs elsewhere in Ethiopia, should such arise. This plant could be expanded co also produce smooch pressure pipes for
-3water     supply     for     which     a     significant     demand     exists     in     Ethiopia.     Such     expansion would be costly and should be supported by a detailed study for its
justification. Initial enquiries with manufacturing plant suppliers are
reported in Annex D.
The existing limited surface drainage network within the Banana Unit would be augmented by a further 15 km of new tertiary drains together with in-field
drains serving each field unit. No modifications are proposed to the surface drainage network of Che existing Melka Sadi State Farm (MSSF), apart frcxn constructing one new tertiary drain, outside the Stage I area near Dinile Hill,
to carry rejection flows from the existing tertiary canal Tl/3, thereby removing
the body of stagnant water with its associated health hazard.
Improvements to water measurement and distribution within the MSSF would be achieved by providing additional calibrated gated offtakes from the secondary canals as well as low cost staff gauge installations at all field canals.
Detailed consideration of similar improvements within the Awash Settlement Project, such as the introduction of additional measuring structures, land
levelling etc lie outside the scope of this study. However such improvements
would be necessary to achieve more efficient irrigation from this land. An indicative cost of Birr 4 million is estimated for limited land levelling and additional measurement structures, approximately half of which would be required for structures. This cost has not been included in the Masterplan or Stage I
estimates.
Features of the proposed Layout for Melka Sadi Stage I area are shown on
Figure 6.
In the Amibara area a new deep secondary drain of 12.4 km length, designated SD7, would be constructed from the Research Station, through the Settlement Farm, Algeta and Ambash State Farms leading into rhe existing secondary drain SD5. The alignment of SD7 closely follows the natural drainage line in these areas. All surface and subsurface drainage in these units would be directed
into SD7.
44To Che east of the AmLbara Irrigation Project Primary Canal the existing
secondary drain SD4 would be deepened and its lower reach re-routed co link with
the head of secondary drain SD6. The surface and subsurface drainage of the Settlement Farm extension and the limited section of Che Melka Warer State Farm within Stage I will be directed into secondary drain SD4. The subsurface
drainage network will be similar to that for the Kelka Sadi area. The clay
soils occupying some 314 ha in the northern sector of Algeta Farm is the subject
of recommendations for a Pilot Drainage Study. For present costing purposes 1
lateral drain spacing of 30 □ has been taken in this area, although actual
drainage spacing and method of draining, if feasible, would be determined from
pilot trials.
A new surface drainage network comprising some 36 km of tertiary drains,
together with in-field drains, will be constructed in the Research Station, Che Settlement Farm and Algeta where there are currently no surface drains. Cross drainage structures will be provided at canal crossings and culverts at tertiary
drain outlets into secondary drains and at access road crossings. The proposed Layout for the Amibara Stage I area is shown on Figure 7.
Although outside the Stage I area, an urgent improvement is required to direct
the rejection flows from the existing emergency spillway on Main Drain 1 swav
from Angelele Unit 2. The construction of a 4.0 km long temporary flood dyke
and drain will allow the passage of these flows to the east of Angelele Unit 2
(see Figure 7).
5.3      Implementation Programme
A four and a half year construction programme is envisaged for the
implementation of the proposed works, commencing in mid 1986 and being completed in Lace 1990. It is assumed that the works would be carried out by contract.
Tender documents and drawings for the award of the Stage I works have been prepared and, subject to funding being arranged, are available for issue to Tenderers. Prior to the commencement of construction a period of one year has been allocated for the Government to arrange funding and for tender period and award of contract. This very tight schedule has been proposed Ln view of the
■5urgency co implement the works. Any significant slippages could result in Che
need to extend the implementation areas and/or an acceleration of the race of progress either by mobilising additional machinery or by working for a more extended period within each year. The modification and additions to the
existing mam drainage network within the Melka Sadi area would be carried out
in the first construction year. Much of Chis year would also be taken up with
□braining the trenching machines and setting up a manufacturing plant for the PVC drains, as indicated to be rhe most economical expedient.
To complete the proposed programme an average subsurface drainage installation rate of 1350 ha per year is required with a peak rate of 1600 ha in the second
year of installation, that is in project year 4. Based on a conservative
average installation rate of 2 km of lateral drain per day for one trenching
machine, rhe required drainage length for the 1600 ha peak annual amount could be installed in about 7 months, that is, without interfering with the growing
cotton. However some interference will inevitably occur and a conservative
yield reduction cf 5Z has been allowed for in the cotton yields for each
installation year. In bananas an average yield reduction allowance of some 5Z
was also incorporated, in recognition Chat only a limited portion of the Banana
Unit is actively producing bananas with no losses being incurred on the
abandoned areas.
The Stage I development area was decided upon at the Interim Report stage. The development programme for Stage I included with this report indicates construction running later than originally suggested owing to additional lead
time being allowed for arranging finance, going out to tender, awarding a
contract and obtaining and commissioning the specialised equipment recommended. In view of the tentative nature of the underlying assumptions, and in particular
the estimated rate of encroachment of groundwater and possible effect upon this of installed drains, it was considered to be of no advantage at this stage to
refine the suggested Stage 1 development areas.
The proposed implementation schedule for the Stage I works is given in Figure 5, showing the works commencing in Melka Sadi and, on completion, progressing to Amibara. The race of installation of subsurface drainage works within each of the benefitring entities is given in Annex D, Section 5.2.
465.4      Project Investment Coses and Phased Expenditure
It has been assumed that the implementation of the engineering works would be carried out by contractors with tendering being open co local and foreign organisations. Tender documents, using internationally recognised FIDIC conditions of contract have been prepared by the Consultants for the Stage 1 area, together with specifications, detailed designs and drawings. Unit rates
have been derived on the basis of contract implementation with provision being made for overheads and profits on top of direct costs obtained from consideration of materials, plant and labour requirements. Prices of subsurface pipe manufacturing and pipe laying machinery were obtained from specialist suppliers with appropriate allowances being made for shipping, spares etc.
Pipes would be manufactured to an appropriate standard specification.
No distinction has been made between unit races for foreign and local
contractors.
CutLine design and calculations were prepared for the project components, from which bills of quantities were derived. Foreign exchange components of unit costs were derived for plant and materials, contractors overheads and profits.
A high foreign exchange component was attributed to these latter elements for foreign contractors, this being appropriately reduced for local contractors.
A ten percent addition was made to construction costs Co cover supervision. A physical contingency allowance or ten percent was also attributed co all costs.
3ased on the quantities of work executed annually and their appropriate unit races the annual investment screams were determined. These were then adjusted co allow for a contractor's mobilisation payment, taken as twenty percent of the tocal render value and subsequently deducted in equal amounts over the construction period. Details of the above costings, together with the
derivation of unit races, bills of quantities and capital cost of plant required for construction, are given in Annex D - Engineering.
Implementation of the project proposals of additional farm machinery  and allied subsoiling prior to crop production, as
cor drainage would require the purchase equipment for land preparation and
explained in Section 6.3. It is
47envisaged that this equipment would be purchased in Project Year 2 to coincide with the start of the engineering works.
Table 9 provides an estimate of the phased expenditure on engineering works and additional farm machinery/equipment for the two sub projects, both separately and combined. Investment cost estimates presented in Table 9 have been expressed in constant 1904/85 prices. Table 9 also provides an estimate of the total project investment costs over the six year implementation period, as well
as an indication of the effects on Che foreign exchange component from using either a local or foreign contractor. The estimate of total project investment costs is further analysed in Table 10 which provides a detailed breakdown of costs by local and foreign component assuming the use of either a local or foreign contractor. A summary of the project investment costs is given in Table 11, this includes an estimate of price contingencies.
Reference co the above summary table indicates that the estimated investment costs for the whole of Stage I (inclusive of price contingencies) would be
Birr 48.63 million if a local contractor was used or marginally less at Birr
<<*8.16 million when using a foreign contractor. However, in the latter case the foreign exchange component would be 60 X compared with 41 X.
5.5     Operation and Maintenance Costs
Annual cost estimates for the incremental operations, maintenance and farm machinery renewals are presented in Table 12. Reference to Table 12 indicates chat annual operation and maintenance costs (in constant 1984/85 terms) would reach a peak of Birr 1.29 million in Project Year 12 and stabilise at
an average value of Birr 0.76 million from Project Year 15 onwards.
48I
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!6. ORGANISATION AND MANAGEMENT, AND OPPORTUNITIES FOR AGRICULTURAL IMPROVEMENTS
6.1      Implementation Organisation
It is recommended that the Stage I works are undertaken as a single contract.
This would provide a sufficiently large package to attract international as well
as local tenderers, such that an adequate number of bids are received. An association of local and international contractors may prove expedient, the
latter providing the experience of subsurface drainage installation using trenching machines. Supervision of the works could be undertaken by WRDA staff, assisted by internationally recruited consultants experienced in subsurface drainage design and installations.
A supervisory staff strength of some five engineers, five inspectors, a chief surveyor and two survey teams are envisaged as being necessary for site supervision of the works. Of these staff it may be necessary to recruit the Resident Engineer, his deputy and a Ch’ef Inspector from the consultants, assuming that other staff can be provided by WRDA. The proposed organisation for site supervision is illustrated in Figure 8 herein. The implementation programme (Figure 5) indicates the commencement of site works by mid 1966 such that both the WRDA supervisory staff and the selected consultant’s staff should be mobilised by this date.
In view of the long term need for the continuous implementation of drainage works under the Masterplan it is considered to be particularly important chat permanent WRDA staff members be assigned co the supervision so that they can take over the full supervision for later stages. These later stages of implementation could be carried out either by contract or by direct labour under WRDA supervision. The experience gained during the Stage I construction could provide a sound basis for the direct labour approach, possibly with the pipe manufacturing and drain laying plant being taken over from the contractor. The actual funding sources and arrangements could also influence the ultimate choice of implementation organisation for these later stages.
496.2      Operation and Maintenance
6.2.1                Irrigation Water Management
The Project Control Centre (PCC) of Amibara Irrigation Project is responsible
for the supply and distribution of irrigation water to the various entities and
for providing advice on irrigation schedules and application amounts. The PCC operates satisfactorily within the limitations imposed by lower chan recommended staffing levels. It is considered essentiaL that the three key posts of
Manager, Operations and Maintenance Engineer and Water Management Engineer be permanently filled with experienced staff so that the key role of Chis centre
can be dispensed.
Strengthening of the State Farm entities, responsible for the distribution of irrigation water at tertiary and field level, is considered to be an essential prerequisite co the improvement of water management practices. Previous recommendations (Ref 7), endorsed by this study, are that an Irrigation Manager, directly responsible to the Farm Manager, shouid be recruited by each fam unit. In Che Middle Awash Agricultural Development Enterprise (MAADE) a Water Management Section should be formed within the existing Agricultural Division and an experienced Water Management Engineer recruited. Similarly within the existing Technical Services Division, the Land Development, Irrigation and Drainage aspects should be recognised as a specific Section, headed by an Irrigation and Drainage Engineer. Without such expertise at management Level it is considered chat an appreciation of the importance of improved water distribution practices at field level would not develop. Further details of
these recommendations are given in Annex 3.
6.2.2                Operation and Maintenance of Drainage System
In Che Amibara Irrigation Project the PCC is responsible for the operation and maintenance of the main and secondary drains whilst the State Farm entities are responsible for tertiary and field drains.
50In view of the specialised maintenance requirements of subsurface drains it is recommended that the responsibility for these is undertaken centrally by PCC rather than individually by each entity. A sub-unit within the Operations and Maintenance Unit of PCC should be formed for this work and provision has been made herein for the additional staff and plant requirements of this sub-unit.
It is proposed that the subsurface drains would be cleaned, as necessary, using standard hose reel mounted pressure jetting equipment. Access to the buried laterals will be obtained via a spur at their downstream end leading up to ground level. Access to collector drains will be via manholes located along the drain line. All installed drains should be cleaned within their first year of operation, thereafter it is expected that the frequency of cleaning would
increase to five years or more. Monitoring of selected drains on an annual
basis would be carried out to confirm the maintenance interval.
The responsibility for the maintenance of deep open drains would oe retained by PCC. Similarly that for the new surface field drains and tertiaries would be retained by the benefitting entity.
The additional operation and maintenance requirements, staffing and strengthening to the PCC organisation are described in Annex D.
6.3 Opportunities for Agricultural Improvements
A wide range of crops could be produced under conditions which prevail at Amibara. For volume production, a survey of markets would be necessary before any alternative crops could be recommended, and none of the alternatives is outstandingly better than the cotton and bananas which are currently being produced. For these reasons changes to the cropping pattern are not at present recoumended.
With cotton as the principal crop, essential land preparation which at present requires a five-stage operation, must be completed during rhe fallow (which extends approximately from December to June) co ensure that planting dates are met for the following season. Land preparation can be delayed or interrupted through unfavourable weather conditions (the Short Rains are rather unreliable and occur during the period late January-March), such that there is Little scope
51foe the production of a second crop in a rotation following cotton.
Opportunities for agricultural improvements have however been identified within the present practices, and these are outlined in the subsequent sections.
The implementation of a subsurface drainage scheme would prevent further serious decLine in yields and the abandonment of more land. The potential advantages accruing from drainage will only be fully realised if they are accompanied by measures to improve crop production techniques. These improvements can be broadly divided into:
improved water management
-           land preparation
-          crop nusbandry
Each of these is summarised below and described in detail in Annex E, Section 5. 6.3.1                Improved Water Management
Improved water management is one of Che factors most likely to lead to substantial improvement in yields. It requires both the refinement of the irrigation schedules, in the light of experience, and improvements to the organisation of the application and achievement of the proposed schedules.
For cotton there appears to be a need co improve water availability in the upper root zone while reducing a tendency co surface waterlogging during the early stages of crop development. Further, in order to curb excessively luxuriant growth and its associated boll shedding, it is proposed that post planting irrigation should be reduced.
The most important change m schedule is the lengthened interval between days 40 and 80 from planting, during the period of maximum flowering. This is designed to stress the crop anu discourage shedding of flowers and young bells, in turn avoiding a stimulus co vegetative growth. It coincides with the peak in the average rainfall distribution curve, so variation in rainfall couLd have a
marked impact on the irrigation requirement in this period.
52The number of post-planting irrigations has been reduced from eight to six with the final irrigation at 142 days which should allow the whole of the potential
crop to mature. The revised cotton irrigation schedule is shown in Table 14.
Banana is a crop particuarly sensitive to water deficit and in the past soil
moisture depletion factors have been so high as to seriously limit growth
potential. For high yield, bananas are intolerant of any degree of moisture
deficit and a very short irrigation interval of small gross application is
required. For bananas the maximum recommended depletion of available soil moisture is about 30Z.^ A schedule of application is proposed based mainly on
90 mm at intervals ranging from 10 to 15 days, and 100 tnc at 8 day intervals during the dessicating months of May and June, ie there should be two or three irrigations monthly.
Maize at the Awash Settlement Farm was observed to be seriously water-stressed. The irrigation system apparently was we 11-prepared but the problem was said to be snortage of labour. The crop stand was less than half that required and some
50Z of potential yield already had been lost by four weeks due to inadequacy of irrigation.
To justify the investment in irrigation and drains for pasture it must be well managed. A schedule is proposed which consists of 15 applications of 143 mm (gross) each time, with intervals varying from 30 days in July to 14 days in December and 12 days in May.
The irrigation of the proposed forestry area would require a schedule much the same as the irrigated pasture. In the year after planting out seedling trees in
their permanent stations the irrigation should be more frequent to compensate
for the small rooting depth.
The success of any of the proposed irrigation schedules is ultimately dependent
on good management. Recommendations have previously been made for changes in Che management structure to improve the supervision of the irrigation teams and
“ FAO, Irrigation and Drainage Paper 33, 'Yield Response to Water', Rome 1979.
531
the application of water. These changes should be implemented as soon as
possible. Proper control is particularly required in the use of syphons, the
incorrect use of which is currently contributing significantly to problems of
surface waterlogging.
6.3.2 Land Preparation
Variations       in       microtopography       and       subsoil       compaction       contribute       substantially       to surface waterlogging and to inadequate leaching.
Grading of the field slopes as part of the initial land development was considered to have been completed satisfactorily. However, small but significant undulations develop during ploughing and by subsidence of areas of '•fill'  established during the initial land grading.
Land planing is, therefore, carried out cn an annual basis. This is done using
a long base land plane which requires considerable operator skill. Recent studies in tne area indicate that this vital operation is not being carried nut
to a sufficient standard to avoid serious problems. Based on the experience of similar large-scale surface irrigation schemes in arid regions, it is recommended Chat the present land-planes be replaced by more expensive, laser-controlled equipment, rather than to trust in a significant improvement in operator-skill. This is a high-technology solution, but paradoxically it
demands less from the unit operator since the control is automatic with a small likelihood of error.
The presence of compact horizons can be either an inherent feature, or the result of mechanical cultivation at unsuitable soil moisture content.
It is impossible to predict how much land is affected by compact horizons sufficiently serious in effect to produce an economic crop-response to suuSwlling. A very crude estimate is 4000 ha, but specialised very detailed soil investigations would be required to identify th* fields which should be
subsoiled annually.
54It is recommended that particular care be taken to ensure sufficient interval between pre-plant irrigation and cultivation for the soil to dry out. It may
also be possible to combine ridge-reforming, cultivation and planting by mounting the implements in tandem on the small toolbar, or by front-mounting the ridger. Operating costs and risk of compaction would be reduced.
Subsoiling or ripping requires a large draught force to draw a tine through the soil to a depth of 80 to 100 cm, shattering the profile for some distance. It
is done before ploughing. The spacing between tines or passes should be about
1 m. The most efficient methods include double tine units but'in soils of hard consistency the draught force required is considerable and a cracklaying vehicle may be necessary. The work-rate is slow, it is an expensive operation and the benefit is shortlived since the cracks quickly reseal. However, it is
recommended that provision should be made for subsoiling all fields under cotton cultivation annually. This practice could be reviewed from time to time particularly when the results of further soil survey become available.
The investment costs in tractors, grading equipment, laser controls and
sub-soiling sets have been included in the project cost estimates for Stage I
areas. However such improvements can equally be applied outside the Stage I areas and estimates for the machinery requirements and costs for the
remaining cotton lands within the AIP area have been included in Annex E.
6.3.3 Crop Husbandry
The general standard of husbandry in cotton is good so that satisfactory improvements in tillage and water management wilL leave little 9cope for further increase in yield. The three opportunities are:
improved cultivars and seed quality,
- planting all fields over a shorter period beginning mid-May,
fertiliser for sandy areas
Of these, the seed genetic quality must be the matter of greatest concern. Evaluation of new cultivars is a continuous process. Protection of the genetic quality of the selected cultivars is even more important in view of the serious
55heterogeneity apparent in the crop at present. Rogueing of selected seed-stock fields and the careful processing and storing of the seed is necessary. Some
200 ha of designated jeed stock is required for the whole area and a smaller amount for Stage I.
Reducing the planting period is constrained as much by the design of the canaL system as by the machinery. With monitoring of soils, water-use and crop characteristics a reduction in water demand is possible and with it Che opportunity to reduce the planting period.
The objective of improvements in the Banana Unit is to overcome the serious constraints to a greater level of both initial and sustainable vigour in the plantations. With drainage, there is the opportunity for much more refined
water management designed to avoid the frequent periods of water-stress apparent at present. Otherwise the opportunities are in:
improvement in matt-mangement,
more fertiliser of the approoriate type,
better hygiene and pest control.
It is difficult to be precise about the order of priority of these factors.
Almost certainly there is an interaction between them so improvements in one would be complementary to improvements in others.
For the other crops - pasture, maize, gardens (vegetables) and forestry as proposed for the Settlement Farm - the standard of husbandry presently practiced is not high. The reorganisation of the scheme now under way seems likely to overcome some of the problems although labour is a serious constraint.
no1. INCREMENTAL PRODUCTION, MARKETING AND FINANCIAL RESULTS
7.1      Incremental Production
The projected incremental production resulting from the project proposals is summarised in Table 15 and incorporates the land use plan for the Amibara Settlement Project (ASP) as had been proposed by the RRC. The cropping pattern within the ASP under this plan incorporated cotton, maize, vegetables, pasture and forestry. Associated with pasture the intensive production of milk and meat
was proposed.
Additional analyses have been carried out to take account of the further modifications to the land use and cropping patterns within ASP as were subsequently proposed. These modifications are sursiarised as follows and affect only the Amibara component of the project:
a     reduction     in     the     intensity     of     the     dairy     enterprise     initially     proposed     by RRC, with a corresponding reduction in projected milk output;
an alternative cropping pattern based on 100Z cotton within ASP lands;
an alternative
pasture within
cropping pattern
ASP lands.
based on 50Z
cotton, 25Z maize and 25Z
The projected incremental production arising from the above three roodifications are reproduced in Table 15a. Reference to Tables 15 and 15A indicates that substantial incremental production would result, rising steadily to a peak in Project Year 21. This pattern occurs under the original project proposal incorporating the RRC proposed land use plan for ASP and also remains substantially unchanged under the alternative ASP land use plans. Small variations in banana and milk production occur after this year, for reasons related to husbandry practices. The estimated incremental production .values in Project Year 21 are summarised below. As noted earlier, the values for the Melka Sadi component of the project are unaffected by the alternative land use plans within Amibara.
57Projected Peak Annual Incremental Production (Project Year 21) a) Melka Sadi Stage I Area
Cotton
Bananas
b) Amibara Stage I Area
(i) Original Project Proposals
(intensive livestock production)
Cotton (State Farm) Cotton (Settlement Farm)
Maize
Vege tab Les
Forage
Forestry
6,021 tonnes
16,831 tonnes
2,267   tonnes
744   tonnes
l ,438   tonnes
116   tonnes
7,050   tonnes
337   cubic metres
Milk
3,494,000
Ii tres
Cull Bulls
3
head
Cull Friesian x Zebu cows
343
head
Zebu x Friesian bull calves
536
head
(ii) Simplified Livestock Enterprise
Milk
1.027,000
litres
Cull Bulls
3
head
Cull Friesian x 3oran cows
36
head
3oran x Friesian bull calves
135
head
(in) LOOZ Cotton within ASP
Cotton     (State Farm) Cotton      (Settlement Farm)
2,267 tonnes
5,315 tonnes
58(iv) SOX Cotton, 25X Maize, 25Z Pasture within ASP
Cotton (State Farm)
Cotton (Settlement Farm)
Maize
Pasture
The incremental benefits, based on the simplified livestock enterprise, have also been derived for the pasture component of alternative (iv) above, adjusted from (ii) above in proportion to the reduced area.
7.2    Marketing
2,267 tonnes
2,656 tonnes
2,656 tonnes
3,320 tonnes
No major problems are foreseen in marketing the projected incremental production arising from the project (Annex F). Similarly the quantities offered for sale
on the international or domestic markets are unlikely to have any long tert effects on prices.
7.2.1             Cotton Lint and Cotton Seed Meal
These products would be exported. In the case of cotton lint, for the original project proposals the projected peak annual incremental production of 9,000 tonnes arising from the two areas is unlikely to have any marked effect on the world market totalling 4.S million tonnes annually. With cotton seed cake/meal, Ethiopia's present share of the world markec is only 2.7Z. Hence, even if the entire annual incremental production of 2,000-2,500 tonnes was offered for sale on international markets it should not adversely affect prices. A similar situation would prevail were the alternative land use proposals for ASP to be implemented as even with the entire ASP area within Stage I devoted to cotton the total incremental production would only amount to 13,600 tonnes.
It is envisaged that additional supplies of edible oil produced from crushing cotton seed would be absorbed by the domestic markec so substituting for comparable imports.
597.2.2                Fruit and Vegetables
Although the production of bananas on the Melka Sadi 3anana Unit was originally directed at the export market, current production fails to satisfy local demand. The proposed drainage project would allow the Unit to be planted to new varieties of banana to enable annual production to be increased by 16,800 tonnes at full development so helping to meet domestic shortfalls.
Based on the original RRC proposals, vegetables would be produced on homestead plots adjoining the settlers* houses in ASP. Although this production would be primarily aimed at home consumption, considerable quantities of surplus vegetables wouLd be available for sale. It is envisaged that sufficient demand would be present in the Middle Awash area to absorb vegetables offered for sale on the local market. Vegetables have been excluded from the alternative proposals for land use in ASP.
7.2.3 Maize
The projected incremencal production of maize under the original proposals for ASP would peak at around 1,500 tonnes. Some 900 tonnes of maize would be required annually by local settler farmers for home consumption. It is
envisaged that incremental production in excess of this requirement would find a ready market principally in the Middle Awash area.
Maize has also been included in one of Che alternative proposals for land use in ASP. In this case, project incremental production would oeak at approximately 2,700 tonnes. Again with this higher level of production
it is envisaged that all excess above the settler requirements would be
readily absorbed.
7.2.4                Forestry Products
Timber production would be directed at the building trade with offcuts being sold as fuelwood. Ac the low prices assumed in the project analysis no problems are foreseen in disposing of production. Forestry has been excluded from the alternative proposals for land use in ASP.
607.2.5               Milk and Meat
Substantial quantities of fresh milk (8,700 litres per day) and meat would be available for sale under the original project proposals. Although the present population in the Middle Awash area is unlikely to create sufficient local demand, particularly for milk products, a reasonable supply/demand equilibrium is anticipated by the turn of the century when incremental production peaks. It is therefore considered reasonable to assume that the incremental production of milk and meat would be absorbed by the local market, if the original proposals were to be implemented. Under the simplified livestock enterprise the daily surplus above settler requirements, would reduce to some 1,400 litres per day which could be relatively easily absorbed locally.
7.3      Financial Results
The financial anaLysis of the project adopted an incremental approach to contrast ’with' and 'without project’ situations (Annex H). The resulting incremental net cash flow was then discounted to calculate the financial internal rate of return (FIRR) and the net present value (NPV). Table 16 summarises the farmgate prices used in the analysis.
To provide comparative results separate analyses have been carried out on the Melka Sadi and Amibara sections of the Stage I area and these are discussed below. It must however be appreciated that the development costs derived for these sections of Stage I are based on the premise that all Stage I would be implemented as a single contract. A reduction in the extent of Stage I, by omission of one of these sections, could induce an increase in the development cost of the remaining section.
7,3.1              Melka Sadi Stage I Area
Financial analysis of this sub-project produced a FIRR of 15.8Z
with a NPV of Birr11.35 million assuming a 10Z cost of capital (Table 17). This rate or return reflects the ability to reclaim and plant up the
who.e of the Melka Sadi Banana Unit coupled with substantial yield increases
61from the cotton crop. It also reflects the Louer development costs in this area resulting from the utilisation of the existing surface drainage
network.
Sensitivity analysis indicated that the project is more sensitive to a
reduction in the value of output
to an increase in total costs.
Switching values indicated chat it would be necessary for output values
to fall by 16Z, or costs co increase by 19Z, to lower the FIRR to
the 10X cost of capital. In order to allay fears that the projected
cotton yields after drainage are over optimistic, sensitivity tests
were conducted on cotton yield levels. These showed that even if
yields were halved the FIRR would be 6.9Z.
7.3.2           Amibara Stage        I Area
Based on the original project proposals,  the FIRR of this sub-project was lower at 6.2Z due co  the relatively  slow build-up in milk yields,
the Low returns from forestry, and higher unit development costs.
Assuming    a    cost    of    capital    of    10Z    the    NPV    would    be    Birr    minus    4.0    million (Table 18).
Sensitivity analysis indicated that output values would have to increase
by 24Z or total costs fall by 20Z, for the FIRR to equal the 10Z cost
of capital.
Introducing the simplified livestock enterprise but retaining the original
cropping pattern reduces the FIRR to 3.5Z, and the NPV at I0Z becomes
Birr minus 6.1 million (Tabla I8A).
In     the     case     of     the     all-cotton     scenario     for     the     AS?     area     (Table     133),     the "IRR changes to 15.6Z with a NPV of Birr 6.7 million at 10Z.
Introducing the second alternative cropping pattern for AS? based on cotton, maize and pasture, results in a FIRR of 11.12 and X?V at 102 of Birr 1.3 million (Table 18C).
627.3.3         Combined Stage I Area
Based on the original project proposals, the financial analysis of the
whole project produced a FIRR of 12.52 and a NPV of Birr 7.56
million, assuming a 10Z cost of capital (Table 19). It should be noted
that the investment cost disbursement schedules allow for a mobilisation payment equivalent to 20Z of the total engineering costs.
Sensitivity analysis showed that for the whole project either a 9Z
increase in total costs or an 8Z fall in output value would be necessary
to reduce the FIRR to 102. Also that a one year delay in benefit inflows
after all costs have been incurred would reduce the FIRR to 9.32 and the
NPV at 10Z to BIRR minus 2.38 million.
Substituting the simplified livestock enterprise for the original enterprise proposal has only a limited effect on the overall analysis, with a corresponding FIRR of 11.92 and NPV at 102 of Birr 5.42 million (Table 19A).
Introducing the alternative corpping patterns on ASP results in small
changes to the overall analysis, because both the Melka Sadi area and
State Farm components of the Amibara drainage priority area remain unchanged. For the case of all cotton on ASP, the FIRR becomes 15.82 with a NPV of
Birr 18.27 million, and for the cotton/maize/pasture alternative on ASP the corresponding values are FIRR 14.22 and NPV at 102 of Birr 12.84 million (Tables 193 and 19C). It has been assumed that the pasture area in the latter alternative supports a herd of Boran x Friesian cattle, the incremental benefits being adjusted to take account of the reduced area.
63a
■
■
■
■
i
a
i i
■
i I a
i I a
a0. BENEFITS AND JUSTIFICATION
8.1     General
The main justification of the project is that its implementation would save very large areas of Amibara Irrigation Project from being abandoned within 15-20 years, and enable some 700 hectares of the Melka Sadi Banana Unit to be reclaimed and entirely replanted. The incremental production would meet a shortfall in banana supply and make unnecessary the transfer of banana production elsewhere (eg Mille) with attendant costs.
Implementation would save the jobs of those directly employed on the land which might otherwise be abandoned and the livelihoods of those indirectly benefitting from the Amibara Irrigation Project (traders, etc). In addition it would create employment during the implementation period and its subsequent maintenance.
8.2     Economic Evaluation
3.2.1               Combined Stage I Areas
Following the parameters for economic evaluation of development projects in Ethiopia described in Annex H, Chapter 6, the project with its originally proposed land use pattern was analysed for its effect on the national economy. The results show that the overall project would yield a return to the real resources utilised in its implementation of 16.02 with a net present value (at a discount rate of 102) of Birr 15.53 million (Table 20). For this economic internal rate of return (EIRR) to be reduced co rhe opportunity cost of capital (102) rhe value of benefits would need co fall by 192 or costs to rise by -24Z.
Introducing the simplified dairy enterprise and alternative land use proposals for ASP has a measurable effect on this situation. The lowest EIRE
of15.5Z would result from the original project with a simplified dairy enterprise, and the highest EIRK of 19.82 would result from the all-cotton scenario on ASP. For comparative purposes, derails of the corresponding analyses have been included in Tables 20A, 20B and 20C.8.2.2               Melka Sadi and Amibara Stage I Areas
The sub-projects would be implemented over Cour years; the fist 2 years would be spent on the Melka Sadi Stage I area and the following 2 on the Amibara Stage I area. Because much of Che Amibara Stage I area is occupied by the Amibara Settlement Project (ASP), whose Land use pattern has been the subject of alternative proposals and differs markedly from that of Melka Sadi, the two halves have been analysed separately as sub-projects. The rates of return from the investment in drainage at Amibara are considerably lower than those from Melka Sadi and reflect the different pattern of land use as well as the higher
initial investment costs in Amibara where there is no existing surface drainage network. The respective EIRRs and net present values at 10X discount rate are summarised as follows:
EIRR
(X)
Melka Sadi
Amibara:
original project proposals
original project proposals
including simplified
livestock enterprise
all-cotton in ASP
50X cocton/25X maize/
25Z pasture in ASP
NPV
(Birr million)
17.95
- 2.4
18.6
13.0
Details     of     the     economic     analyses     for  Melka Sadi and
3.0
for each of the
strategies for Amibara are presented
in Tables 21, and 22, 22A, 223
alternative and 22C.
658.3     Discussion of Results
Ic could be argued on Che basis of the economic analysis chat drains are only justified at Melka Sadi and at Amibara if Che all-cotton land use alternative is adopted for ASP. However, without drains there would, in the long run, be no settlement project ac Amibara. Re-siting it would be no solution since a
drainage/sa1 inicy problem would almost certainly occur eventually at any alternative location in the Middle Awash area. Failure to install drains at Amibara would deprive the Afar settlers of their compensation for the loss of their traditional grazing on the 10,000 hectares of Land developed under Amibara Irrigation project and previously. The lower returns could therefore be regarded as a social cost of development. Furthermore, because the engineering cost estimates have been based on the use of crenchlaying machines whose useful life would encompass the 4 year implementation period, and on other economies of scale, costs per hectare of draining Melka Sadi alone would be higher and the rates of return cosnensurately lower.
66REFERENCES
1.         'Discussion Paper on Outline Masterplan’, Halcrow, August 1984.
2.        ’Report on Survey of the Awash River Basin* (five volumes), FAO^OvJREAH, 1965.
3.         'Melka Sadi - Amibara Proposed Irrigation Project. Feasibility Study (six voLumes), Italconsult, July 1969.
4.        Amibara Irrigation Project, 'Hydropedological Studies’. Halcrow, October 1975.
5.        Amibara Irrigation Project II, 'Drainage and Salinity Study and Recommendations for Field Drainage'. Halcrow, April 1982.
6.        Melka Sadi - Amibara Irrigation Project, 'Additional Soil Survey*. Italconsult, September 1971.
7.        Aaibara Irrigation Project II, 'Water Management Manual’, Halcrow. July 1983.
o/APPENDIX A
INDEX OF REPORT RECOMMENDATIONSAPPENDIX A
INDEX OF REPORT RECOMMENDATIONS Subject Matter
Awash River
flood flow estimates flood flow levels
flood dyke
Awash Settlement Fars
Annex
Section
C
land levelling
D
2.2
flow measurement
D
crops
E
5.4
replanting schedule
E
Table
Banana
replanting schedule
E
Table
revised irrigation schedule
E
5.2
improved matt management
)
fertilisers
)
E
5.4
hygiene and pest control
)
Bilen Swamp
D
4.8
Cotton
revised irrigation schedule
E
improved cultivar/seed quality   E
optimal planting
fertilisation
Communications Construction by Contract Construction Programme
E
E
D
D
D
5.2
5.4
5.4
5.4
2.2
5.1
5.2
68ect Matter
Construction Supervision
Des ign
Lateral drain spacing ( opt imisat ion)
subsurface drainage rate
Annex
D
Section
7.3
E
Al
5.1
5.1
surface drainage coefficient
C
Laterals, depth and spacing 
Al
Main Drain 2 - factors
D
7
6
4.3
Drains
shallow )
deep
open )
bur ied )
D
Dykes
Awash flood dyke
eastern catchment dram/dyke
D
D
Disbursement schedule                                                     3 Environment (and Health)
4.7
4.7
7.3
rejection drain from
canal Tl/3
ditto
rejection flows from MDl
ditto
minimum velocities
J
D
J
D
J
3.1
4.1
3.1
4.2
3.1
ditto
D
4.4
maintenance of open drams
J
3.1
ditto
C
6.2
isolating canals from villages
J
3.1
ditto
D
4.9
69Subject Matter
.  Environment (and Health) contd..
Annex
Section
Kortune swamp
J
3.1
ditto
D
3.2
ditto
D
4.9
minimum (sanitation)
D
4.9
facilities for villages
.  Eastern Catchment Drain Extension
.           Furrow Irrigation
.           Filter/Surround to Lacerals
.           Flow Measurement
Gravity Drainage
.           Gravity Outfall into Awash (MD2) Groundwater Mapping-computerised
Irrigation
revised schedules study of sprinkler/drip for Banana Unit
Land Planing
Leaching
D
D
D
D
D
D
B
4.7
2.4
4.5
2.3
3.2
3.2
2.8
E
E
5.2
5.2
E
5.3
control of secondary
B
3.8
salinisation
reclamation
B
3.9
outline reclamation procedure
B
App D
73ect Matter
Master Drainage Plan Maintenance (Operation and)
Annex
D
Section
3.3
deep
open                 drains                 D
piped             subsurface             drains             D
ditto 
surface field/tertlary drains D Minimum Tillage
Monitor ing
observation wells
drain performance drainage flows/saLinities
soil salinity
irrigation scheaile chemical  biological and
D
E
App A
6.2
5.3
)
)
)I
)
)
(
J
pesticide analysis
ditto
r
siltation
in subsurface drains
I
ditto
D
schistosomiasis
J
3.1 App A 4.1
malaria 
J
Orgamsat ion
Project Control Centre
D
MAADE/State Farms
D
Monitoring and Evaluation
I
Construction Supervision
D
Environment/Health
J
6.2
4
5.3
4.2Subject Matter
Observation Wells - additional
Pilot Drainage Areas
Anibara
Annex
B
Section 2.9
Al
7
Melka Sadi (continuation)
Al
2.2
pipe laying - methods
D
5.1
pipe - material/fabrication
D
5.1
pipe - PVC pressure
D
App I
Priority Areas
Reclamation leaching - outline
procedure
Seepage - primary canal
Soil Survey - methods
Surface Drainage
Melka Sadi
Afiibara
Sub-soiling
SuoLale-temporary pumped drainage Structures - drainage
Topographical surveys
ditto
Water Harvesting
B
B
2,4 App D
D
Al
2.2
2.3
D
D
E
D
D
D
I
D
4.1
4.2
5.3
4.6
4.6
3.3
Well Point Drainage                                                             0
4.9
3.2
72ft
ft ftT A 3 L • SH
H
*
a
/
ITABLE 1 - PROPERTIES OF DRAINABILITY CLASSES
I
I CLASS | SOIL TEXTURB/STRUCTURE
I
I
I
_____________________________________
1---------------------------------------------
ll
III
| Silt loam, sandy loam or coarser
| Sand or loamy sand in 2 5Z of
| control flection
I Predominantly medium and wave
| sub-angular blocky structure
I________________________________________________
1 --------------------------------
| Other soil types, except deep clays |
I Structure variable, often medium
| sub-angular blocky
|     >     200     cm     of     clay     or     silty     clay     at | the surface
I Structure predominantly massive
I
APPROXIMATE HYDRAULIC CONDUCTIVITY
(m/day)
2.0
SUB-CLASSES I
I
DEPTH TO RELATIVELY IMPERMEABLE LAYER
(cm)
a  I
bI
cI
dI
< 200
200     -     300
300 - 400
> 400
I
I
I
I
I
I
0.1
a                I bI cI dI
I
Not sub-divided
< 200
200 - 300
300 - 400
> 400
ITABLE 2 - LAM) ISE LN U£ STUDY AREA - 1984 (Areas in -*ectarea
1
| 
111 
III                                                    1              1
FARM
1 COTTON 1 BANANA 1 PAS’LSE 1 OTHER I FALLOW 1 ABANOtoOtfaElD11
1
1 1
1 1
I
1 CHOP
S1
1
1
1
1 
1
1 2,770 1
1
1
1 1
1 
1
1
I
1
1
1
1
1
i Malka Sedi State Farm
338^ I
36      1 - 1
-1
1
4,090 1
1
1 
1
i
1 
1
1
926 I
-1
1
I
!
1
1
1
187 |
1
1 M Malka Merer
I
301
-1
55
-1
300 |
1
1 
1
1
1 1
1 28 1
1 1
J -
1
1 
1
1 3,728 1
1
1 
1
1
1
' Malka war er State Farm
-1
-
i-1
-1
-1
1
1 
1
1
1 
1
1
1
1
3,728 I 1
1
1 Aaibara Settlement F
tt(1
1
1
|  Amibara  Anqeleie State
t
r
I
1
| Ami bars
1
1
1
1 Arqelele
1
1  1
1  132!
1  1
1
I1
1
- 1 200
1
1
1
1
■
-1
1  1
1  100 I
1            1 
1 1
1 1
I
-1
Farm
1 
I
1 1
i
Unit 1
1       62B 1
1
1
1 - 1
1
918 |
1
1
1
1
1
1
Unit 2           1        340 I             - 1            -
Unit 3           1        M3 |
Unit A           1 an |
1 1
1 1
Jmt 1            1       50 3 1
Jilt 2 1  359 f
-1            •
I-1 1 -
1 - 1 1 -
1
1,350 1
1 1
1
1 1
1 1
■1
1 628 |
340 1
; mi i
-1
1
1
-1
-               1 - 1
1 1
1 1
1 - 1
!
1
1
- 1            -      1 • 1
-1
-1
- 1  817 1
1
I1
1      5031
- 1  359 .
1
1 .
Unit 5
1 262 |
1 1
-1
-
1 - 1
-1
-
1 262 1
L
1
1 
1
1
1 1
1 1
1
1
1 
1
1 totals by crop
1  9,932 
1
Dfl I
311
1  128 I
’1
1,105 1
926
1  12,740 
|
1
J 
L
1
1
J 
I
1/ The area of banana comprises 204 hectares of productive bananas and approx 134 ha -hich is expected to be replanted Oy the end of the year.
Source: IAH; MAAE Proqromme Service; Awesn Settlement farm; AIP EngineersTABLE 3 - ESTIMATED AVERAGE YIELD EXPECTATIOUS FOR THE 1984 CROPPING SEASON
\
LOCATION \ CROP
\
1
1 COTTON
1
BANANA          PASTURE          MAIZE         FALLOW
1
1 1/
11
Melka Sadi Stare Farm 1  37 Malka Warer State Farm 1  34
2/
7.5
-
-
-
2/
5.6
-
5.0
-
2/
-
Amibara Settlement Fann
1 22
Ami bara/Ange 1ele State Farm                                   30
-
2.0
-
3/
30
-
-
-
1/ q/ha of seed cotton assuming
2/ t/ha saleable bananas, conser
3/          fat sheep'ha/annum
10X harvest           loss
ved fodder, maize grainlABU: 4 - COTTOW FIELD AOJlfiTEQ for EFFECT of MAIERLOGCIM;
1
1 R.0T
1 NUMBER
1
FINAL Yl£lDV
ADJU5TKNT2/
YIELD | PLOT
ESTIMATE
FOR HI
3
ADJlfiTED / | NUMBER
1
1
1
(q/h«)
(q/M)
(«V*«)
1
FOR WI |
|
FINAL YIELD1''
ESTIMATE
(q/ha)
ADJU5T>€NT2/
FOR HI
(Q/ta)
1
1 1
1 2
1 J
1 YIELD 1
3
AOJlfiTED ,!
TOR HI | (o/he) |
I
26.9
45.8
37.7
7.8
10.3
12.2
34.6
56.1
49.9
1
1 22
1 23
46.1
31.8
1 4
1 5
1 26                       30.9
45.5
18.7
(17)
(24)
____________ L
1
6.6                     52.7       |
5.8                     57.6       | 16 7                     47 5       1
63
45
1 27
53.5
.
3.7
.
57.2  1
1 6
1 7
1 28                       32.3
31.6
40.8
(17)
( 5)
25 2                     57 5       |
49
46
.
1 JI 20.9 (12)
.
33  |
1 9
1 9
19.9
30.4
15.1
9.7
1 32                          9.1                             1 2                     10 3
34.9
40.1
1   33                       7.1
.
1.3
.|
9.1  1
1   34
39.4
1 10
1 u
59.9
39.8
1.9
0.6
(5)                     44
61.7
40.4
1  36
1  38
38.3
46.5
(12)                      50
1 12
1 U
41.6
30.7
(7)
8.5
16.9
54          |
50.1
47.6
1 40
50.7
(7)
58          |
1  14
1 16
1 42                       66.4
14.4
30.5
25.6
9.9
(7)                      73
40.0
59.4
1 49                       13.7                           (14)
1 50
1 17
1 18
16.4
44.6
0.1                           C
14.9
6.6
|
29          | 01
31.3
51.2
1   51
5.3
45.6
.|
50.9  |
1 52                        18.4
1  19
1 20
16.6
36.7
3.5
3.5
39.6                     58 0       |
52.1
40.2
1 53
33.7
23.9
i 21
1 _
35.3
1   54                     51.1                           26 0
.
21.3
.
57.6 f
77 1 I
.
56.6
1
1
1
1/  m«l yield estimate from Table 1, Arrwx £
r
V feat by «h, h y .id i, ..peered to have been greater then enured nad there been -n
CS
waterlogging probl« at the site. bee Ann,, £ For calculation. Srackets indicate id;ocmenc by Cl
3/ 4dju>ted yield aeauHinq no <eter logging effectTABLE 5 - SUMMARY OF CO~TON YIELD DATA FROM RANDOM SAMPLE SORVEY
Yield Classes (q/ha seed cotton)
I
I 0-9        10-19         20-24         25-29         30-34         35-39        40-45         45-49         50-54
Waterlogging
-Number of samples
1 -2 of area
1
1 0 0 4 13 19 24 26 13 15 1 o 0 3 9 13 17 18 9 10
of area
Infertility
1 Mean yield 38.8 q/ha, 72Z
1
1
-Number of samples                    0              0                0                 0                0                 1                4                3                5
-Z of area
1 o                0                0                 0                0                1                3                2                3 ' Mean   yield           46.6   q/ha, 9Z <          of area
1
Salinity
-Number of samples 1
1
1 1
1
0
3
1
7
2
1
2
-Z of area
1 1
1
0
2
1
5
1
1
1
1
yield 34.6
q/ha, 12X
of area
11
All samples
-Number of samples
1
1
1
4
16
20
32
32
17
22
—Z of area
1 1
1
3
11
14
22
22
12
15
i Mean yield 39.0 q/ha seed cotton (SE + 7.5)
1
c
3
X•AULE - EAtl IN ruriOM kRIDirilUH OVER M KI 20 YEARS WIIH NO HlttOlAL AL1IIIN
1          1—
fear
1          1
1 1 AKH i ms 1986
2
|9d?
J
1988
4
1989        1990       1991        1992        1993       1994       1995       1996       1997       1998       1999       2000       2001        2002       2003       2004
1 INK 1
1|
1
5
6
7
8
9
10
11
12
D
14
15
16
17
16
19
20
11
1 *€ 1   25.9         25.1         24.4         25.0         25.0        24.6        23.8         24.7        23.9        22.4        24.3        2U.2        17.7        20.0        16.5        17.1        16.1         0             0             0
1
1 MS |   20.6         26.2        27.1         25.J         24.6        24.4         24.2        24.1        24.1         23.5        22. J        23.2        22.1        21.2        21.2        19.1        16.4        13.4         0             0 11
1 KW |   35.2         >5.2        33. 7        26.5         25.2        25.1         25.0        25.2        25.0        24.5        24.2        24.6        25.9        22.9        23.3        21.4        17.7        16.1         0             0 11
1 Alb |   24.9         24.9         24.6        24. >        24.5         24.5        24.2        24.1        24.2        23.8        25.2        23.1         22.a        21.3        19.8        18.a        18.0        16.6         0             0 ! ASH I   24.6         24.6         24.6         24.6         24.6         24.6        24.6        24.6        24.6        21.2        20.5        2U.I        20.6        17.4        15.5         0             1)             0             0             0
1
24.6         24.6         24.6         24.6         24.6         24.6        24.6        24.6        24.6        24.6        21.5         18.6        24.6        19.7        15.5          0             0             0             0                 0 1
1
MS - telku Sadi
Mrf • Hulks Wafer
ALC - Aiyulu Stole Fimn
ASP - Aid bur u Settlement ProJoeI
Note:         Huatnl mi lublu 24, Anne* E, reiuliiij lu upucitic area within Lin abovo Holed enlitiuuTABLE 7 - PROJECTED AVERAGE YIELDS Of 0U€R CROPS IM THE SET TLE* NT SCh€< WITHOUT DRAINAGE
II
I
1 CROP I 1905
1996
1987
1998
1989
’990
1991
1992
1993
1994
1995
1996
1997
111
2
3
4
5
6
7
8
9
10
11
12
13
I
I
M 1 3.68 3.72 3.48 2.96 1.74 C.41 0.4 0 0 0 0
1
G 1 17.6 16.9 15.0 13.7 10.5 6.5 6.0 0 0 0 0
II
IrI. II
0 0 0                                       0           0.16         1.9          2.0           3.9          4.2
! M I 3.92 3.76 3.56 3.18 2.26 0.62 0 0
I
0 0 0
0 0 |
0 0 |
14.4 D.O |
0 0 |
I
I
I
I
I
i F> I -
4.8          3.4          2.5           1.7          1.4          0.7           0.4           0.2             3             C 0 I
M   HaLze (t/ha)
s
G = Garden : mixed vegetables - average yield in t/ha)
F « Forestry (irrigated • average yield firewood, poles, building, timber in a /na) ? a Irrigated Pastura (t/ha of cry letter)
5I ABU 8 - PROJCrtD LAND UM WITHOUT CWA1NA(X_
i—r ------------ 1
1 TARH   IMPL N 1 1985
1989
5
1990
1992
1993
I,,*
1996
12
199 7
1986
2
J9B7
3
1986
4
J?95
1998
14
1999
15
20M
16
2001
17
2002
10
7003
19
2D'.U
20
2005 2DO6
I ini n      YEAR |       1
6
8
7 13 11
13
21 22
2007
23
2008
24
2009 |
25 |
na —
1—1-
1 »G | C
11
I
1 1129         1075        1003         93B          887          869          849           768          719          69}        574
11
11
11
11
1 MW |
11
11
1
1 Al C 1
11
B
1
| 448 44 B 448 448 448 448 448 44 e 448 449 448
496 450 236 158 109 67 20 0 C 0 0 0 0 01
J
448 448 448 448 448 440 44 B 44 B U8 448 448 ue 448 446 |
1
1
C 1 111 111 111 111 111 111 no 107 106 106 !03
94             89             85            68            58            49            20               0             0            0             0             0             0
1
1
C 1 411 411 411 391 MO 373 370 358 329 325 310 275 2 37 20B 158 97 43 19 0 0 0 0 0 0
1
1
j
1
0|
1
|
1
01
1
I
|
I
lr
1
1
1 RRC
| ASP |
c
1 186
1B6
186
1B6
186
166
186
186
186
186
186
146
73
62
37
0
0
0
0
c
0
0
0
0
01
1 Proposals |
|
1
11
M
1 186
186
166
186
186
170
20
0
0
0
0
0
0
0
□
0
0
0
0
0
0
0
0
0
1
01
11
1
11
c
1 66
66
66
66
66
56
6
0
0
0
0
0
0
ft
0
0
0
0
0
0
0
0
0
0
11
1
01
1
11
F
1-
50
6C
90
120
ISO
186
1B6
186
186
186
186
186
186
186
186
186
186
186
186
186
186
186
186
186 1
1
1 1              P      1 KO            4110         494          542          429          28C          168          1D0           77           34            9              0              0              0              0             0             0             0              0            C         0              0              0              0               0 I
11
11
1
H 1 657 527 403 325 438 679 829 923 946 989 1014 1063 1136 1147 1172 1209 1209 1239 1209 209 1209 1209 1209 1209 1209 |
I
I IUDS
1 cotton 
I A! FERNATlvn 
1
i
i1
| ASP |
!1!                1
C1
|
|
|
11
ir
1-----------
1 1281
1
1
1281        1281        1241        1235        1229        1221        1140        1119       1099        941         H64          810          635          480         385         296           34              9             G         0              0              0              0
1 50% cotton  j ASP |
| 25% n»ize 1 1
I
C1
11
1 25% pas turd 
|
M1
1
664 664 664 664 664 664 66 J 658 658 658 550 505 470 342 228 167 89 13 4 0 0 0 0 0
332 332 332 300 215 20 0 0 0 0 0 0 0 0 0 0 0 0 U 0 0 0 0 0
I AL lrRHATlVU |
111
‘ 'I
P 1 284 244 216 224 206 MO 302 251 2Z9 7 0 0 0 0 0 0 0 0 0 G 0 0 0 0
1
i
01
1
1
1I
01
1
01
1
1)1
J
MS . Melka Sadi
AIC r Alqetn State Farms
MW = Melka Harer
ASP = Arti bare Settlement Project
FOFES: R Rough qrarang (total net area 1329 ho, minm productive land, pl lb 5% of total net area, tring verqea of canals and react, and easte areas out of command etc)
C         r Cotton
H        s Bananas
M        = Haire
G        s Garden (mixed vegetables)
T     s Forestry (irrigated)
P     z Irrigated pasture
1 £1
1il
!l I I
ITIBl£ 9 - PROJECT INV£STRET COST ESTIMATES AT 1984/85 PRICES
Mr-1
i"Ml
1
•NUN
i
IWNN
47
•1RHR
1
rwani
> miiia i*w
Midi I <•*•!
M'rl«
m i — mw • wartm
»F*»R 1 IMMR
iMWaUF !
RffM
................. ! 1
t   Mrr'RM
IF •
1
1
••
IM
MJ« M
MM M
RM
1M
Hi’ r r »
FM •»
n IM ffi 1 w
Ml ||
•N
R.M
rltl.M
iMi M
l. M
••
MM • I V
MW, ll
n MM M 1 | JR
MM
•W
’».M
ntR
I.M
•M
1"
HN-M » 7
•N.H
•a ItM.W ! I ll
fl-51
i
R•
151M
71, M
I.M
•M
I.M
•* rr 1 n
JTT M
m m«t r i m
N.R
i
i
1f
I.M
n i.n
•M
I.M
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Hr * I n
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i
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m.M
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nr • • fl
71.11
JI 71.11 • I.M
n.n
i
I m              IF M           • M             I.N            I.M            I.M                 in • i n
irjwf’M W.M 1 I.M            n f
i.n        nrr.M              MR      •NR M            I.M             IM        I’CT.N t I*       I TH IR       tf MM II 1 II
• R        W1.M          UI.M          m*
I.N               IN        • 71. JR • M       •M.n        W IM.JT 1 I.M
1 M     nw m              UU.M        »H-M            • N          R.M       HIM JI 1 <1       mi n         u tn n 1 1 1 I.N           him               cu.m              m.n           1 M           R.M         !<•» H f U         iu.;i         ir hi n i i.i
JR F
I.F
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i
i
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ll
R.N     im m             771. M        m .7             1 M            • M               ’tm.n • n
• F      ♦MR M           W.N      IJM.M            • M            I.M            i»ni.» it
whmm.nmiw.mi i.i             jM.n
UW aa ir.M win,** «,« Nl M
l-F
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I.M            I.M       BU.M       IIM.M            *n»M i n         rr* ••
1
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R.M I.M I.M R.M IHf.M WI.M nt».f i m irrr.F T FRR.N • t R on
I.M R.N ».M nw.M m M I.M NfJ.M i II IW .9 M »M1F 1 I.M »-f?
R.M I.M I.M IMtM JW.R I.M MN.R I .’J UI.N M fR.N • f.R W II
I.M I.M I.M I.M nn m I.M nr..* i if RM-N W >JTT.» 1 I.F n.n
R.M I.M I.M R.M IRM M RM IriI.m r 7 ’U, JT J* T* Ml l.F XU
i.n               INN            R.M            IM             I.M             I.M              IM M • 3
f!J»M W HI N • I.M          jin
•.99       CTM             IM      jin.M            W-N          rm.M          IHD.M 1 M      tfn.R           11 HM.fl • 1 I f.R           41N            I.M          m.M          M.M          W.M           IfW.F r M          in.r           •• IW.RI I I.I
T7.F
I.N
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I.M MI.F
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I.N       tnt.M        mi.M         HU M        IMtl M 1 It         UTT R         W wr N I t.| I.M        TT7.II         RIM           IM.«             NUM I l|           IM -         W Wl M 1 Ul
r.n
i.n
•m ••
m» -
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N.M
m.»
71 R
i
I
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• n
I.N
•m.u
wt.m
•m m
4* F
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r1
I
i R.n    I.M
i «.■     IN
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•1 w           R.N         1N.N             I.N            I.M            • N               IF             NR N ’ N     1M-F      F       • N.|| 1   r.i            LR i I.N           T-U           R.N            I.M              IN             I.N                    •HIM       1.11       n            IF 1  1.4        «.<• 1l
IN. «R R.M »n.w I.N I.N
“•              —              —              ...
I*            • M
in * • n          m u      F        IM U •    ll
w.                      1              .—                  — •
in i
— ii
R.M •MM I.M a M R.M R.M •N M 1 W j’i.ii W IF II | I.I Ml 11 I.N I.W
11
li
M.JM           I.N          M.M           I.N            I.M            I.M            • IR          F-F N                •> n       *            n m •   1.1 R.N            i.n           I.N           1.M            RM           R.N                  i n i w           Ml       *           I.N 1    I.I
ih.fr R.M m.F I.M I.N R.M IN IM F ! M CT. 14 w CT.ll I I.I
————
...
»•           ------- 1            ——                   — |
i.n •1
i.n i1
i.n i
_ i1
IN           rn.Aj
I.M            I.M           R.M           R.N               Ni l) I w     TM.ir      w           IF II 1    I.I            r.n i   f.RI      • «
It
J
R.N MJ.W R.N ■ M RM R.M «T.W ! M FIJI F
1
1
CT.n ? I.I
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4
; I.n         i.n
I.N       NNI F      JKT.M        GN.M           mi -        MF.M
•Mrt.N 1 Ij     •RRM.W
IJ          win <i i.n        R.M
t|l FMa* taaFKlv M * INll R*rRl(W rwli Im mMIUMIr la T»»r 7,TABLE 10 - JE’AILED BREAFOOWN 3F PROJECT IHVCSTWENT 3Q$T ESTIMATES AT 1984/85 ICES
LIT
\jdl cwrww
tiff UlllM
»Wt!M ONUHII
•a 111a
l*M
H
Ilf*
UUI
•Illta
INN
ni alllta
um«ni«
LK4I
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INN
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L    aQi*    W
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tat-wact ruiifi
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- fNlKtw nm l
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•       iVwltfH
W'<l NUM«V
t
:.n          I.H          I.H          I.D
I.H I.H I.IF LN LB
lb LH LB LX 1.7
LU 1.1 I.N L.l LII
i.n      n.B i
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II N.B
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B
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LB!
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IB N.B LB IB 1 B N LM LB N M
N.B
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B
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M
IN
N.N
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in
LB
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1.3
lit
LM
I.H
Ml
i.n
1.3
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LII
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N.H
LB
LB
i.n
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i.:i
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in
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F.3
I1.N
n.M
n.«
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LH
*1.7*
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IMIIII (Mil <V
la <Mr I,
MM1a« t
ilb Mil* •*•»
•Ml
iMtaa < an,
11A0II II PROJECI IHVESIM1 Ml CUS1 ISIIRAUS Al CURHl 01 PRICES
It* .J
1785/01
2
1914/87
J
1707/88
0
1908/0?
3
1787/70
4
1990/91 uui<
Ad lull amt Idc aollclpalol Inllaliofl III
- (MOlaUvff l«ll (Ml Iftflalor
*
lortl^a coil Irdlrlor
10IM COSIS Al I1O4/B5 fllCIS
Fclco <owl mv>cltfi
- ImjI cooUactor
lorrl^a conlractor
Tllfll COSIS Al CURfiENI FRILLS
- local contraclpr
- foralfa coatraclor
10.01         21.01           3S.ll         44.11         41.11         17.21
0.81          iL n         28.31         39.91           SMI         51.01
................................................... OlrrW .................................................................................... 0.00 I0M9.49 5047.00 •20I.04 0357.00 M9.O0 35015.41
0.00     7071.02      1801.40      35/9.21      4700.00      1451.70     13577.00 0.H      7'»I3.I3      1749.04     3477.51     1539.12      1347.50     13141.39
0.00    12408.51      ZAPS. Al 11717.70   13045.00     3470.70     48415.21 0.00    12472.4?     7551.04    II4B5. 54    12171.12      1421.53     40154.08
III Local toili • III for aniHial oHMhwv totlt 8 01 io 1105,
71 io 1704, 198/ 1 1700, Lil            io 116?  4 41 Io 1190.
DIVISION Of PRICE C0AIINGEK1E5
I
local Contractor
- Do Local Cocti
0.00
1774.18
1071.31      2170.55     2910.05
900.54
1370.43
H
- 0o For <140 Colli
0.00
041.63
105 30     1100.74      1/97.11
523.34
5229.51
SO
’ lol al
0.00
70/9.02
1801.40      3571.20     4700.00
I43I.10
13599.00
100
(•rri^a Contractor
* On local Coill
O.BO
857.37
734.40      1452.27      1947.1?
407.74
5519.13
43
- Oh Forriyri Cull
0.00
1140.00
1014.34      7070.V      2597.00
754.81
7547.24
57
■ lalak
0.00
7013.13
1749.01     3422.54      1537.17
1542.50
I3tll.11
100TABU 12 - 1 HC.IH HL kT AL OH i<A r IONL . MAIhUMANLL AMO Hi Ml WAI t(ll> I I ,1 IHAlLS
t -Cl u£4*Im
It*/..I
2
J
4
5
4
75
7
Id
II
I.
r»
• NT .
14
13-3
j*.I»-*mTI act
4 Jttp open kair>i
i or . F«clor
(Im: capihl ft
(tpIvceMMl
■
ni
tia
1.0
no
0
0
211
nr
I.A
1.1
■
C
121
Ml
- |iMt
aparating
I
I
HI
ZM
.94
>
IM
V.M
314
?n
.■»
3C
2M
34
BA
34
aW
Util, pltal (|>»
rj(ors 4
a
JI
111
144
H5
n
IM
144
in
111
in
in
111
111
■JI
• itfialb
B
0
B
.0
JO
Q
u
u
40
4d
40
41
40
40
4B
1 17
I* Kill < 4‘aIIm burlilt trams
/n»u/| rtturml
i
.B
U
n
91
>1
u
n
71
93
•1
91
1J
u
111
AdJit.iiul f-oubing
4t
21
20
20
;o
.1
:t
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.f
.f
;o
1
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1.8.
IvlAl
J
0
cn
431
742
AC?
AC?
wt
H.J
t>4
AU
MB
MJ
u/
CO?
•»• tfliiili;
ftlU Siai:
17.M
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B
d
262
4.4
J?J
kfl
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IfiB
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112
JI.
35
.51
116
B.I7
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h'i.H
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UJ
J VO
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ns
no
4.4
on
14D
J4IJ
.05
2E5
J5.
r.B?
.4>ain»4k imi 'uoh EirsbiuiriNi ti<wais
4. .VII 4 5-tit
Unit (Oil
Ifllerl
If AC I* t HU IU k.p.,4 M D>
Suboilmj lint Mlb
16.5OB               i
*•»
0              •             B            I              B         157       B                1       0
B
B             9             B             1              F             a        fl
•V
liy#r
■•lu.paenl
l?2,4tf               B
S.4> luUl                                                                 1
d•1•001d1
• B 1 1 t ip B B 7
2. Ml-.ara
—
letctyi <140 144 h.p.,4 J-(H
Util tent
litre)
f4,»                B
1           B            B           fl
•           75      c              d       •
B KT? M M Jfl fl.17
I 1 1 1 1 B.fJ
B    172           17          17           17            B.17
1    Ml              U           56             U             0.17
1      95            1?           11         11          B 17
U»b tat 1 t*j hue mH                                                                           9
B             1              B             fl              1             B        0               fl        5                                          1              1
0.17
Lri* it.dllng *Quip<nt
5"1< U al
I'liAt
JU£ ItllMS
'•I JUc .:
n.>»
•
B             B             fl              d             B              •        0               d        fl
•              1              1              0              0              fl
r.        d               fl        5
J
B
fl              1
fl
fl              0
;u        0
•      14
>IU Sadir                                                     1
fl    17.            17            17            17            J.17
1     .Al            11            17            37              0.9/
2    All            11            W           11             fl.77
66. I.* b3J AM NO • U
111 4H 112 112 172 d.eu
- A%;tvr«;
I
• M3 09? tfl Jbl 1.4 A42 Hfll B'«4
• <J>2 4.4 323 MB 471 JA JU b||
0 31 471 26B 40? 431 JJ8 4?4 451
140   All            1.1          121           Jft
fl.ro
p
iTABLE 13 - SUWAR* Of PROJECT INVESThfWT COSTS
I tew
Local Contra
ctor
Foreign Contractor
local
Foreign
Total
FE
local
Foreign
Total
FT
---------
Birr (Millio
n)- - -
- 5
— - -
Birr (Million)- -
--X
Engineering -erics
8.42
6.36
14.7B
43
5.56
9.22
14.78
Farm Machinory/Equipment
0.04
0. 33
0.37
90
0.04
0. 33
0.37
S kb-totsl
“TSZ
6.69
TOT
n
TT
K“7
Physical Contingency
0.84
0.64
1.48
43
0.56
0.92
1.48
TOTAL (1984/85 Price*)
77H
l£.l3
n
TI?
10.47
16.6T
Amjberi 5taqe I Area
Engineering works
9.73
6.74
16.47
41
6.56
9.91
16.47
r im M«chineryAouipe»ent
0.03
0.24
0.27
90
0.03
0. Z4
0.27
SiA>-total
o. 96
16. ^4
4l
s. y*
16.13
16. 74
Physical Contingency
0.97
0.67
1.65
41
3.66
0.99
1.65
TOTAL (1984/B5 Prices)
o
-T7ST
IB.39
IT
T7T5
u. ii
18.39
C
whole Project
(1984/85 Prices)
20.03
14.9B
35.02
4J
13.41
21.61
35.02
62
0         Price Contingencies                         a. 37         5.23
13.61            38             5.60
7.54               D.14           57
E         *«oLa Project
(Cirrant Prices)
29.40               20.21
4B.63           41           19.01              29.15              48.16           60
SOIL:           Variation            'ram Tao la      10 worn totals due SOURCE: Consultant's Estimates
to rounding
SI SB) 8fi IS ed 8BTABLE 14 - REVISED IRRIGATION SCHEDULES FOR COTION (Values in bud)
I Preplan! Irrigation | Postplant Irrigation
1 Irrigation Number |
11
1 211 2
1
3
45
6
TOTAL
i
r
1 Interval (Days)                   |
> 20
20                      20                      20                      40
30
30
i                                         yr
1 Fine-Textured Soils and Med i uin-Tex Lured Soils with Saline Groundwa ter
1
1
i
r
| Net Application                 |      220                     220                    105
91                      91                    182                    130                    130
| Gross Application | 286 286
11
150                    130                    130                    260                    185                    185
1169
1612
i’
r
“1
I Mrd i uin-Tex tured Soils (except                   wi Lh   Saline      Groundwater) and             Coa rse-Textured       Soils
11
I Net Appli cation
|
| Gross Application |
-
220
28 b
105
150
91
I 10
91
DO
182
260
130
185
130
185
949
1 1326
11
1
Note:        See Annex H loi calculation ol excess tor leachingTABLE 15: PROJECTED 1 NCREMfNT AL PRODUC T1 ON - OR TCI NAL PROXCT PROPO5A! 5
I Cotton
I Bananas
tonnes,
tonnes
11300
.r.R'.B
16040
16B26  16826
I
I----------------------------------------------
I ITEM
II----------------------------------------------
I A.MelUa Sadi Priority Area
I T5*e Annex A. Table rtfi)
-
I
| S.Amibara Priority Area
II  (Intensive Dairy EnFr r prlse)
I
I
I
I
1 •Dair) CoBjoncnt
(See Annex H, ’Tables M13 & H17)
I Milk
1/
'030 ltrs           10
head               0
head               0
ID
14
6
45
471
1033
1337
1340
1333
1765
2106
2434
2S23
29 2 6
29 0 0
3052
3125
3363
J4J3
3413
3398
3494
3495
3496
I
Cull    bulls
0
0
0
0
0
3
2
3
2
3
2
3
2
3
2
J
2
3
2
3
2
3
2
3
I Cull
Zebu cows
0
0
0
0
(143)
93
0
116
•97
193
271
319
0
0
0
0
0
0
0
0
0
□
□
0
I Cull
1 Zebu
I Zebu
Friesian > Zebu co* a head D
x Friesian       cull    calves       head               0
0
0
0
0
0
(103)
(82)
(59)
(U)
19
24
29
263
266
292
271
279
291
296
343
350
349
355
354
0
0
0
0
45
166
424
501
462
465
451
468
48 3
-90
502
515
527
539
536
533
534
535
534
calves
head            (80)
tonnes 0 0 1B7 385 543 669 1076 1134 1205 12J4 1290 1401 1513 1630 1795 196C 2103 2203 2267 2267 2267 2267 2267 2267 2267 | tonnes 0 0 45 ior 128 184 200 210 219 240 v’(9 417 557 61! 675 742 744 744 744 744 744 744 744 744 744 | tonnes 0 0 94 200 513 054 1015 1116 1209 1302 1995 1400 14 RR 1400 1480 1400 i4es 14B8 1*88 1408 1408 1488 1488 1480 1480 |
0
0
0
0
336
553
219
0
D
0
0
D
0
0
0
0
□
0
0
0
□
□
0
0
I
I 2.Crop Production Components
I
I
I
1
I
Cotton (State rarm)
Cotton (Settlement Farm)
Maize
Garden (vegetables)
tonnes       0          0          0           0         (3)       80       113        116      116     116        116        116        116        116        116        116        116         116         U6      116       116       116       116       116
116 |
I F or age
I 1 ores try
tonnes       0          0           c           0           0    1554    3495      4773    5223    5610     5771      5914      6055      6196      6337       ^78       6619      6760       6901    7042    7050     7050    7050     7050      7050 |
CU r.                 0          o          o           o           0         (5)        a           0        19       19          37        130        106        223        742        670        521         632         725     744       837       186       205       279
316 |
I
I
I
Rough grazing
LSU*         0          0           0          0       (26)    (110)   (154)       (172)   (177)   (116)     (191)      (200)      (215)     (217)      (222)      (230)     (23D)     (23C)      (230)   (230)    (230)    (230)    (230)    (230)    (230 1
Figures have been rounded to nearest '000
Source: Consultants' Eat matesTABII 15A: PROJECTED I NCR F MENTAL PRODUCTION - ALTERNATIVE PROJECT PROPOSALS IN ASP
4           5           6           7             8          9 
u 12                       13                    14                   15                 16          17           18           19        20       21        2?        23         24        25 I
Aribara Priority A»r«
I. _Simpl j t icd Dairy Cn^parirnt.
(See Annex k, tables HUA'S H17A)
Milk 1Z
Cull bulls
Cull Burun cows
Cull Friesian » Boran cows
Boran > Friesian cull calves
Boran calves
2. AH Cot ton Srcnar io
fAnnev H,~TaT?lc~H7nB)
Colton (State Corr)
Cotton (Settlenient Farr)
3. Cotlon/Maize/Pastutc Scenario
(See Annea H, table H?0CV
I Cotton (State Fam)
I    Cotton    (Settlement    Farm)
I Maize
I Tor age
I
I
’000  ltrs
head
head
bead
head
tirad
ti
0
fl
D
(39)
4
D
□
0
I)
0
6
□
0
(]
0
fl
I I I I I
2         23       123      27D        359      372        WJ      *■60            653          715         737        665        881        9D6       93D         loin   1037   102?     1020    1052    1053    *053 1 0           □          □           3             2          J           2           3             2              3           ■»             3            7            3            2              i         7          3          7          3          2           31 1         (1)      (21)      (41)        (30)       45         42        65          B4           4B             0            0            □            0            0             u         0          0           0          0          0          0 I 0           0           0           0          (10)      (32)      (JO!       (7)          (5)          35           66          65          70          62          65           6R       71        85        09        88        «H      He 1
(1)         0           6         45         105      12J       117      114         ll?           lia          115         ne         119        174        129          133     1)6       US      114       134       134       1U I 0           0         62       111           52          fl           I           n            D             0             fl            0           D           0            0              n        0          0          0          0           0         □ 1
tonnes
tonnes
G0
0
12
107
366
3B5     54 3      669     1076       1134     l?0'i      12 U     1298       UDI        1513
69 3      849     1664     1831       2015    219ft     2595    2769       3060       3352       3834      4196      4575      4340     5261       5302   5316    5316     5316    5316    5316     5316 |
I I I I
16)0 1795 I960 2103 2203 2267 2267 2267 7267 2267 2267 22 6 7 |
i
tonnes
tonnes
tonnes
tonnes
0
n
o
□
0
o
o
n
I I I I
2267    2267    72 fJ     2267    2267     7767     7267 | 159       359      45C      671       725         766      P52       956     1194      1377        1567   151)       1879   1630      2149   1795      2347   1960     2511   2103     2634   2203     26511   2656    2656     2656     2656     2656     2656 |
187       305      543      665*    1076      1134    1205     12M     1298      1401
C
0
27(1     258     1594     1S26       1992    2158     2324     2490      2656        2656       2656      2656      2t.56     7656 0        21       342     1479       209b    2467      765*     2722      2789        7855       2922      2988      W54     5121
2656 2656 2656 26*’6 2656 2656 2656 265b |
31B7 3254 3320 3320 3320 3320 3323 J32D |
1
Source: Consultants* EstimatesI I I I 1
I I I I 1
I I I I 1
I I I I I
ITABLE 16 - FARMGATT PRICES USED IX FINANCIAL ANO ECONOMIC EVALCATION
1 ITLM
1
Outputs
Seed cotton
Grain sa ire
1 Sanina
1 Vegetables (weighted average) 1 Wood (poles/firewood)
1
1
1 Inputs
UNIT
1
1
1 quintal
FUfAJlClAL
(Birr)
113.20
1 quintal                    MJ.00
quintal
1 quintal
1 cubic metres 1
1
1
40.00
23.00
20.00
fCCWSMIC
(lirr)
121.30
34.00
M.00
17.25
15.00
1
i
1
1 Fertilisers
1
- urea (state faras)
1 quintal
33.00
91.60
- urea (settlement Mnss )
quintal
65.00
91.60
- tripLe superphosphate
quintal
71.10
73.30
- muriate of potash
I quintal
59,00
w.oo
1
1
1
1 Seed
1
1
1
i - cotton
1 kilograr=e
1.0
0.66
1    - xaize
i kilagransne
0.45
0.30
i      - vegetable *
1 hectare
100.00
66.00
- eucalyptus spp (average)
grown*!
0,25
0.22
1
1
i
1 Pesticides
i
1
1
1    - cypermechrin
I. litre
79,00
73.64
1     “ carbafuran
1 kilograsse
9,50
9.12
- pencmvl
I kilogramme
14.00
13.44 
j
1
1
1 
1 Labour (unskilled)
I man-day
1.92
0.72
1
1
i
1
1 Fuel
|      * diesel
1
1
1 litre
1    - petrol
0.7665
0.7232
1 litre
I
1.1311
1.0745
1
1
1
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Korftj™
Swamp
L -* urwni
/ ' STUDY AREA
□EBRE
iE5H11
/ANGELELE
.Mirsio AWASH STATIN
/ BOLHA
pi'^.
MF.
□oton
!&o Mfarer (A mi bora Irr. Project H
V’:=MELKA SADI
Dire Dowa
ly  A A
£w05h Station
Meta hora
Aodis Ababa
Atdis At-cca
METAHARAI
I
I
u
D
I
I
IL EHENfAflON Pt lllOOS IM5 - 1990
(STAGE T) 1990 - ms
I99S - 2000
fikQ£K
® Mfl KA 5A0f
(C) AMIDARA
(b)MEI KA SADI
(d)AMIBARA
®AM|||ARA EXTENSION
(f) AMltlARA
(G) AM I BARA EXTENSION
NET AREAS
-  2560 ho 3
I 4 MO ho
-  2QBO ho J
-  1330 ha
- 5 LAC ho 3330 hQ
-     930 ha
-2   540   ho
3910 ha - I3JU ha
TOTAL 14.200 hQ
MASTER DRAINAGE PLAN FOR MELKA SADI
AND AMI BARA AREAS
MASTER DRAINAGE PLAN INDICATIVE DEVELOPMENT PROGRAMME
q c
*
S4f WHIium Halcrowl Partneri
July 1983FlGl Rl 4
r
»>•
LEGEND
LOl*fOI
Spoc«nq
I "•■ ■"•
i ■ 1 «>•"
lT” J *
RoborxMtttC Dr Oi nobiMy Clou
no
Cb
EC
HO
L«***it o< voil Purvey S»Oge I Oreo bounOO’y
MASTFR DRAINAGE P.AN FGR MElKA SADI
AND AMlBARA AREAS
FIELD LATERAL SPACINGS FOR
STAGE I AREAS
\kFIGURE
SIR WILLIAM HALCROWS PARTNERS JULY I9e5
PROPOSED IMPLEMENTATION SCIIEDU|£ FOR STAGE I
T
ACTIVITY
I CALENDER YEAR |
I PROJECT YEAR
| HELKA
I SADI
Arrange Funding
I
Tender & Award of Contract
I
Main A Secondary Drain
Deepening incl Structures
Subsurface Drainage> In-Field
A CoJlectors
Surface Drainage System including
Structures
Construct New Main Drain,
Deepening at Existing Secondary
Drains incl Structures
Subsurface Drainage, In-Field
A Collectors
Surface Drainage System including
S trudures
I Area Under
Annual Not Total - lui
r~-----------------1-----------------------
1 11)60
I Subsurface                                                                                                  1                     1
Drainage
[
Cumulative   Nut Total - ha                      1 
i 1060
1
1600                133Q 3660
__________ ________________
750 4760.KFSSEM RIVER
NEU UQRKS
--------------------------------SUB - SURFACE COLLECTOR DRAINS
DIRECTION OF SUB - SURFACE FIELD LATERALS ___________________ DEEP OPEN DRAINS
NE* TERTlAOr DRAINS
S’AGE I AREA BOUNDARY
CULVERl
1
c
1I algfta farm
AM'sAS-
FIGURE 7
PROJSEHCTSETnEMENT
p^*t,
S  Tl EM
PROJECT EXTENSION
r  -   ENT
EiiFtinC ff.cn
(Jro<- (BQ* ) Ou!‘c
\\.^M
\ 'Emrrgenry spiiiwc)
\ flood dyke and dram
---------------------------- ACCESS ROADS DYKE SFTTiE’“ STS
PUMP STATION
SUB - SURFACE COLLECTOR CRAiN$ BECTON OFSUB-SU^
OEEP OPEN DRAINS
NEW TERTiaRv DRAiss STAGE I AREA BOUNDARY
©                      CULVFRT
SCALE 1 4.3COO
MASTER DRAINAGE PLAN FOR MELKA SADI AND AMlBARA AREAS
AMlBARA STAGE I AREA
SURFACE AND SUB-SURFACE DRAINAGE LAYOUT
Sv Wilitfim Hotcro* 1 Pannpfj
ju» <98*
r■
I
I
I B
I
I
nSIR WILLIAM HALCROW a PARTNERS JULY i98f
MASTER DIM INAGE PLAN FOR ME IKA SADI AND AMIDARA AREAS Propoacd OrganlaatIon for Site Supervib Lon

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