Project ETH/88/013 Sh 424 Field Document 12 Water Resources Development Authority Addis Ababa, Ethiopia BALE GADULA IRRIGATION PROJECT (PHASE I) Final Design Main Report MINISTp OF WATER RESOUA AND A Cooperative Project of the Government of Ethiopia, EAO and UNDP Addis Ababa, November 1992 Bale Gadula Medium scale Irigation Proiect (Phase Il Final_ Report Vol 1 Vol 2 Vol 3 Vol 4 Vol 5 Vol 6 Vol 7 Vol 8 Vol 9 Main Report Technical Design Report, With Appendix A: Bill of Quantities and Cost Estimate Appendix B: Album of Construction Drawings Anne% A: Review Hydrological Report On Water Availability, Dependability and Flood Magnitude of Weyib Irrigation project (Phase I) AnneX B: Agriculture Report AnneX C: Soil Suitability and Land Evaluation Report Anne D: Geotechnical Report AnneX E: Sociological Report AnneX F: Economical Evaluation Report The designations employed and the presentation of material in this publication do not imply the expression of any opinion whatsoever on the part of the Food and Agriculture Organization of the United Nations concerning the legal status of any country, territory, city or area or of its authorities, or concerning the del imitation of its frontiers or boundaries. i Table of Contents. Disclaimer Table of Contents List of Figures. List of Tables. Salient Features of the Project. SUMMARY AND CONCLUSIONS INTRODUCTION AND BACKGROUND. Page ii iii .1ii .iv 1 1.1. LOcation. 1.2. Background. 1.3. Arrangement of the Design Reports. 2. THE PROJECT AREA 2.1 Climate and Hydrology 2.2. Geology.. 2.3. Soils and Land Suitabil: 2.5. Sociology. 2.6. The Environment. 2.4. Agriculture. 3. DEVELOPMENT. 3.1. General 3.2. Crops and Water Requirements 3.3. Irrigation.. 3.4. Drainage. 3.5. Flood Protection. 4. THE PROJECT 4.1. General 4.2. Weir. 4.3. Main Canal. 4.4 Primary Canal 4.5 Secondary and Tertiary Canals. 4.6. Field Canals 4.7 Field Works 5 6 7. 8 9. 4.8. Drains 4.9. Roads Network EVALUATION 5.1. Methods of Evaluation. 5.2. Results RECOMMENDATIONS REFERENCES. FIGURES TABLES 3 3 4 4 4 5 6 9 10 10 10 11 13 13 13 14 14 14 15 16 17 17 18 .19 20 20 20 21 24 25 26 - ii List of Figures 4 1. 2. LOcation Map Layout of the Scheme, scale 1:10,000 List of Tables Climatic Data for Goro Yearly Irrigation Water Requirements (2 sheets) - iii -le1r: Salient Features of the Project: Concrete weir, Ogee shaped, Combined with spillway over natural rock Max height 1.50 m Crest level 1941.25 m MSL Max flood level 1943. 75 m MSL Crest length: concrete weir 44.00 m bed roc k 21.00 m Intake level 1940.00 m MSL Intake capacity 15810 l/s Scouring sluice level 1939.75 m MSL Irrigated area: 56 blocks of farms 538 ha net in the designed first pha se 4,000 ha net in the proposed second phase Total crop water requirement in the designed first phase is : net 3.160 * 10 m' gros 7.720 * 10* m' based on: net 5,880 m'/ha/yr gross 14,373 m'/ha/yr Irrigation method: Surface Irrigation, FurrowS TWo irrigated crops yearly iv -Main Canal: Capacity 1,890 l/s in the designed proposed second first phase Possible enl argement phase, by widening the to 15,810 l/s in the bottom width from 1 m to 2 m Totallength 4,950 m Typical Cross Section: Open, unlined trapezoidal canal bottom width 1 m, Structures: side slope 1:2 12 Drop structures, h = 1.5 m One division structure with sluice gates Three Drainage intakes (culverts) Primary canal: - Capacity 1,865 l/s Total length 4,923 m Typical Cross Section: Open, lined (rubble - masonry) trapezoidal canal bottom width 0.60 side slope 1:1 Structures: 1.1 m One measuringstrucCture - Parshall Flume 10 0fftake structures for Secondary and Field canals 10 Check structures, h = 0.50 m 8 Road Culverts 1. 1 Tai1 EScape structure Secondary Canals:- Total Number: 7 Capacity 14 to 612 1/s Total length 5,550 m Typical cross section: Open, unlined trapezoidal canal bottom width 0.5 - 0.6 m side slope 1 :1 Structures: 7 Measuring structures - Parshall Flumes One check structure, h= 0.90 m 4 check/ drop structures, h = 1.0 m One check/drop structure, h = 0.4 m 2 drop structures, 7 drop structures, h = 0.40 m h = 1.0 m 15 Road Culverts 25 Offtake structures for tertiary and field canals 7 Tail escape structures Tertiary Canals: Total Number: 2 Capacity 14 to 172 1/s Total length 1,350 m TYpical cross section: Open, unlined trapezoidal canal bottOm width 0.30 m side slope 1:1 Structures: 2 Measuring structures Parsh all Flumes 2 Road culverts 7 Offtake structures £or field canals 2 tail escape structures - Vi -Field Canalsi Total number: 44 Capacity 14 to 120 l/s Total length 26,270 m Typical CroSs Section: Open, unlined trapezoidal canal bottom width 0. 20 - 0.40 M side slope 1:1 Structures: 44 Measuring Structures - Parshall Flumes 658 check/drop structures, h : 0.60 m 44 Tail escape structures Interceptor Drains: Total Number : 2 Capacity 1,400 to 2,000 1/s Total length 6,600 m TYpical Cross Section: Open, trapezoidal canal Unlined 4,950 Lined 1,650 m bottom width 1 - 2.5 m Eield Drains: side slope 1:1 structureS: 2 Road culverts 3 Relieve culverts Total Number: 50 Capacity 50 to 120 1/s Total length 30,850 m Typical cross section: Open, unlined trapezoidal canal bottom width 0.30 side slope 1:1 0.50 m - vii -Collector prains: Total Number: 10 Capacity 100 to 300 l/s Total length 12,100 m Typical Cross Section: Open, unlined trapezoidal canal bottom width 0.60 side slope 1:1 -0.80 m ROads: Total length 18,573 m Typical cross section: 4 m wide, 3 m gravel layer 20 cm thick on compacted soil Structures: One reinforced concrete bridge One Irish bridge - viii -F DOc 18 Page 1 SUMMARY AND CONCLUSIONS The proposed Bale Gadula Irrigation Project is located in the Goro Awraja of Bale Administrative Region. The Weyib river flows are to be used for irrigation. The project area is not fully utilized currently, but about 30% of the area is presently cultivated by the l0cal farmers under rainfed conditions. One village namely Kubsa is within the proj ect area and other two Villages Guracha and Solemitana are situated very close to the project area. It is proposed that all farm families from Kubsa village and selected f arm families from Guracha and Solemitana villages participate in the project. The project area is about 1850 m above mean sea level and has an average annual rainfall of 720 mm. The Weyib river is perennial and the dry seas on flows are sufficient to meet the peak water demands of the proposed project (Phase I) having an irrigable area of 538 ha. The soils of the area are heavy textured black silty clay soils with mild slopes. The purpose of the project is to develop the presently underutilized land and Water resources of the area with the following objectives: (i) to increase and stabilize agricultural production in the area by peasant based farming system. (ii) to produce cash Crops after meeting the local food demands and increase the level of income of the farmers. (iii)to stimulate economic activity in the project area by means of agricultural production. (iv) to assess and estimate productivity (after the completion of the project) so that the development of Phase II can be planned and designed. TO achieve the above objectives the following cropping pattern has been proposed for the net area of 538 ha. First crop (March- July) Second crop_ (August - December) Barley Wheat 0ats Maize 215 ha 134 ha 108 ha 81 ha 538 ha Cumin Onions 160 ha 100 ha Red peppers 100 ha 360 ha The cropping intensity is 167%. consisting of construction of the a weir and intake on the Weyib The deve l opment is proposed over F Doc 18 Page2 a period of two yearS, river, about 5 km of main canal, distribution canals, land development for 538 ha of irrigable land. infrastructure, including access roads, housing and drains and Essential stores for Project Operating Agency and improvements of existing water Supply, health clinic and school are included in the programne. Eventhough the introduction of irrigation may increase the the incidence of malaria and schisostomiasis, adverse environmental impacts are expected to be minor. As the farmers intended to participate in the project are all living in the locality, Special impact on physical environment will not arise. It was not possible to carry out a detailed environmental study for reporting and this should be done when conditions in the project area permit. Sociological studies including review of the development proposals contained in this report with the proposed beneficiaries could not be carried Out. This should be done as early as possible. It is proposed that Water Resources Development Authority (WRDA) supervises the construction of the project as per designs and hands over to the Ministry of Agriculture (MOA) for subsequent implementation. It is also proposed that a Project Implementation Committee consisting of MOA, WRDA, representatives of farmers, Regional Authorities representatives, be established before cOmmencement of construction. The actual cash income to be received by a typical peasant farn f amily will range from Birr 2039 to Birr 4169 during years 1 to 5 and Birr 3937 to Birr 4657 between years 6 to 30. However if loans as proposed are taken by the farm family for agricultural production, then incremental cash income starts with Birr 9 in year 1 to Birr 2139 in year 5. During years 6 to 30 this incremental cash income fluctuates between Birr 1907 and Birr 2627. These amounts of cash incomes are expected to constitute a positive incentive for the peas ant farm families to adopt the modern inputs and improved practices and to utilize the irrigation facilities as envisaged under the project. The financial and economic analysis of the project resulted in the Financial Internal Rate of Return (FIRR) of 21.66 % and Economic Internal Rate of Return (EIRR) of 21.63 % which are quite high compared to the accepted discounted rate in Ethiopia of 11%. The Economic Net Present Value (ENPV) at 11% discount rate is Birr 8,746, 000, which indicates that the project is highly viable from the economic standpoint Sensitivity tests were carried out for (a) delay in accrual of benifits by one year (b) increase in investment cost by 15% (c) a Combination of "a" and "b" (d) decrease in net return by 15% (e) decrease in net return by 15% and increase in investment cost by 15%. In these cases EIRR decreased by (a) 2.93% (b) 2.37% (c) 4.9% (d) 3% (e) 5.09% respectively. Will F Doc 18 Page 3 This shows even under extremely unfavourable circumstances the EIRR be 16.54%. There fore, the proj ect deserves a very high priority and it is recommended that Government should undertake the implementation of the project as early as poss ible. 1. INTRODUCTION AND BACKGROUND 1.1. Location The Bale Gadula irrigation project is located (Fig 1) some 95 km from Goba in Goro Awraja (Bale region ), about 520 km south east of Addis Ababa between 7°6' to 7°9 latitude and 4018' to 40°37' longitude. The project site can be reached by proceeding on Robe - Ginir road and turning to the left after Goro town on the road to Alem Kerem, and turning again on the track before Alem Kerem village . The project site is at a distance- of about 20 km along the track. The Project area (first phase) is situated on the Ieft bank of Weyib river, bordered by the river from South-West, Kubsah village from the West and the Asendabo dry stream from North and North East The altitude of the proposed irrigation area is between 1900 and 1800 m MSL. 1.2. Background This is one of the projects previously studied by WRDA through a Team (Medium Scale Irrigation) from Democratic Peoples Republic of Korea. The studies were not done to prefeasibility or predesign level and hence project ETH 88/013 needed to do additional field investigations and studies for final design. The additional work under taken by the project included (i) topographic survey of the weir area and main canal trace, (ii) Soil investigation and land evaluation, (iii) foundation investigations for weir inclusive of dri1ling and test pits, (iv) investigations for Construction materials, (v) agronomic investigations and studies and (vi) WateI resources assesSment for diversion. A Sociological study was proposed, but unfortunately due to security reasons cOuld not be carried out. However, a report giving the methodology for sociological survey and analysis has been prepared. F Doc 18 Page 4 The previous study by WRDA recommended execution of the project in two phases. Phase I, to construct a diversion weir to irrigate some 550 ha of land and Phase II to construct a 15 m high dam upstream of the weir to store water and to irrigate additional 3400 ha. The project (UNDP- FA0 ETH/88/013) undertook to carry out final designs for Phase I. This would enable WRDA to access the Viability of the Phase I project after some years and then to carry out final designs of Phase II, based on the experience gained in Phase I. 1.3 Arrangement of the Design Reports The Bale Gadula Medium Scale Irrigation Design Report (Phase I) consists of nine volumes (see the outline page just after the title page) . This report (Main Report) gives the sunmary of the esign, including the background and recommendations, based on the other eight volumes. The technical design is presented in two vol umes, (No 2 and No 3) out of which volume 2 gives the text, the bill of quantities and cost estimates and volume 3 is an album of 66 construction drawings Volumes 4 to 9 are Annexes A to F respectively. 2. THE PROJECT AREA 2.1. Climate and Hydrology Meteorological data for the project area are not available. The nearest meteorological station is at Goro and those data were used in the design of the project. The available meteorological data are presented in Tables 1.1. and 1.2. Rainfall is erratic at Goro. In the 11-year period for which records were available, the maximun annual rainfall was 1, 383 mm and the minimum 351 mm, while the me an annual rainfall is 723.9 Mm In an average year, more than 50 % of the total annual rain F Doc 18 Page5 falls during Belg (March till May), which is the principal cropping season. Mehr rainfalls (September and October) account for more than 25 % of the annual total. The other seven months are basis relatively dry, having only 20 % of the total annual rainfall Air temperatures at Goro (which is located at an elevation of about 2,000 m MSL) are very uniform throughout the year. On the of the three years of available data, mean monthly temperatures vary between 17.3°C (June) and 19.6C (January). Mean monthly minimum vary between 7.4°C (0ctober) and 11.6°C (January), while maximum vary between 24.4°C (June) and 28.2°C (February). The monthly pan evaporation varies from 128 mm (September) to mean 180 mm (March) with an annual mean of 1732 mm. The mean daily wind velocity varies between 1.5 m/s and 4.0 m/s, With the high wind speeds occurring from June till August. The avail able recorded stream flow data at Alem Kerem comprise of three years, which was considered insufficient for proper flood magnitude analysis. However, (see Annex A), the weir design flood has been estimated as 723 m'/s. The value is the bigger one obtained after calculating the 10 % Probable Maximum Flood both by Richards method and regionalization approach. 2.2. Geology In general, Weyib river flows along a fault line, which has a prevalent direction N 100° W or s 80° E. Most of the Catchment area is covered with dense forest, which account for the low sediments in the river. The geological and geotechnical investigations, carried out during January 1992, included: Three boreholes drilled at the weir axis, totalling 28.4 m length; Four boreholes were drilled in the command area, ranging from 3.23 n to 8.35 m; Ten test pits along the alignment of the main canal were dug, up to a depth of 3 m; samples have been collected for the following l aboratory tests (i) Grain size analysis, (ii) Atterberg limits, (iii) Proctor compaction and (iv) Shear strength. F Doc 18 Page 6 conditions of the weir, geotechnical The investigations were aimed at establishing the foundation conditions along the canal netwOrk and possible use of available materials (aggregates, sand, soils etc...) for construction purposes. The project area is surrounded by hard formation of the Trap both sides of series of lava of the Basaltic rock, outcropping on the valley and the river stream. In the valley there is a thick layer of colluvial deposit of Black cotton soil dips, sloping gently towards the river stre am. The Basaltic rock which is dense black with vesicular texture period, The appe arance and disappearance of vesicles every few is outcropping on both sides of the valley, was formed in Tertiary The s imilarity of the outcropping rocks along the iver stream in meters in depth shows that the flOW of lava was a repeated process. the command area, as well as the topography, indicate that the displacements were due to faulting, but there is no indication of active faulting at present. The following conclusions were arrived at based On the Geological surveying, from the boreholes: laboratory analysis and the data collected The selected weir site is suitable from the geological point of view and since the bed rock is at a suitable depth, the weir can be founded on a strong bed rock; There is no major risk on the weir foundation, since the joints decrease with the depth; There is a quarry in the close vicinity of the project area, with practically unlimited quantity of stones to be used as Construction material: Some design consideration should be given to the use o£ the excavated materials for lining purpOses, due to itS poor work ability. 2.3. Soils and Land Suitability After asses sment of the soil survey report by the Korean team (Ref. 2), a systematic soil survey for the first phase of Bale Gadula project was started by the end of January 1992. F Doc 18 Page 7 The soil survey fieldwOrk involved: Systematic auger along the transects, at intervals of 200 m, Over a hole observations up to 2 m depth total length of about 14 km. In total 71 auger holes were done. In between these auger hole observations, Continuous shallow soil surface observations were made, With special attention for changes in soil stoniness, slope and vegetation cover. In total 85 such Surface color, observations recorded by a brief code and/or boundary line plotted on the map. were Detailed Soil profile representative descriptions laboratory analysis. sites , In total 7 profile pits were made including soil Were made sampling On for up to 2 m depth. Near 4 of the above mentioned soil profile pits, a deep borehole was drilled up to the bedrock. InfiltratiOn and permeability tests were executed in triplicate on al1 7 soil profile sites. After completion of fieldwork, data including the laboratory results were studied and interpreted which led to the following 1esults: The total surveyed area covers about 968 ha, out of which approximately 46 ha (4.75 % of the total area) is covered by Kubsah village. In total, about 583 ha (60.5 the total area) are moderately well suited for irrigated crop cultivation. It consists of nearly level to gently sloping (1.5 to 3 % slopes) very deep (3 to 8 m up to the bedrock), somewhat imperfectly drained, slowly permeable, black cracking clay (or silty clay) soils. These lands have been sOmewhat downgraded because of difficult workability for seedbed preparation and problems related to restricted subsoil drainage. Approximately 218.75 ha (23.5 % of the total area) has been downgraded as only marginally suitable cultivation and were not included in the COnsists mainly of the same black (sometimes brownish black) Cracking clay soils, but is either less than 3 m deep up to the underlying bedrock and/or very sodic or with 3.5 to 4 % slopes and thus more subjected to erosion hazard. The remaining 120. 25 ha (12.25 % of the total area) consists of steep rocky hills, footslopes and steep sideslopes (slopes > 4 %) and is therefore not suitable for irrigation development. for irrigated Crop irrigable area. It the project area It may E DOc 18 Page 8 further be noted that, although a very large part of COvered by many surface stones (of vesicular basalt), their removal (about 401.5 ha or 41 % of the total area) is (by hand hectare (or 40 Birr per ha). The volume of stones picking) would only take (or cost) about 13 man-days per that can be collected from one ha is about 112 m', which could be used for other purposes, such as the construction of roads and walls. Some low vegetation clearance is needed only in the river terraces, Covering about 393 ha (or 41 % of the total area), while all the other suitable mapping units are already cultivated (rainfed) Furthermore, about 132 ha (or 13.5 % of the total area) of more or less suitable lands are in need of medium levelling/grading (With 2.5 to 3 % slopes) and about 112.75 ha (or about 11.5 % of the total area) of high levelling/grading operations if basin irrigation is to be adopted. 2.4. Agriculture The Agriculture Report (Vol. 5) was prepared on the basis of the review of the existing documents, field visits, as well as the agricultural and socio-economic information gathered from the area in January 1992. The project area already has an established population with an established system of rainfed agriculture. It is expected that the inhabitants of the Kubsah village will be the principal participants and beneficiaries of the project, especially since the project is proposed On land already farmed by them All participants are expected to be drawn from the immediate locality. Kubsah and Guracha alone have approximately 200 f amilies, and there is a further pool of potential participants nearby at Solemitana. For this reason it is envisaged that at least the present phase of the project will be farmed by smallholders. A net project area of 538 ha was derived £rom the soils report. At present, smallholders in the area generally cultivate two Or more hectares It i propOsed therefore that the size of holding on the irrigation project be 2 ha, thus accommodating 269 families. In the choice of crops for the project area, the following factors have been considered: Soils; Rainfall ; Altitude (and consequently temperature) ; Targeted group of farmers beneficiaries; F Doc 18 Page 9 Size of holding; Farmers familiarity with Farmers expertise; proposed crops; Availability and use of mechanization; Availability of inputs ; Marketability and distance from the market. Cope With heavy soils and should be basic soil conditions. Furthermore, Crops for the project area should have been to tolerant of at least slightly requirements are presented in the chapter 3.2. 2.5. Sociology As a part of the project studies prior to impl ementation, The designed cropping pattern, together with the crop water an ensure that the project is compatible with aptitudes, knowledge and abilities of the beneficiaries with special attention to vulnerable groups, particularly women and children. Also, the study was to look into issues relating to the normS, values, Customs etc With the proposed compat ibility project. of It social Was intended to carrY out the survey in July/August 1992, but the security situation did not permit travelling to the project area. integrated sociological/anthropological study Was proposed to As a result, a document Sociological Survey Proposal Was prepared based on the agricultural, technical and socio-economic surveys carried out in the project area from 1987 to 1992. However, prior to project implementation, a detailed sociological survey should be carried out. The initial agricultural and socio-economic survey conducted in the project area indicated keen interest of farmers to have irrigation. Also, all those interviewed wanted to participate in the-project activities The future study should identify the needed farmers from Guracha and Solemitana villages, where considerable interest has been shoWn. The sociological study should identify the following: Density and growth of the population in the project area; The degree to which the population has already been exposed to modern agricultural deve lopment and their aspiration for supporting such development in the future; Existing traditional land tenure system, F DOc 18 Page 10 in order to recommend the principles of land allocation to satisfaction of the local farmers; the The empowerment of women to participate in operation and management of the project such that they benefit from the project; Involvement of the local population in the project and a need for new settlers in the area if sufficient farmers can not be obtained from Guracha and Solemitana villages; A need and type of possible agricultural service; extension The impact of the project to the improvement of the living conditions in the area; Possibilities of establishing water users associations, in order to avoid future conflicts in the project area; The need for the local population to understand and actively participate in solving the problems of food shortage. preferable to carry out the 2.6. The Environment An environmental impact assessment should be made of the project, even if the negative impacts are of minor nature. It is of the project. Consideration should also be given to the existing Bale National Park which is not very far from the project area. Special attention should be paid in the study for the conservation of the fOrests in the catchment and surrounding areas The presence of dense forest in the catchment area has considerably reduced the sediment in the river. Such a situation should asses sment prior to the implementation de forestation should be recommended. therefore be maintained and every In the case of fuel wood for possible action against farmers, establishment of wOodlots in their plots or on the project fringe areas could be suggested. This will eliminate or reduce possible cutting down of trees in the catchment. F Doc 18 Page 11 3. DEVELOPMENT 3.1. General the Due to the existence of a sizeable indigenous population and unreli ability of agricultural production under rainfed Conditions, the primary objective of the first phase of development is to increase local food security, with, if poss ible, production of cash crops as a secondary objective. 3.2. Crops and Water requirements has The selection of crops for incorporation into farming systems been influenced by soils, climatic conditions farmers familiarity and preferences, profitability and marketability. The Cropping pattern lecommended in the Agricultural report is as follows: I Crop (March July) : Barley Wheat 0ats Maize Total 215 ha 134 ha 108 ha 81 ha 538 ha II crop (August - December) Cumin Onions Red Peppers Total 160 ha 100 ha 100 ha 360 ha Cropping Intensity 167% The Crop water requirements were calculated using CROPWAT programme, version 5.3, developed by FAO, Rome. The climatic data used in the programme is that from meteorological station at Robe. IIrigation requirements are given in Table 2. The maximum water requirement occurs during decade 2 of June: F Doc 18 Page 12 Max net water requirement: I max = 316.02 l/s/538 ha = 0.587 l/s /ha which gives: I max = 0.587 * 8.64 = 5.08 mm/day where 8.64 is a conversion factor (l/s /ha to mm/day) . Adopted overall irrigation efficiency of 40% comprising of Conveyance efficiency of 60% and field application efficiency of 65 %. Assuming a leaching requirement of 10 %: Maximum gross water requirement: (I max) gross = 1.1 * I max / 0.40 = 13.97 mm/day = 1.1 * 5.08 / 0.40 Taking into consideration the crops to be grown, available soil water, rooting depth and irrigation time of 12 hours per day, an irrigation interval of 5 days was obtained. Thus, (I max) gross = 3. 23 l/s/ha for 12 hours Since one farm is of 2 ha Size, everY 5 days the maximum irrigation would be: I 33.94 1/s for one 2 ha field for 12 hours The flow to one farm has been approximated to 35 l/s during 12 hours, every 5 days. Since the typical farm is 100 m by 200 m (where 100 m is the width of the front), Syphons are expected to be used at approximately 1 m intervals. Since farmer can manage about 10 syphons at a time, the flow time in each syphon at a given location will be 1.2 hours. The flow in one sYphon will be: 33.94 / 10 = 3.394 l/s Considering the above flow in syphon, the infiltration rate of the soil as well as the furrow 1ength, the optimal furrow slope is found to be about 0.2 %. irrigable area, it is Taking in to account the irrigation interval F Doc 18 Page 13 and the total Same time. Based on this, the flow in the main canal is estimated found that 54 farms will be irrigated at the as: phase (538 ha): II phase (4,000 ha) : 1,890 l/s 15,810 1/s 3.3. Irrigation irrigation, using furrows for the following reasons: The irrigation method adopted in the design is surface The propOsed Crops are suitable for this type of irrigation i Surface irrigation is less capital intensive than the overhead irrigation system; Sprinkler irrigation usually needs high head of WateI (pumping) whereas surface irrigation does not require such high heads. This would imply lower operation costs for the latter; Sprinkler irrigation is usually chosen for steep and undulating lands where cost of land levelling will be exorbitant. In the case of this project, irrigable area is not too steep and land levelling has been minimized by locating furrows near contour lines. Farmers could easily adapt to furrOW irrigation than sprinkler irrigation system. 3.4. Drainage Surface drainage system has been adopted for the entire irrigable area. As the soils are clayey in nature, strict water management practices should be enforced to avoid excess drainage water from irrigation. elevations in some points in the irrigable area from the start of the project. If there are signs of rapid increase in water table even after good water management, the possibilities of install ing Subsurface drains should be considered. It is also advis able to take water table F DOc 18 Page 14 3.5. Flood Protection As the average elevation of the irrigable area is much higher than river high flood level, there is no need for flood protection from the river. However, flooding of main and secondary canals by Overland flows from mountain slopes need to be considered. To intercept the Water entering the main canal from the catchment North of it, of road which is the left bank of the canal. division structure a drain was located along the further end This drain follows Three drainage culverts under the road have been desigmed the road/main canal from the intake to the dispose of the drain water into the about 2 km² with main canal. The total catchment to of the drainage canal is an average slope of 0.015. As there are three drainage area was divided into four, for the culverts, the upstream drainage calculations of the flood flows. The £lood flow for a return period of 10 years Was calculated as 0.8 m'/s diameter concrete pipe, having a maximum discharge capacity of 1.4 m'/s. Another interceptor drain was located on the upstream side of The culvert Was designed as a 50 Cm the SC-1 secondary canal, to intercept flows the upstre am catchment which includes part of Kubs ah into the canal from the hill above it. As in the previous case, the flood flow of 14 .4 village and m'/s was calculated for the catchment of 1.6 km' and slope of 0.093. A trapezoidal 1ined drain with 2.5 m bottom width and side slopes 1:1 Was designed, with a capacity of 19.74 m's. The lining was needed because of high velocities encountered. 4. THE PROJECT 4.1. General The previous study by WRDA recommended execution of the project in twO phases. Phase I, to construct a diversion weir to irrigate some 550 ha of land and Phase II to construct a 15 m high dam upstream of the weir to store water and to irrigate additional 3400 ha. This would enable WRDA to access the viabi1ity of the Phase I project after SOme years and then to carrY out final desigms of Phase II, based on the eXperience gained in Phase I. F Doc 18 Page 15 4.2. Weir The design maximum flood of the Weyib river, as given in Vol. 4, is: Qmax z 723 m'/s The designed weir is 65 m long, consisting of Ogee Crest concrete weir of 44 m and natural bed rock spillway of 21 m. The maximum discharge over the 65 m length is 738.8 m'/s. The weir maximum height of 1.5 m is sufficient for diversion of flows during low flow/pe ak irrigation periods . The intake has been designed to cater for the proposed second phase of the project (discharge of 15,810 l/s) and therefore no enlargement of this structure will be necessary for the second phase . 4.3. Main Canal Main canal design flows are as follows: Phase I: Phase II: Q1 Q2 = = 1,890 1/s 15,810 1/s A hydraulically optimal single tr apezoidal section was chosen from a number of other sections considered during design. The added advantage of this section is the ease with which it can be enlarged for Phase II flows. In the first phase the bottom width will be 1 m and it can be widened to 2 n for the second phase. All the structures, starting from the intake at the weir, through the drop structures to the division (bifurcation) structure ( where the Primary canal for the first phase is branching off) have been designed to accommodate maXimum discharge in phase II. Lining of the main canal Was considered (because of availability of loose stones in the area), but was not aopted for the following reasons: (i) the canal is excavated through heavy clays and therefore seepage losses are insignificant; (ii) the number of drop structures if the canal is unlined is 12 (1.5 m high each), constructed of masonry and it is considered to be nominal taking into account the canal's length (around 5 km); (iii) the lining would either cause difficulties during enlargement of the canal 's bottom width from 1 m to 2 m (for the second phase) or Would lead to construct the canal to it's full extent during the first phase (which would consequently burden the first phase of the project with unjustified investments); (iv) the improvement in the conveyance efficiency, due to lining would not play significant role at this stage of the project. 1 m/s. In the first phase, F Doc 18 Page 16 Maximum permissible velocity in the canal is taken as of flow 1.15 m while in the the bottom width is 1 m and the depth designed as 2 m with 2.65 m as depth of flow. In both cases longitudinal slope is not to exceed 0.00038. A freeboard of 75 cm is chosen for the discharge in the second phase. The 75 cm consist of 25 cm from maximum Water Surace to second phase the bottom width is berm and 50 cm from berm to top of the road along the canal. velocity of flow is greater than 0.6 m/s, which is safe in respect In phase I, £or the discharge of 1,890 1/s the minimum of silting of the canal. Besides the offtake gates, there are 12 drop structures each 1.5 m height, 3 drainage culverts, one bridge and one division (bifurcation) structures along the Main canal. 4.4. Primary Canal The only primary canal, PC-1 has a length of 4,923 m, starting at 1922 confluence above MSL and ending at 1798 m above MSL at it's Structure with an Energy DiSs ipation Basin has been designed. The design has to accommodate the drop of 124 in the canal either by a large number of drop structures or by providing a l arger slope ( which would mean 1ining of the canal ). Both alternatives Were studied and in the COurse of the analys is it was determined that if 1 m/s is adopted as a maximum nonerodible velocity in the earthen canal, 60 drop structures each 1.5 m high, would be required to accommodate the difference in elevation between canal's beginning and end. on the other hand, as lo0se stones of the size 5-10 cm are abundant in the area and they could be used for lining of the canal The amount of the lining was estimated at 600 m', which is significantly less than the quantity of rubble-masonry requirements of 60 drop structures. Based on the above, it was decided to line the canal with rubble-masonry and the necessary size of stone was calculated as 5 cm minimum. The stones will be connected with plain cement mortar and will have grooves that will increase the friction coefficient . In accordance with the usual practice, weepholes are designed every 1 m with layer of filter material below them. to the Asendabo dry stream, where Tail EScape F Doc 18 Page 17 The structures designed along the alignment of the primary canal are: One Parsha1l flume; 10 offtake structures; 10 check structures; One tail escape structure; 8 road culverts. 4.5. Secondary and Tertiary Canals Seven secondary canals, 5,550 m of total length, are designed and according to the discharge two cross-6ections are adopted, differing only in slopes are designed to be 1:1 and the freeboard 0.30 m. the bottom width (0.5m and 0.6 m). The side Lining of the secondary canals was in the course of analysis, since the structures are relatively small. numbers of drop and check/drop considered, but rejected In order to control and measure the flow in the canals, Parshall £lume has been located at the cana1. beginning of each secondary Altogether , 9 drop structures and 5 check/drop structures have been designed on the seven secondary canals. other structures l0cated on the secondary canals are 15 road culverts and 25 offtakes TWO tertiary canals in the system were designed with 30 Cm bottom width, side slopes 1:1 and 30 cm freeboard. There are no drop along the alignment of these canals are 2 Parshall flumes, 5 road structures on the tertiary canal The structures designed Culverts, 2 tail escapes and 7 offtakes. 4.6. Field Canals According to the discharge, field canals were divided in six groups, slope 1:1 and freeboard of 20 cm. with 20, 30 and 40 cm as the bottom width, having side flumes The structures required on the field canals are 44 Parshall structures and 44 tail escape structures. A large number of check/drop structures are designed on these canals, resulting in approximately one structure per hectare of irrigated land. This is mainly due to the nature of the terrain and (located immediately after the offtake), 658 check/ drop 1 F Doc 18 Page 18 the field canals designed to maintain fairly constant head throughout, tield canals should be a minimum of 15 cm above the field level and for irrigation by syphons. The head o£ water in the a maximum 35 cm. The level of water in the field canal should be within this interval of 20 cm during irrigation. In the design, the maximum fill allowed was 25 cm and maximum cut allowed was 35 cm, based on past experiences. This gave rise to drop structures of 60 Cm. 4.7. Field Works As mentioned earlier, the irrigable area in the first phase lies between 1913 and 1790 m above mean sea level. This difference in elevation is spread along 3 - 4 kn, which gave an average slope of about 3% This somewhat steep slope of the irrigable area gave rise tO significant slopes in most of the field canals. The furrows were designed with mild slopes and are located close to contour 1ines, to minimize land levelling work. The field canals therefore are designed with a large number of check/drop structures to accommodate steep slope. Land levelling has been kept to a minimum because of its high cost and the possibil ity of destroying the soil profile, mainly the good top soil. Hence levelling of the fields is not to be undertaken However, it was observed from topographic survey maps that there are few depressions in the irrigable area. These depressions are to be filled by soils from excavations for structures in the vicinity. Construction of the furrows can be done mechanically Or manually, depending on whether machinery is available or not The furrow length has been kept within 200 ( maximum 250 m) as recommended for the clayey soils wh ich are in the project area. The irection of furrows are shown in blocking out pl an. The stones in the irrigable area should be removed prior to cultivation. A trial removal of stones carried out during the to clear all stones from investigations , indicated that about 15 man-days will be required family after the land has been allocated. These stones are valuable, in that they can be used in the construction of structures and for paving internal roads. The design of structures in the project took into consideration the availability of stones and hence many rubble-masonry Structures and few reinforced concrete structures are designed. 1 ha. This wil be done by each farm F Doc 18 Page 19 4.8. Drains The designed drainage network consists of 30.85 km of field drains and 12.1 km of collector drains. The drains are designed to Iun parallel to the irrigation canals and at the ends into the gullies that border the scheme. As rainfa11 intensities for different durations for the project area are not available, drain design discharge of 5 1/s/ha based on previous studies has been taken. Two types of field drains and two types of collector drains were designed, based on the discharges. The longitudinal slopes of the drains are designed in such a way that velocities never exceeded o.90 m/s. Therefore neither drop structures nor lining is required for the drains. 4.9. Road Network Gravel roads have been designed along all primary, secondary and tertiary canals. The part of main road aligned through Kubsah village, about 1.8 km long has also been designed as gravel road. The design of road network has provided access to every farm through a farm road or field drain, to facilitate transportation of farm inputs and outputs. The roads are 4 m wide and have 3 m gravel layer at the center. The road can accommodate carts presently used by farmers as well as any farm machinery which could be brought in after the Construction. The road network is designed to minimize the structures (such as culverts ). Also, the field roads have been (usually) located in between adjacent irrigation canals and field drains. This wil1 in addition minimize the seepage losses from the canals into the drains. One main road traced in East - West direction has been designed to serve not only for agricultural purposes, but also for communication between the vi1lages and the town (Alem Keram). Every effort has been made to keep the alignment of this road along the existing track. A bridge has been designed at the main canal Crossing j ust downsteam of the division structure and an Irish bridge has been designed at the Asendabo stream crossing. F DOç 18 Page 20 The design of the bridge includes 8 prefabricated reinforced concrete beams, each 4.8m long, laid on masonry walls. The Asendabo stream is dry for the most of the year and has flows only during the rainy season. The construction is to be of masonry base with cut-off walls on the sides. The traffic on the main road from the town of Goro to the Kubs ah village wil be interrupted only at peak flooding times, which could last few hours the most at any one time. 5. EVALUATION 5.1. Methods of Evaluation Financial internal rate of return ((FIRR) to the project has been calculated by discounting the incremental cash flow. The Economic internal rate of return (EIRR) and Economic Net Present Value (ENPV) have been determined by discounting incremental benefit stream or incremental cash flow. To arrive at FIRR, EIRR and ENPV, necessary financial and economic analysis were carried Out. A number of sensitivity analysis have been done, to test the sensitivity of the project to the delays or decreases in benefits, increases of costs and combinations of both. 5.2. Results The actual cash income to be received by a typical peas ant farm family wil1 range from Birr 2039 to Birr 4169 during years 1 to 5 and Birr 3937 to Birr 4657 between years 6 to 30 However, if loans as proposed are taken by the farm family for agricultural production,, then incremental cash income starts with Birr 9 in year 1 to Birr 2139 in year 5. During years 6 to 30 this incremental cash income fluctuates between Birr 1907 and Birr 2627. These amounts of cash incomes are expected to Constitute a positive incentive for the peasant farm families to adopt the modern inputs and improved practices and to utilize the irrigation facilities as envisaged under the project. The financial and economic analysis of the project resulted in the Financial Internal Rate of Return (FIRR) of 21.66 & and Economic Internal Rate of Return (EIRR) of 21.63 % which are guite high compared to the accepted discounted rate in Ethiopia o£ 11%. The Economic Net Present Value (ENPV ) at 11% discount rate is Birr 8,746,000, which indicates that the project is highly viable from the economic standpoint. Sensitivity tests were F Doc 18 Page 21 carried out for (a) delay in accrual of benifits by one year (b) increase lnvestment cost by 15% (c) a Combination of "a" and "b" decrease in net return by 15% (e) decrease in net return by 15% and increase in investment cost by 15%. In these cases EIRR decreased in (d) by This shows even under extremely unfavourable circumstances the EIRR (a) 2.93% (b) 2.37% (c) 4.9% (d) 3% (e) 5.09% respectively. will be 16.54%. There fore, the project deserves a very high Priority and it is recommended that Government should undertake the implementation of the project as early as possible. Government is encouraged to recover part of the investment Costs, although it has to be done carefully and not without informing the settlement and starting of any production activities. farmers about it before the beginning of the 6. RECOMMENDATIONS The results of the financial and economic analysis indicate that the project deserves a very high priority. It is recommended that the Government should undertake the implementation of the project as early as possible. It is recOmmended that the construction WOrks are executed during the dry seasons, preferably between June and September às well as between December and February. Since significant amount of the work is expected to be labor intensive, it is very lmportant that all safety me asures are taken at the site. The Weyib river is perennial and consideration was given for the diversion of water during construction of weir and intake. AS weir foundations are expected to be 2 m below river bed, fair amount of seepage is expected during excavations. In order to minimize seepage flows and to have a stronger cofferdam, a single wall sheet piles with earthen bank in the interior Such a coffer am can withstand any unprecedented flood flow which was designed may occur during dry season Sheet piles should be preferably of Larssen type (if available) of about 5 m length or similar piles available locaily having adequate strength for the purpose. Such piles should be driven into the river bed up to the bed rock, with interlocking Sections in position. There will be about 2.5 m of protrusion of the piles above bed level. Excavation should be carried out minimum 1m away Erom the line of piles, so that there will be an earth bank on the excavation side. Even with this arrangement, there could be some seepage and that water should be evacuated by pump( s). The pumps dewatering the seepage water should be on stand by all the time, when the workers are excavating the weir foundation. F DOc 18 Page 22 Excavated sandy clays during the construction of the scheme Will be mainly used for the construction of the embankments along the canals, especially field canals which are mostly in fill. The materials with a high percentage of organic matter is to be spread over the agricultural soil, to fill the natural depressions of the fields This will facilitate eventual levelling of the fields in a way that there will be less cut, which is verY often linked to a risk of loosing top soil of good quality. The rest of the materials from the excavation should be deposited at a distance from the site, leaving behind the sandy gravely materials necessary for backfills for the structures. The backfillings should be done in layers not exceeding 20cn, and properly compacted. The concrete propOsed is masonry, cyclopean as well as of the c 25 quality (as indicated on the technical drawings) . During it's preparation, care should taken to ensure that the coarse aggregates and sand have proper size distribution and both are ree of dirt, mud etc. The water that will be used for the concrete mixture, should be clean, transparent and chemically pure. The existing standards for the mixing and placing of concrete should be adhered to. Crop Water requirements for the project were calculated using 10 year return period rainfall. A 12 hour irrigation was designed. This will ensure that all the proposed crops are irrigated to satisfaction. Good harvests and best results could be easily achieved if all the structures are properly constructed and regular maintenance WOrk is carried out. Land levelling, being a significant investnent (and having sometimes harmful effect to the soil profile) was minimized in this design, but some levelling that is inevitable should be carried out in areas where it is difficult for the irrigation water to reach due to higher elevation or where ponding of water occurs due to lower elevation. The minimum velocity in the main canal is 0.6 m/s, which is higher than siltation velocity, and therefore silting of the canal is aVoided HoweVer there is no data on sediment transport in the Weyib rive. HOwever, from observations, it is found to be insignificant. It is recommended the samples be collected from the Tiver to estimate the Sediment carried during the different periods. If sediment load is found to be substantial, then appropriate measUres should be taken to prevent siltation in canals. It is recommended that the stones in the irrigable area be remoed by farmers as soon as land allocation is made. A trial removal of stones carried out earlier indicated that about 15 man days will be required to clear all stones from 1 ha of land, These stones are to be used in rubble -masonry structures, lining of primary canal and for production of coarse aggregates needed for F Doc 18 Page23 in forning fences ( WallS) around fields, which could prevent cattle and other animals entering the fields. Concrete work. Excess stones could be utilized It is recommended that the seepage losses from the canals are monitored dåring the operation of the scheme. Lining should be Considered for any section having significant seepage losses. A socio-economic survey of the project area should have been done carried out prior to the final designs. This could not be because of delay in recruitment of situation. However, the necessary questionnaires for interviewing the Consultant and security farmers and related people have been prepared. It is recomnended that the survey be carried out as SOon as possible. Minor adjustments to cropping patterns , planting dates made based on the outcome of the survey. .etc. , may be An environmental impact assessment should be carried out prior to the implementation of the project. Eventhough this should be adverse environmental impacts are expected to be minor, confirmed by an assessment. Page F Doc 18 24 7. REFERENCES 1. Bale Gadula Irrigation Project ( Phase I), Final Design, Addis Ababa, July 1992. Appendices: Technical Design Report, UNDP - FAO Project ETH/88/013 Appendix A: Appendix B: AnneXes: Bill of Quantities and Cost Estimate Album of Construction Drawings Annex A: AnneX B: Annex C: AnneX D: Review Hydrological Report on Water Availability, Dependability and Flood Magnitude of Weyib Irrigation Project (Phase I) Agriculture Report Soil Suitability and Land Evaluation Report Geotechnical Report AnneX E: Sociological Report AnneX F: Economical Evaluation Report 2. Bale - Gadula Project by the Medium Scale Irrigation Project Design Team of D.P.R. of Korea, 1987. E Doc 18 Page 25 8. FIGURES RESOU, ATION SERVICE FIGURE I PROJECT LOCATION RE 2 D ETHIOPIA -Notienal Boundery Road Roilrood River Project Site OMekele SGondar OF ADEN óJIBOUT DJBOUTI GULF QDessie ABAYI Deberg Morkas Lekemi dDire Dowa DHarar SOMALIA ADDIS AAEA Melg BALE GADULA PROJECT STE Jimmo Gobg N Arto Minch WAB EMEBELLE RÊER Redort sO M ALIA KEN Y A UGANDA MOGADISHO 40 F Doc 18 Page 26 9. TABLES Table1: Clinatic Data for Goro 1.1. Me an Monthly and Annual Rainfall (mm) (Based on 11 Years Data 1976/1986) Jan Feb Mar 15 21 Apr May Jun Jul Aug Sep 111 137 135 46 Qct. Nov Dec 12 32 112 77 21 5 Year 724 1.2. Mean Monthly Air Temperature (C) (Based on 3 Years Data 1982, 1984 and 1985 ) Jan Feb Mar 10 Apr May Jun Min 12 11 10 18 26 10 10 17 Jul 10 Aug 10 sep 9 Nov 10 19 27 Dec Year 10 10 Mean 20 19 19 27 18 18 25 18 18 27 17 27 19 18 Max 28 28 26 24 27 28 27 kal 35.57 ! | 7 $5.19 | 79.51 | TCTA! ! 94.65 | | 107.11 | 116.57 21.60 ! 139.34 fer tal!/s 12t 1!.21 15.I6! 21.76 | | .3) J4.61 3!.47 | | 143.45 84.16 | 3261.20 1 43.50 45.02 | Pepper ed tr tlm/Carll's/1l/s 0.1:I | .10 | 0.2: .:I | 6.31| 0.J5 ! 0.39 0.45I I 0.0 0.45 i.:| | | 19.8 .I5 | 4.35 | 1.9 2.33 2.66 | | | .9 3.41 3.90 .19 1.49 | | | | | | 2.36 :.05 J5.16 | | J.11 41.44 39.12 | | 1C0 | 30.12 24.54 | for halam/day|l/s/hall/s |0.19I 0.11| | 0.14 .17| | 0.21 | 0.25 |0.32| .11 SC.00 ).JiI 0.39| 9.41 | | 0.39 1.63 |0.6 1.2 | | | 1.51 | 1.19 | 2.12 0.20 | | .45 | J.09 | J.35 | ).50 | 3.0 S.0 | 5.56 22.% | JI.3 | | J1.04 | 4).15 | | S8.1 55.31 | 168 7.9% 56.52 | tcr kajnjdu;lls/hall/s | .14 |.4| | .11 |0.:| | 0.30 | "*.******** 0.20 0.2] | 0.35 0.)1 | | 1.12 | .00 |2.59 | | |9.02 3.16 | | | | equresents Gadulla 2. Table Vater tale Irrigution l for . 1/s/ha|l/ halm/duy | *********.*n*. Tearly CA0P 108 fo: hajm/day|l/s/2a|l/s --******.***.* het 134 for bajau/dayll/s/ba|1/s 215 Burdey for l/s/h|l/: Ju/day I |2| DDEI |2| |3| |Wor. | 1| 4KONTH | 1 20.71 | 2.11 | C.00 40.71 | | 14.36 104.47 1 116.44 160.82 1 250.5B | J16.02 | | :1.2) 216.58 | | 143.21 31.32 ] 80.42 | 57.15 | TOTAL | 5! for J5.07 | 31.37 | 2.34 | Feçper Ped tullfs 1:0 E: halan/day|.'s/ha]/s 0.35| | 1,03 2.I1 1.93 | |0.31 0.22 | | 32,18 29.98 | *5.00| 1D0 far l/s/hall/s hals/dayl I60 tar bajsujday|l/s/a|l/s 1 | 0.12 0.30 0.25 | | 2.19 | 2.59 | |2.16 | .01 19.01 | 9.1 -4-nee*** *.4***** | 0.15 0.12 | 0.C6 | |.5) | | | 40.41 | | - |1.30 |I.03 | 0.56 | J4.63 | 49.31 | 50.53 | l 0.94 | 0.00 0.00 0.00 | 11.5) | 11.34 26.31 kequireentI Maize Gadolla Bale ler /s/ba|l/s | I 0.01 .10 | 1.33 | .00 .00 0.00 | | 0.00 0.90 | 0.00 0.00 | 0.00 13.25 | 0.41 0.06 | 22.25 | 0.10 | | 0.07 26.50 | | J.18 | 1.55 24.63 | | .2I 1.85 | 23.13 | 0.34 2.92 | J6.50 | | 0.4¬ 4.12 | S1.50 | 0.61 | 0.62 5.39 | (6.50 | .59 0.50 2 13bie Vater day balan/ 108 tor halan/day|1/sJba|l/s | S.26 S.10 4.J1 | | 0.J5 | 3.02 irrigation 60.50 | | | 28.37 10.00 I Tearly C 0P |0. | 0.11 1 I 0.0C | 0.00 0.00 | 0.12 1.06 I 1.78 |0.21 ( .25 4| | 0.48 |0.26| 0.09 | | 0.00 2.12 | | 0.2) | 1.97 0.21 | | 1.4S 0.3 2.92| 4.1I2 | 0.56 | 4.84 | 0.4) | .12 2.27 0.80 | | 15.66 | 0.90 | 2.17 | | 1.75 | 11.06 1.09 | 2,J5 29.93 | | 9.16 61.93 15.77 | 134 for hulan/dayll/s/hall/s | 87,63 | | 12.05 | 53.97| e3.91 0.12 | |0.02 0.00 | | 0.01| | 0.06 0.1) 0.18| | 0.22 0.)7 0.51| 0.64 |0.65 .6) 0.54 | 0.40 | | 1.01 0.14 0.0e | .07 | | | 5.5) 5.65 5.41 4.10 3.48 | | | ......... |0.5c 1.10 | 1.57 1.93 | 3.17 4.30 | | | 2.7 0.00 | | 0.00 | 26.38 4.29 52.75 49.02 | | | 46.04 47.78 | | 102.52 | 120.44 | 92.57 S6.49 19.91 | | | Barley |l/s/ba|l/s 215 for |0,01 | 0.0e | 0.11 .00 0.00| |!|0.00 | | |.12 |0.21 0.25 | 0.23 .21 0.22 .48 | 0.56 | 0.43 | | | 0.%| 0.05 | |2|0.90 l/day 1.06 1.78 | | | | |3| 1| |2| |3T 1| |2| 1.97 1.45 13! 4.12 | 4.84 | 3.)2 | 1 2| | |0| 2.2 |DDE| ****** |2| |leb.1| |2| | 1 |2| 2.12 | NONTH4 | Ir. IApr. | | Nay | |June | | July | | |2 RESERVED
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