AV* /FEDERAL DEMOCRATIC REPUBLIC OF ETHIOPIA MINISTRY OF WATER RESOURCES BARO-AKOBO RIVER BASIN INTEGRATED DEVELOPMENT MASTER PLAN STUDY ANNEX 1 W ATER RESOURCES Part 3 Annex 1C Annex ID Annex IE Annex IF Annex 1G Flood Studies Ground Waler Reservoir Operation Studies Sediment Studies Water Resources Cost Estimating TAMS-ULC Baro-Akobo River Ba^n Integral Develop merit ------------- -------___________INDEX OF VOLUMES AND ANNEXES Volume I:.............................................. EXECUTIVE SUMMARY Volume II:RESOURCE BASE AND DEVELOPMENT OPTIONS Volume III:MASTER PLANDEVELOPMENT Volume IV:PRan-rT area Maps Volume V-................................................ PRE FEASIBILITY STUDIES ANNEXES 1. WA TER RESOURCES Annex ! A Annex IB .Annex 1C ........... Climatology Hydrology Flood Studies .Annex ID....................... ................ Ground Water .Annex IE -------- ...... Reservoir Operation Studies Annex IF. Sediment Studies Annex IG ...................... Water Resources Cost Estimating Annex IH Irrigation Projects Annex 11 Water Supply Projects Annex IJ Hydropower Projects 2. NATURAL RESOURCES Annex 2A Land Evaluation Annex 2B .... Soils and Soil Conservation Annex 2C... Annex 2D Annex 2E Annex 2F. Annex 2G Annex 2 H ... ..Apiculture Annex 21 Agriculture Annex 2J .... Annex 2K Annex 2L Livestock Geology Forestry Wildlife Tourism Mineral Resources ... Renewable Energy Fisheries 1 SOCIO-ECONOMICS Annex 3.A .... Population Aspects Annex 3B Socio-Ethnic Groups .Analysis Annex 3C Economic Infrastructures Annex 3D Annex 3 E Annex 3F Institutional Support / ENVIRONMENT Social Infrastructures Economic and Financial Analysis Annex 4 .............. Environment TA.MS-L LG Biru-Akobu River Basin Lntr^ralcd Dei tkpmeni Master Pl4nrWATER RESOURCES ANNEX 1C FLOOD STUDIES ANNEX 1C FLOOD STUDIES I.AMS-ULG Baro-AkotMi River Basin Integrated Development Mister PlanU ATER RESOURCES ANNEX 1C FLOOD STUDIES CONTENTS 1. INTRODUCTION 2. AVAILABLE DATA 3. DATA ANALYSIS 4. FLOOD DISCHARGES AT DAM SITES- 5. GAMBELA PLAIN FLOODING 5 1 The Flooding Situation.... ... 5 2 Flood Control Potential Benefits 5 3 Possible Flood Protection Measures 5 3. i Construction of Dikes................ . ..................... -.............................. . .................................. 5.3.2 Construction of Reservoirs................................................................................................ 5.3.3 Coweto row................................. . ........... ........ 1................ .............. ......... .. .......... .. ..... *...................* 6. CONCLUSIONS AND RECOMMENDATIONS TABLES Table I Table 2 Table J Table 4 Table 5 Flood Frequency at Gauging Stations Design Flood at Dam Sites >3 4 Gambela Plain Flooding..................... ............................................................................. 5 Flood Water Levels in the Gambela Plain * * 8 Probable Maximum Precipitation .............................................................................................. — 10 FIGURES IC-l Flood-Frequency Curve - Ketto River near Chanka 1C-2 Flood-Frequency Curve - Baro River at Gambela 1C-3 Flood-Frequency Curve - Gumero River near Gore IC-4 Flood-Frequency Curve - Alwero River at Abobo IC-5 Flood-Frequency Curve - Uka River at Uka 1C-6 Flood-Frequency Curve - Metti River at Dembidolo IC-7 Flood-Frequency Curve - Sor River at Metu 1C-8 Flood-Frequent Curve - Gilo River near Pugnilo IC’9 Flood-Frequency Curve - Birbir River near Yubdo I C- l 0 Flood Frequency .Analysis - Baro River Basin 1C-11 Flood Frequency .Analysis - Alwero and Gilo River Basins I C-i 2 Flood Nlap of the Gambela Plain APPENDICES APPENDIX 1 Chanka River at Ketto,, APPENDIX 2 Baro River at Gambela..................................................... APPENDIX 3 Gumero River near Gore APPENDIX 4 Alwero river at Abobo.. I .APPENDIX 5 Uka River at Uka........................................ ................. ................................. 1 .APPENDIX 6 MettiRiver near Dembidolo, APPENDIX 7 Sor River at Metu APPENDIX 8 Gilo River near Pugnilo APPENDIX 9 Birbir River near Yubdo I j j TA.MS-ULG Bar»>-Akobii River Basin Inte®rated Development .Master Plan LC-HWATER RESOURCES AX5EX JC FLOOD STI I. LSTRODLCTTO* The p-pr/ut of the 5rxzi aselyas perfcr=ed fir tins fiudy is mainly 10 establish \alugj |- 0 fkxdar rhe Zxaazi cf •'<n-2S przexs n tse Bart>Akobo basa Id parucular. dam spilluayj are d'-nzned w pai De i ZfiCTgear cr IG/XO-yrar 5ocxL ±e villages and towns should be protected azamr. the or 50-near Sood. mgazKXj projects are protected against the 1 Q-year or 20-y^. flood TAMSULG Baro-Akobo Rher Basin Integrated Development Master PlanWATER RESOURCES ANNEX IC FLOOD STUDIES 2. available data P&ak annua] floods were collected from the ava ilable re cords at the gauging stations monitored in the basin Of the seventeen gauging stations in the basi n, annual peak discharges were provided for 13 gauging stations The records of three of the se statio ns have periods of less than ten years which is too short to allow a statistical analysis These stations are the Baro at Itang; 9 years of records, the Bitun Wuha at Tepi 5 years of records, and, the Beg Wuha at Tepi 5 years of records Of the remaining nine stations, only seven have automatic recorders, from which instantaneous peak can be read These stations are: the Keto near Chanka, the Baro at Gambela, the Gumero near Gore; the Alwero at Abobo, the Uka at Uka. the Sor at Metu and, the Meti at Dembidolo For the other three stations only the annual maximum dailv flows are reported In the case of a small catchment area, it is expected that the average daily discharge during flood would be significantly different from the peak discharge and thus an analysis of these flows would greatly underestimate the peak flood This is the case for the station on the Gacheb near Miran with a catchment area of 79 km2 In the case of the station at Pugnilo on the Gilo, the drainage area 2 is 10,137 km . and the peak discharge is expected to be reasonably close to the maximum daily flow' these data were also analysed On the Birbir River at Yubdo where the catchment area are maximum daily flows, the analysis was also carried out. 2 is 1.563 km , although the records TAMS-L LG Buro-Akobo River fraiin Integrated Development Master Plan 1C-2k> water resources ANNEX IC FLOOD STUDj - t 3. DATA ANALYSIS The annual peak discharges of the nine gauging stations were plotted against the two distribution most commonly used for flood frequency analysis, the log-Pearson Type HL and the Extreme- Value Type I The former appear to provide a better fit and therefore was used uniformly over the entire basin, The analysis was performed using the HEC-FFA program developed by the U.S Army Corps of Engineers The program outputs are presented in Appendices 1C-1 through IC-9 Figures 1C-1 through IC-9 show the flood-frequency curves for each of the stations analysed each figure shows the data points, the best fit curves and the 5% and 95% confidence limits Table 1 Flood Frequency at Gauging Stations River Location Catchment Area (km ) 2 2-yr flood LmVs} 10-yr flood (m /s) 3 1 100-yr flood fni '/s} 500-yr flood (m /s) J Ketto near C hank a 1,006 105 140 181 210 Bare al Gambela 23.460 1,260 1,520 1,770 1,920 Gumero nr Gore 106 II 15 21 26 Alwero al Abobo 2,800 66 103 179 275 Uka at Uka 53 61 7,6 100 122 Metti al Dembidclo 144 12 IS 27 34 Sor ai Metu 1.620 233 358 553 731 Gilo at Putinilo 10,137 266 366 532 706 Birbir nr Yubdo 1.563 135 184 249 303 The results of these statistical analysis indicate some relatively low flood discharges with what would be expected in other pan of the World or even in Ethiopia, in another basin For example, recent detailed analysis for sites in the Omo basin have found the 100-year flood on the Gojeb river to be in the order of 1.100 m3/s for a catchment area of about 3.600 km? The rainfall on the Baro-Akobo basin are relatively high and the river profiles are steep, and although it is not an absolute indication of flood discharges, it is unlikely that the flood would have such low value of peak discharge. TAMS-ULG Baro-Akobo River Baiin Integrated Development Matter I>hB IC-JWATER RESOURCES ANNEX 1C FLOOD STUDIES 4. FLOOD DISCHARGES AT DAM SITES The first relationship for the Baro River basin was developed based on the statistical analysis of the two gauging stations with the longest period of records i e Gam b da and Sor A plot of the flood peak discharges, as a function of the drainage area was prepared as shown on Figure 1C-I0 The flood discharges for the dam sites were derived from this figure by interpolation The second relationship for the other basins i e AJwero and Gilo was derived from the statistical analysis of the gaueing stations at Abobo on the AJwero and at Pugnilo on the Gilo A similar plot on a log-log graph of the peak discharges, as a function of the drainage area was prepared as shown on Figure 1C-11 The flood discharges for the dam sites were read from this graph The followine table provides an estimate of peak flood discharge at each of the dam considered Table 2 Design Flood al Dam Sites Dam Site Catchment Area (km ) 10-yr flood 2 100-yr flood (m /s) 500-yr flood J J,OOO-yr flood (m A) 10,000-yr flood J Chiru 733 27 58 102 114 199 Mev 353 13 31 61 69 131 Dumbont’ 1,100 . 41 81 135 151 251 Gilo-I 7,573 275 416 522 580 761 Gilo-2 9.640 348 510 618 686 874 Gilo-3 9.820 355 518 626 694 884 Birbir-R 6.840 795 1045 1230 1305 1585 Birbir-A 3.579 510 785 975 1035 1335 Geba-R 6.222 750 990 1190 1245 1530 Geba-A 1,086 292 462 631 684 955 hang 24,420 1,567 1,822 1.975 2.036 2.260 Gambela 23,461 1,520 1,770 1,920 1,980 2.200 Bcm tia 22,290 1.462 1.706 1.852 1,910 2.126 Tams 20,970 1.396 1,632 1.774 1.830 2,042 Sese 367 162 292 427 468 724 Sor_______ 1 777 385 575 741 810 J 100 1 Gumero 443 182 313 462 507 750 Baro 1.620 355 545 725 780 1060 Beko 1.815 L 67 124 192 214 335 Kashu 449 17 38 72 81 150 Saku-Guda 378 165 297 433 478 739 TAMS4JLG Baro-Akobu Rher Basin Integrals! Dcvelopmtnl Master Plan 1C--1WATER RESOURCES ANNEX 1C FLOOD STUDIO 5. GAMBELA PLAIN FLOODING 5.1 The Flooding Situation The Russian Study identified the two following reasons for the flooding problems of the lower basin the Gambela Plain area • flooding resulting from overflows of river banks; and. • flooding resulting from rainfall and poor drainage The flooding resulting from the river overflow is stated as the consequences of two possibl, phenomena a river bankfull capacity too small and the backwater effect from the Pibor River and th Sobat River Flooding in the Gambela Plain varies from year to year For each flooding situation the Study ha estimated the probability of the land flooding The total area of the lower basin subject to repeate< flooding is 9720 km*, this area is shown on Figure IC-10. The Russian Studv has estimated th< percentage of land flooded to be as shown in Table 3 Table 3 Gambela Plain Flooding Recurrence Intervals Flooded Area Flooded Area Total Flooded Area Resulting from Resulting from River Rainfall 2-year 8% 20% 28% 10-vear 50-year 37% 100% 58% 95% - 100% 5.2 Flood Control Potential Benefits During the 1988 flood (estimated to be equivalent of the 5O-year flood), which was observed ’ d I by the Russian experts, the town of Itang was entirely under water and a considerable pan f r" was also inundated The consequences were quite severe particularly for the town of G h*~amt’e several administrative buildings, houses and hotels were inundated The power stati *” W*iefe flooded and became inoperative for one month Severe difficulties followed, including th” food and drinking water foi the people affected by the flooding An anempt to asses^ h ° losses resulting from the 1988 flood, has been made by valuing the grain destroyed tit.1 ° econor™c is estimated to be 4 0 to 4.5 million Bin Possible loss A , present, ,bteheanladnd» of the Gambela plain that is subjectto tfhrae,q,fu,ehentlafnlodo,dctlne8 is essentially used as Sd bl uXtte for perennial pastures For this reason, putung any eeonomre value on ,he d^ges ------------ —^M^LGB^ro-Ak^boIntegrated DevebpnmitM^^ - 1C-5 -WATER RESOURCES ANNEX 1C FLOOD STUDIES resulting from flooding of pastures is impossible In addition there has been no invested capital in Lhe pastures subject to frequent flooding Future developments in rhe Plain such as selected areas of imgated agncuirure will require protection against flood The costs of these protective measures will need to be incorporated in the economic and financial evaluation of these projects. 5,3 Possible Flood Protection Measures There are essentially two possible flood protection measures to be considered for the Gambela Plain These are . construction of dikes to prevent the over topping of nver banks; and, • construction of reservoirs to store and control the runoff from the upper watershed 5.3.1 Construction of Dikes The Russian Study proposes the construction of dikes, drains and pumping stations for the protection of the towns of Gambela and Itang for example. The protection of Gambela consists in building 2 4 km of dikes along the right bank of the Baro River and its right tributary the Jejebe River with a five- meter wide road on the crest A portion of the dike is replaced by a concrete retaining structure to accommodate existing houses The dike would be supplemented by a 1.4 km canal lo divert the runoff from the elevated unprotected areas above Gambela Similar dikes am proposed for the town of Itang This approach can also be considered for the protection of the proposed imgated agriculture For thai purpose it is customary to select the 10-year flood as the design flood, this is usually established at the design stage based on an economical comparison of the agricultural benefits over the life of the project and the construction costs of the protection measures The length of flood protection dikes required for some of the most viable irrigation projects has been determined The development of 50,900 hectares of net irrigable area on the right bank of the Baro River at Itang would require 60 km of dikes The development of 46,900 hectares downstream of Gilo-2 dam site on the right bank would require approximately 110 km of flood protection dikes. The construction cost of these dikes has been estimated to be S20 6 million and S37 8 million for Itang and Gilo-2 developments respectively 5.3.2 Construction of Reservoirs The second approach, which consists of providing flood control storage capacities at dams upstream of the considered developments, should also be evaluated on its economical merit. In the case of the Gambela Plain due to the complexity of the flooding process and the large number of unknow n factors, it is uncertain that this approach is practical The flooding of the plain is caused by a combination of events for which there are very few known facts, including the flooding of the Pibor river which forms the horde: with the Sudan and the limited capacity of the Sobat river downstream of the Pibor in the Sudan. These factors would need to be investigated in particular, the survey of these two rivers as well as the hydrological records would be needed io establish the extent of the backwater effect in the Gambela plain Based on this evaluation, it w ould be possible to determine if controlling the runoff from the Baro-Akobo basins TAMS-ULG Baro-Akobo River Bisin Integrated Development Muter Plan 1C-6W ATER RESOURCES ANNEX 1C FLOODS^ would have a significant impact on the frequently recurring floods For the land unSi affected by the backwater of the Pibor and the Sobat, the reservoirs can be used to °f tJle: that the flows do not exceed the bankfull capacity of the river U. dam would require a flood storage volume of 1,240 nullion cubic StOre ' On the Bare nver the TAM* oam (man) to control an event sue flood release a rale n0| exceeding . ) corresponds to a dam 150-meter high for the capacity of the Baro River o t0 .r 100 yea flood woukJ be 3 purpose of flood control 1 he rag JAMS a multipurpose project or a 205-metcr h.gh dam M a flood control comjxmen po P The differences in energy generated bet^ bc fi95 GWh year 10-y- - «“ “ rtspK"'"v li is clear that the cost of the dam or the loss of hydropower benefits is high For example a 150-rnr. or 205-meter high dam at the TAMS site are estimated to cost approximately $490 and $ 1,050 rruLj respecuvely The cost of the energy could be valued at SO 06 per kWh which corresponds to a annual loss of benefit of S41 7 million for proteaion against the 10-year flood and $82 4 million:? the 100-yr flood The Chiru reservoir is the only location where a similar scheme could be developed on the Alweri river basin the other dam sites in the basin (Dumbong and Abobo) don’t provide sufficient storuj to have a significant regulating effea The Chiru reservoir with a storage capacity of up to 200 miilioa cubic metres for the sole purpose of flood attenuation, would control flooding of the Chiru Rnrr This dam, however, controls only 25% of the catchment area of the Alwero at Abobo. and cannct store enough to prevent the .Alwero River from overflowing Finally on the Gilo River, if the Gilo-1 reservoir is considered as a flood storage project it could provide a capacity of 1,460 million cubic metres to ensure a release which does not exceed the full bank nver capacity of 280 m’ sec As indicated above, the effectiveness of the flood control dams remains to be fully investigated to determine if the reservoirs would reduce floodmg in the lower plain, or if flooding is mainly caused by downstream control of the Sobat and P.bor rivers, and the poor dramage conditions in the Gambeu plain The problem » extremely complex and clearly outs.de the scope of this study Flood plain hydrology must becarefoUyan^sed based on aenal photographs, field observations and mapping In the case of the Baro-Akobo basin, the previous study by Selkhozpromexport includes a number of observauons. > “ended as many aenal photographs as possible are obtamed to prepare an overall assessment of the problem The analysis must also include a ™,.i, . ,.Hu will cover dnr P.bo. and Sabo. overs in the Sudan ‘ ma'hemaucal modding wW The construction of dikes i P^ economical and effective *ppr ofthe water level m the no CW11 IC1 oroieel the development of irrigated agriculture i, clearly the mo* by Sclkhozpromexpon provides a statistical analyst* p | j ikc y |0 bc more reliable than flow measurements TAMS-CLG Buro-Akobo River Ruin Integrated Development Ma»u pj’" r 1C-7water resources These values, as shown on Table 4, should be used for planning of flood protection structures such as dikes, ditches and pumping stations Table 4 Flood Water Levels in the Lambda Plain ANNEX 1C FLOOD STI JOIES Return Period 10-yr 2g-y . _ 100-yr 1000-jr Bare) Kiver ncai vdiiiuGia Ram River at liana Dam Site 435.14 435.31 435.64 436.03 428 70 428.85 429 20 429.50 LRjcaUVmiVIVRV-iIveUrLaJt T1ika”w•«o -* Alu/^rn River a( Abobo __ ___ _ 410.1 1 410.15 410.23 410.32 452.51 452.58 452.71 452 85 Aiwem r\j ’ vi a.L i wntwMii ----- Gilo River at Agenga _ 436 38 429 04 429 06 429 08 429.12 436.50 436 70 436 93 TAMS-UI.G Baro-Akobo River Basin Integrated Development Masler Plan 1C-8WATER RESOURCES ANNEX IC FLOOD STI DIES 6. CONCLUSIONS AND RECOMMENDATIONS The results of these statistical analysis indicate some relatively low flood discharges with what would be expected in other pan of the W orld or even in Ethiopia, in other basin For example, recent detailed analysis for sites in the Omo basin have found the 100-year flood on the Goieb nver to be tn the order of 1 100 m:7s for a catchment area of about 3,600 knT The rainfall on the Bare-Akobo basin are relatively high and the nver profile are steep, and although it is not an absolute indication of flood discharges, it is unlikely that the flood would have such low value of peak discharge In order to assess the reliability of these results, it is clear that the first step would be to perform a complete review of the gauging station rating curves, as well as of the records ot measurements For stations such as Gambela. Abobo and Pugnib. which are located in flood plain, the study by Selkhozpromcxport have clearly indicated that the river bank-full capacity is significantly smaller that the 10-year flood ft is therefore very doubtful that a reliable rating curve for large flood could be developed During flood event a very small variation in the water level which is unlikely to be noticed, miuht correspond to a very large difference in discharge. This factor combined with the difficulties of making observations during flood events in the Gambela plain, make the data very unreliable It is also not likely that peak floods measured in the flood plain are representative of the peak flood on the stepper terrain of the upper catchment Ev en for large drainage areas such as that ar the TAMS dam, a detailed review of the nver flow during flooding in the stretch between the site and the gauging station would have to be done to assess the correlation between the two locations As a consequence it is recommended for the hydrological services to undertake an active campaign of flood measurements with the objective to establish reliable rating curves at all levels, including high flows For that purpose, water level should be continuously recorded at all active gauging stations. These should be manned with technicians capable of assessing the conditions of the water level recorders and making small repairs, replacing chans and pens as necessary Rating curves at gauging stations should be established by making frequent flow measurements, particularh dunng the rainy season from May to November For small streams with dramage area less than 500 km‘. measurement should be performed at least twice weekly dunng the initial period of measurements (for two consecutive rainy seasons) .■After that initial period, it' the measurements have resulted in a stable raune curve, i.e , if equivalent water levels result in approximately the same discharge, they should be continued on a monthly basis In addition, measurements during flood events should be given a priority' For larger streams where it is not possible to compleie several measurements in a week, at least two measurements per month should be performed to establish a rating curve Gauging stations that hav e already been established may be subjected to a measurement campaign of only one rainy season to extend the rating curve in the range of large flows The number of gauging stations to be established will greatly depend upon the availability of funds However, an initial goal could be established approximately one reliable station per 2,000 km* of catchment area, with a complete range of drainage areas For the purpose of determining design floods at the dam site, it is recommended comparing the flows obtained through statistical analysis with the results of simulation based on precipitation and rhe TAMS-ULG Buro-Akobo Rhtr Basin [oUgrated Development Mailer Plan 1C-9WATER RESOURCES ANNEX 1C FLOOD rainfall-runoff model. Such mathematical modelling can be performed using commercially aviii^ software such as HEC-1, a model developed by the US Army Corps of Engineers A river basin i< modelled using a limited number of parameters for catchments with uniform type of vegetative cover slope and nverbed slope The model can be calibrated by inputting measured rainfall and company results, i e., output hydrograph with measured discharges Upon calibration of the model, ■ precipitation equivalent to the PMP is introduced in the mathematical model to estimate the probab], maximum flood, usually used for the design of the spillway As a preliminary step, estimates of th, PMP in the basin have been prepared Table 5 Probable Maximum Precipitation Rainfall Station Mean Annual Maximum Daily Recorded Maximum Est. Point- PMP (mm) (ram) (mm) Abobo 72 1 99 0 435 Chora J™ 75 5 377 Itang 559 93 4 522 Pokwo 73 1 110.5 484 Gore 67.7 120! 400 Meiu 59.7 98.3 336 Yeki 627 93.9 451 Ario 586 75.0 259 Assossa 58 9 88 0 355 Bambesi 57.6 93.1 323 Hena 70.8 102 7 441 Mendi 67.9 89 5 408 Nedio 63.0 130.8 295 Nole Kaba 63 4 960 306 Denuoro 87.5 1650 374 . ;___ ___ —------ —-— Kiltu Kara "L 73 4 J ar so 93 3 423 61.2 7’6 300 Rob Gcbev a 69.5 998 599 Musi 73.1 1110 601 Bongs 48.2 70 5 _ . 265 Getema 50 1 66 1 188 Huruinu 68.9 104 8 501 The r« [ al u ts of these calculations show thar the PMP vary between 188 mm at Gelema and 600 mm Zl number of stations having value close to 400 mm Although not a very high th val X s io indicate that peak flood shouid be higher than those observed and further “ X need for e earefcl -W of nve, Dow cements. ’S TAMS-ULG Haro-Akolx. River B«in btegralid Devekpn.ee r tC-lDWATER RESOURCES ANNEX 1C FLOOD STUDIES APPENDIX 1 CHANKA RIVER AT KETTO TaMS-ITLG Baru-Akobo Rher Bas Ln Integrated Development Master Plan ic -AppendixPeak Discharge (mJ/s) 1000 Percant Chance Exceedance FLOOD FREQDENCy4A/>IL rs/swater resources ANNEX 1C FLOOD STUDIES “ i ”■ FLOOD FFij’TLCi ANALYSIS IRlGPAM I ATE: FEB ’-925 VERSION; ?,1 *J.S. ARMY T2RPS OF ENGINEERS THE HYDROLOGIT ENGINEERING CENTER 609 SECOND STREET ?AVIS CALIFORNIA 95616 r (9161 "26-1104 INPUT f- L£ NAME: PK- I - DAT OUTPUT FILE N-ME Ik-ni.CUT OSS FILE NAME PK-S1,DSS —____ css---Z ;?EN; Existing File upcr.ed, File; PK-31.DSS irn.lt s 71; ESS v?r^ian: 6-JB -•TITLE REC3AO(S)’* 77 gcL.C-py-j BASIN - FLOOD Fl.CW FREQUENCY ANALYSIS TT PREPARED BY JPM - NEW YORK, MAY 1996 T- ICG—EARSON TYPE IT: DISTRIBUTION - PEAK FLOWS IN M3/SEC IT CHANSG -CCER AT KETTO R£_. RD S)*‘ IFF 2 ZSKFX I FRCUT IfKT IWR IUNIT ISMRY IPNCH L.4i& JI 0 D D □ 20 * • • STAT US’ tzentific at: :.•«-* ID 10112 t - ZHANKA RIVEP AT KETTl - DA-1006 SQ KM 1900-93 ‘DBS WRITE PATHNAME ~ X ■aAAT-AKOBO/CHAN’r^. “ZE? FFA’.'-FLIK 1900-1993/NATURAL ANNUAL PEAKS/ ’ ■ GEN Ek-.L2 TED SKKW’ * 15 TN GGMSF. 1005 .000 • • SYSTEJ^.TIC EVENTS* - 14 EVENTS I ■ BE -NALYZED ••END F INPUT DATA” i Fl + *• * '• ■i--- i. 4 — j. i • '•■ 1 I' ■•■ * * - - ■ - ■*• ’ +- •=■ 4-M +■ t 4 ■+■+ — 4 4-+ 4 4. »+ * » ■- * 4 » * ♦ +. 4 + 1 4 * >. 4 - • ■■*■» ■ «■ 4 » + « I- 4- + 4 t ► 4 f 4 4 4+ 4+*+ * 4 44 » 444+ ♦ ♦■44 + *■*+•♦ ---------------------------------------------------- FINAL RESULTS -PLOTTING F_‘S’T1.\ UIUDh - ZHANKA RIVER AT KETTO - ZA-GI‘A SQ NTF ANALYZED FLOW MCN CAY lEAF IMS ORDERED EVENTS WATER FLOW WEIfir RANK YEAR CMS PLOT P05 Ia 190D I1C , 9 c 1961 123, e s 1962 54. ■g 0 1933 Jh. 9 3 1994 92, 9 190b 92. 9 I 190 0 ox. 9 196’ 65. T 1 19$ 8 92. 5 0 1 95 ? 11b. E 0 1 99 C 117. ? c 1991 131. 9 0 1991 142. 9 n. t LrH". 2J- 1 1 992 142. b .. h7 z 1992 134. 13.33 J 1991 131. 1 1951 - 71; E 20-00 26.67 1990 - L 33.33 & 1959 116. 4G, CO 1930 n: 4 i - £7 9 1333 9 1999 4‘ -4 96, 92, 53.33 60.00 fc J X99S 92 ♦ □ 6.67 11 190 4 92. 7J.33 190 6 91 . sc .or 13 1982 04 . 8 6 - ■$? 1987 q-S . 93.33 14 TAMS-ULG Biiro-Atabo River Baiin Integrated Development Maiter Plan IC -AppendixWATER RESOURCES ANNEX 1C FLOOD STinH -CUTLIE? TESTS - LCW CUTLl£= TEST BASEL UN 14 EVENTS, IT PERCENT OUTLIER TEST VALUE K(N) = 2.213 r LCW C-7TLIER S> IDENTIFIED BELOW TEST VALUE OF 64.2 RISE 2UTLZE- TEST f EASEL CN 14 EVENTS. l PERCENT OUTLIER TEST VALVE K N) = 2.213 1 HIGH .’UTLIE.-ZSI IDENTIFIED ABOVE TEST VALUE OF 169. WEI (TINS - BASED ?N 14 F.ENT, MEAN-SQUARE ERROR OF STATION SKEW - .364 DEFAULT CR TNPjT MEAN SQUARE ERROR OF GENERALIZED SKEW = .302 FINAL RESULTS FREQUENCY CURVE- IC’.COi ZHANKA RT.ER AT KETT0 - 1A«1 006 SC COMPUTED EX FECTE1 CURVE PROS -v-lLIT: FLOW IN CMS PF.RTENT CHANCE EXCEEDANCE CONFIDENCE LIMITS .05 FLOW IN VMS .95 185. 710. 193. 167. 161. 159. 168. 147. 153. • 1*» 14C. 125. 127. .2 .5 1 .C 2 .0 5 ,0 10 .0 20 .0 50 .0 BO .0 90 n 95 . 0 99 . 0 248. 157. 23C. 150. 216. 145. 201. 139. ISC. 163. 145. 13C. 123. 113. 105. 105. 116. 95. 57. 86. "8. 61. 76. 69. 96. 88. 75* 66. 81. 58. | 71. 46. SYS TEMATIC STATISTICS LOG TRANSFORM: FLOW, SMS NUMBER OF EVEN rs MEAN . 0172 ■ : .0948 CCMFUTED F-X ■ - .4419 -• SIGNAL SKEW .O00G .2003 HISTORIC EVENTS HIGH OUTLIERS c LOW OUTLIERS 0 ZERO OR MISSING 0 SYST •MATIC EVENTS 0 14 TW5ITE: aARO-AKOBG/CKANKA RI .TF FREQ-FLOW/MAX EVENTS '19BI-1m 'NAT*RA• • PEAKS --ZWRITE: 9ARL--K'30/CHANKA RDfeR/FREQ-FLOW/PAK ANALYTICAL I98l-;993 , “* ^J.EE’AL peak/ END OF RUN NORMAL 570? IN’ FF- TAMS-ULG BaroAkobo Rher Batin Integrated Development Majier P|ifl ’—-•___________________ 1C -AppendixWATER RESOURCES ANNEX IC FLOOD STUDIES APPENDIX 2 BAKO RIVER AT GA MBELA IA MS-1'LG Baru- Akobo River Bum Integrated Development Muter Plan 1C -Appendixpeak Discharge (m3/s) r 0000 Percent Chance ExceedanceWATER RESOURCES ANNEX 1C FLOOD STUDIES FLOOD FREQUFN-’r ANALYSIS PROGRAM DATE: FEB 1995 • * U.S. ARMY CORPS OF ENGXNEERS THE HYDROLOGIC ENGINEERING CENTER * VERSION: 3<1 60 9 SECOND STREET * RVN DATE AND TIME; • DAVIS, CALIFORNIA 95616 * S? MAY 96 09t33;5l * <916: 756-UC4 INPUT OUTPUT FILE NAME: PK-32.OAj FILE NAME: PfC-3 2. CUT :ss FILE NAME; PK-02.DSS -OSS--------- ZOFEN: File OpSMd, File PK-02-CSS Units 71; DSS Version; b-JB “TITLE FZIZF.r S' " TT BARO-AIB' BASIN - rLOOD FLOW FREQUENCY ANALYSTS IT PREPARE! BY - ?»EW YORK. 5W 1996 77 LOG-PEARSON TYPE III DISTRIBUTION - PEAK FLOWS IN M3/SEC TT BARO RIVER AT LAMBS L LA “JOB P.ECjRDIS)** :»FC ISKFX I PROUT 1FMT IWYR IWXT 1SMRY IPNCH IREG *C Coo32000 • - STAT I GN I TENT I F I CAT t JN • * in 102001 - EAR AT 1AMBELL^-DA-23461 SQ XX “DSS WRITF PATHNAME*” IX .•SABO-AKO=L =V- ^I-’ER FREL-FLCW 13t“’-L 393/NAT'.AAL A'.’NVAL PEAKS/ - * GENE PAL I ZED SKEW * ’967-93 is tn ggmse skew GS 2301 *0C0 «G0 ♦* SYS TEMATICEVENTS•’ 27 EVENTS TS BE ANALYZED **ENL IF INPUT DATA” EL ++*f>*^ + » + * + ++4+*+<»»«»* **—■*•>•-• ---------------------------------------------------- FINAL FES’’ITS -PLOTTING FZSITilNS- 102001 - BARD AT GAMBELLA-DA-23461 SQ EM EVENT ’ AN* LT ZED FLOW MTN DAY YEAR ORDERED EVENTS ’HATER FIXW XI SULL RANK YEAR THS PLOT PDS ■.1F 10 ■w 1 96 7 1 - 1 n * 19€3 1195- I 1990 I FI I e J-57 9 c L9<9 Ir9£. G 0 :ra 14 1 • >. :‘i 0 II 1174. 9 0 197? 95C . S 0 1 973 1424 , 31 0 197 4 14?C, 3 n 1915 iki. 8 J 197 6 ;o==. 9 3 : 977 1490. 17 0 1978 1243. ■9 0 19’9 932. 0 L9e: 1280. 9 0 19E1 1231, E Q 1 9EC 1010, 9 ■“ 19S-3 : V. 6. 2 1997 1607. 7.14 3 19” 1490. 10, ?1 •S 9" 4 1470. 14-29 R 1 99? 1456- 17.06 6 992 14 2S. 21.43 7 1 97 3 1424 . H 1970 1416. 9 1991 1330. 2 5.0 C 29-57 32-14 10 1969 1124, 3 5. *1 11 983 1316. 39-29 12 975 13C2, 42-66 13 9B2 1280- 46,43 14 99? LZ60. 50.00 15 97 9 1240. 53.57 BE 1 1231. 17 *B = 1229 . 7 57.14 60.71 t ‘f. : li ■1 R 1- r- _!•_ - IZEs - 19 me 1195- 64.29 l q 1971 1174, 67.86 9 '■ 1=6 6 llbl . ■a 0 1 93 ■ 1092. ’ t 0 13*£ 16C7. 9 □ ; 9B? 12b0. 1 0 19*1 1510. £ -j I'm I 330. 9 ■ ’ 9‘Ll”1 - j< ■-■ a 7 _ 't’Pj - 6. 20 1984 1169. 21 1986 1162 . 71.43 75.30 22 1969 1098- 73.57 23 907 1092. 82.14 k. ■W 97 £ 1.06 8, 2 - 9S2 me. 05.71 fla-29 2 b 972 950. 32.86 27 = 79 332. ,6 '43 1 TAMS-ULG Baro-Aknhn River Batin Integrated Development Muter Plan 1C -AppendixWATER RESOURCES ANNEX 1C FLOOD -OUTLIER TESTS • L a u * E ri- • £t'. BASE 7- Lfi [ I- 0 LOW OUTLIER IS: HIGH SUTHEP TEST PZPCDJT CUTLIP TEST VALL'L xihii - 2.519 tt".WTIFIET BELOW TEST VALUE CF 8”. 4 9ASEEI CN 27 EVENTS, 10 PERTFNT OUTLIE?. TEST VALUE K(N. - 2.519 □ HIGH OUTLIER’S.i IDENTIFIED ABOVE TEST VALUE OF ’011. BASEL ' EVENTS, >£AK-SQUARE ERROR OF STATION SKEW DEFAULT R X-< MEAN-SQUARE ERROR OF GENERALISED SKEW FINAL RESULTS .206 .302 -lAElLvNTf Cb<URVE’ BARC AT «WffiEUA-DAO461 SO KF; COMPUTED FaFELTED PERCENT CONFIDENCE LIMITS -T, ?VE FROk-ji: :ty FLLVi :n chs — CHANCE .05 .95 EXCEEDANCE FLOW IK IMS 1840. 1783* t a an » I* - k 1S3I. 1720. 1770* ±670i 1590. 1513. 1 '00. : too. 1520* 1420- L4 3O. ’. 2EC. 1260, 1113 LH4Q. : 151. 1030. ll 3HZ’ 958. 67E. 549. 7 ♦ kv .5 1.0 Z*Q 5. C 10.0 Z0..0 so.: ad - c >o,c 75,0 95.1 2090. 17CC. 1990. 1920. 1840* 1720* 1633. l‘10- 1320. 1170. HOC. I65C. 1600. 1560. 14 90. 143D. 135C- 1210. 1050. 965. 1050. 899. 950. 791. SYSTEMATIC SCAT’S' number nr events L LOG THAWS}?RMi FL-W, CM 5 MEAN STANDARD DEV I IMPUTE! JKEW REGI1NAJ. SKEW 7OQFTEZ SKEW --ZWRITE: 2ARC-=2 -Fl.. r-A ; 0 0 0 --ZWR1TE: /BAAO’AKCF' HARD RIVER FREC-FLOW/HAX ANAL Y TIDAL/19E7-1 igi ■ -*** ANN’j’Al PEAKS/ +•—< - *— f . +-^ ► EM OF RUN t - • NORMAL STOP IS FFA | k .* + T H +.— r 4 > + * 4 a t ->- +■ -k T « - TA MS- LI LG Buro-AKobo River B^in Integrated Development Mu|rr p|^ 1C Appcn ilhW ATER RESOURCES ANNEX IC FLOOD STUDIES APPENDIX 3 GUMERO RIVER NEAR GORE TAMS’ULG Biro-Akobo River Bzsin Integrated Development Mailer Plan IC 'AppendixPeaM Discharge (m3/s) IDO Percent Chance Exceedance PL OOO AA>’ *"JWATER RESOURCES ANNEX 1C FLOOD STUDIES FFA FLOOD FREQUENCY ANALYSIS . PR COW*. DATE: FEB 1995 VERSION: 3.1 ♦ RUN DATE AND TIME: ♦ U.S. ARMY CORPS OF ENGINEERS • THE HYDROLOGIC ENGINEERIN' CENTER . 609 SECUND STREET ♦ DAVIS, CALIFORNIA 95616 ♦ 33 MAY 96 10:00:35 • (916) 756-1104 INPUT FILE NAME: PK-13.CA7 OUTPUT FILE NAME: PK-03.OUT OSS FILE NAME PK-03.DSS -DSS—2CPEN ♦•TITLE RtCCRD(S)** TT BARO-AXOBO BASIN - TT PREPARED BY TPM - TT EARS Exii’lnq File Opened, Flit: PK- ' -5S Vr.it: 71: DSS Version: 6-JB FL2OD FLOW FREQUENCY ANALYSIS NEW YORK, MAY 1996 II DISTRIBUTION - PEAK FLOWS IN >3/SEC TT T-VKERC' FIVE? NEAR GORE ••JOB RECORD S)** ippc ism ipfcut irc IWYR TUNIT ISMRY ji o o o o 0 20 IPNCH 0 IREG 0 • • STAT ICN I DENT I Fl CAT I IN • • i: 1CIC37 - 3UHERC RIVER NEAR GORE-DA=136 ••DSS WRITE PATKNArS-- 50 KM ZW BARC-AKOBI'G MERO • GENERAL I TEE SKEW * ISTb ?(VER/FREQ-FLOW//I382-1 9 9 3/NATURAL ANNUAL PEAKE 65 1037 SKEW .03 ••SYSTEMATIC EVENTS** 12 EVENTS TO BE ANALYZED ♦•END IF INPUT DAT-** ED...................... ................................................. ----------------------------------------------- FINAL RESULTS -PLOTTING POSITIONS- 1013C - Cr’.TSRO RIVE? NEAR >jRE-DA-l 06 SC KM EVENTS ANALYZED FLOW MCN DAY YEAR CHS RANK ORDERED EVENTS WER FLOW WEIB’- LL YEAR IMS PLOT PO$ 9 0 1982 12. 3 0 1983 14. 7 c ■ 14. 7 0 19=5 9. 9 3 196 ; 9 0 199’ 10. 11. • 1930 17. 7.69 1983 14. 15.35 3 1984 14. 23.OB 4 1389 13. 36.77 5 1992 12. 38.46 10 0 lose 13- 9 3 1969 9. E c 1991 r. 9 0 1991 10. 9 3 1992 10. 6 1993 1 1967 8 1992 3 1991 12. 46.15 11. 53.85 10. 61.54 10. 69.23 1 6 5 1993 1 10 1996 10. 76.92 11 1999 9. 94.62 12 1985 9. 92.31 TAMS-VLG Barw-Akobo River Batin Integrated Development Matter Plan 1C -AppendixWATER RESOURCES ANNEX 1C FLOOD STL ( -iuttier t est: b se: 1? EVENTS, 10 PERCENT OUTLIER TEST VALUE KIN. 2.134 3 LCW OUTLIE? '? • ENT: TIED BELOW TEST VALUE OF 7,3 BATED ON 12 EVENTS, J3 PERCENT OUTLIER TEST VALUE K(N) - C HIGH xtl:er*s) IDENTIFIED ABOVE TEST VALUE OF -SKEW WEIGHT?NS - BASIC IN 12 EVENTS, MEAN-SQUARE ERROR 3F STATION SKEW - .42" DEFAULT It- INPUT MEAN-SQUARE ERROR OF GENERALIZED SKEW - .JC2 FINAL RESULTS -FRITU’ENCY CURVE- 101UC’ - GU>£RO RIVER NEAR GORE-DA-1C6 SQ KM LOG TRANSFORM: FLOW, CMS NUMBER OF EVENTS MEAN STANOARF LEV 1.350® .5992 COMPUTED SKEW .3467 REGIONAL SKEW -COT0 ADOPTED SKEW .102C . HiSTwrc events o HIGH OUTLIERS 0 LOK OUTLIERS 0 ZERO OR MISSING 0 SYSTEMATIC EVENTS 12 - ZWRITK: /BARO-AKOB‘/CUH£FC RIVER FREI-FLOW MAX EVENTS/12-19JJ/KATVRAL Asv- - —LWRITE: SAP -Ah 3O.-3UMERO RIVER/FREQ-FLOW/MAX ANALYTICAL 1992-193J NATURAL . ............... .......... .................................... cW,XA- PEAK/ - END OF RUN ♦ NORMAL STOP IN FFA -u. ^EAj<c TAMS-l'LC Biro-A kobo River Basin Integral rd Development Muter PUn — 1C -AppendixWATER RESOURCES ANNEX LC FLOOD STUDIES APPENDIX 4 ALWERO RIVER AT ABOBO TAMS-ULG Baro-Akobo Rher Baiin Integrated Development Muter P|an IC -AppendixPeak Discharge (m3/s) 1000 Percent Chance Exceedance FLOOD XjCVZJS*WATER RESOURCES annex ig flood studies ■r FLOOD FREC ENCY ANALYSIS PROGRAM DATE: FEB 1995 VERSlDk: -’-1 DATE AN- TIPS; D6 ’-LA: 96 16:37:56 • U.S. ARMY CORPS OF ENGINEERS • THE HYTROLOSIC ENGINEERING CENTER. • €09 SECOND STREET • DAVIS, CALIFORNIA 95616 • (9163 "56-1104 :MPUT FILE --NE i T » - - ■ A" OUTPUT FILE NA.’S: PK-C±.'JJT OSS FILE NATS: PK-05.DSS CSS------- ZCPENi Naw File ipo-ed. File: ini-: 7;* DSS Var S2.cn ••TITLE RECORD IS!*• T y 3^p. :-AKOS'" BASIN - FLOOD FLOW FREQ’JENCY ANALYSIS TT PREPARED BY IBM - N£>- YORK, MAY ’-996 PK-05-DSS 6-JB TT LCG-FEARSC-N TYPE III 2257RIBUT20N - PEAK FLOWS IN M3/SEI TT ALWEA3 RIVER AT ABOBO ••JOB RECORD..S: ** IPPC I5KFX 1 PR CU T 1FMT iwyr r.■NIT ISMRY IrNCd o 2 0 00 IR-E'3 ' ■■ V C- i> •STATION I DEN 72 FZCATTCN* * d :oms - A'l.WER'■ RIVER AT A3C®0 DA-2S0O SQ KM 1976-93 ”DSS WRITE r’THN’AME’’ 2‘n EdARu—Ah’CBC/.=.I-HEr Rl\'Er< ■ FFE.T— FLOW ’ + 97A-I 9SJ- ■ NATURAL .ANNUrvL LEAP j ■' -’3ENEA-.LIZEI SKEW** IS7N C-GHEE :-s 20C5 .go: •-SYSTEMATI. ‘•END CF LNP”7 DATA*’ &I . r rr,- T- + ----------------------------------------r , , -+4-_ SK t K -0? ANALYZED -T ,^..,-.,.^.-*4- +-.J.+ 4. 4.- >* 4. 4 .. 4-+.*-■-+• 1.4 *■*■*■■+■* 4 — -.+ i4 i. . , , «■ - +■ +4--■4—A- + » * ■■* « *-4 *+++--H+H+++-‘*‘** •* • --------------------- ------------------------------ FINAL RESULTS -PLOTTING Fif:TIUK£- ICZOOS - ALHER2 RIVER AT ABOBO - OA-OBDCJ SQ EVENTS ANALYZE! MTN DAY Teat FLOW CH£ IRIEAED EVENTS HATER. FlCM WEIBULL RANK YEAR TMS PLOT PCS D : ?“6 &5. E c * 9 " '7 r?-‘. ID C 1 6 J . B 0 1 •-■" 7 56* 9 - i <c Af - 9 ■ 19B1 5F- 3 0 2852 6C< 9 □ 199.9 4>. 7 0 23 90 139. d 0 2 392 81. 6 D 1 833 61. 1 1990 ■? 197 6 139. , 0.33 16.57 J 1992 "■ 1379 =■ ’ 9" 7 91, 2S*U0 f 15 33 + 33 62- 41 .67 6 1 = 32 61 - 50 .00 7 1932 6Q .. 59.33 9 1981 50. 66-67 9 2979 ♦n 233C 56. 5=. t x 19B 9 I5-0C 93-33 49. 91T 67 TAMS-ULG Baro-AJcobo River Bas in Integrated Development Muter PI ad 1C - AppendixWATER RESOURCES ANNEX 1C FLOOD 1 HIGH OUTLIER IS) IDENTIFIED ABOVE TEST VALl XCTXCN OF HISTORICAL INFORMATION AND COMPARISONS ! SIMILAR DATA SETS SHOULD BE EXPLORED IF NOT ANALYSIS. I ER TEST XI EVENTS 0 LCW c XT OUTLIER TEST VALUE KIN DENTIFISD BELOW TEST VALUE OF 2,088 36.3 -SKEW aT B-SEL ON ’QUAKE ERROR OF STATION SKEW ;rrcr of generalized skew 9 3^2 FINAL RESULTS FREQUENCY Cl-’RVE <ERO RIV: OBO - IA-28CI' SQ COMPUTED EXPECTED PERCENT CONFIDENCE LIMITS CURVE PROBABILITY CHANCE .05 .95 I FLOW in a® 179, 158. 143. 129. 111. 98. 35. 6n. c EXCEEDANCE • T * . 43. 775 e 214. 1’9. 151. 122. 103. 37. 66. 51. 4i. 41. | 2 .5 1.0 2.0 5.0 10.V 20.: 50. C 80.0 90.0 95.0 99.0 FLOW IN CMS 325. 269. 232. 198. 158. 131. 106. 76. SC. 55. 133. J 121. 1 113. j 1C4. | 92. J 93. J 73. |l 56. I 41. I 35. 51. 31. ' 45. 25 MEAN STANDARD DEV COMPUTED SKEW REGIONAL SKEW ADOPTED SKEW 1.8247 .1269 1.7602 .0000 4000 NUMBER Of EVENTS HISTORIC EVENTS HIGH OUTLIERS LOW OUTLIERS ZERO OR MISSING SYSTEMATIC EVENT -"WRITE: ’ EARc -AKC b “J /A-XZFl RI.F r/REC-FUM/MRX MLNTS/19-6.H53/NAr: AL ANNUAL PEAKS/ E ? -ZK51TF-: /BARO-AKOBC ALWERl RIVE■i s/nEO-n^/NW. analytical/! »7<-:w/natjwuawwal peak/ END CF RUN NORMAL STOP N FFA 4 • TAMS-L’LG Baro-Akobo River Batin In leg rated IXoeiopment Master pj^ IC -Appcndhwater resources annex 1C H OOD STL DIES APPENDIX 5 UKA RIVER AT UKA TaMS-ULG Bari^Akobo Rher Buin Integrated Bet riopment Mailer Plan 1C -ApprndiiPeak Discharge (m3/s) Percent Chance Exceedance rrWATER RESOURCES ANNEX tC FLOOD STUDIES F."A FLOCl FREQUENCY ANALYSIS PROGRAM DATES FEB 193* VERSION; 3.1 RUK DATE WD TIME’ 03 MAY 96 10:13s36 ♦ » • 4 • * « U.S. ARMY CORPS OF ENGINEERS THE HYDROLOGIC ENGINEERING CENT 609 SECOND STREET CAVXS, CALIFORNIA 95616 (916) 756-1104 » * ‘ER • ■ « * « INPUT FILE NAME: OUTPUT FILE NAME* ESS FILE NAJEr ---■LSF- ZOPES; PK-C-6-EAT PK-OG^T pk-06.css Exist.-7 Opened,. Ur.Ltr "1; DSS Version: 6-JB File: PK-06-D5S •‘TITLE RECORD = )” TT 0ARC-AKT9O BASIS - FLOOD FLOW FREQUENCY ANALYSIS TT PREPARED BY -’PM - NEW YORK, MAY 1996 TT LOG-PEARSON TYPE Ill DISTRIBUTION - PEAK FLOWS IN M3/SEC TT UKA RIVER AT UKA -‘•JOB RECORD >. ” IP?C ISKE-, IPROUT tFMT IHYS JI. C -3 G 0 C ••ST ATI GW :testification-• ID CO3CD6 ~ UKA. RIVirt AT "KA ~ D^-54 -Q KH ‘•OSS Kr.ITZ PATHNAME” IUNIT ISMRY IH.‘TH I REG 233n M 9BC'“93 IW /RARO-AKCBO/ -A - LVI" /F?.£Q-FLOW/ '. 9ft3-1383/NATURAL ANNUAL PEAKS/ *• -rENERALlSED SKEW** IS TN 3GM5E SKEW G5 lOCia .301 -?C ••SYSTEMATIC EVENTS” 1j EVENTS TC BE ANALYZED ••ENF CF INPUT EATA’* £2 +■+ - + %■- +-*.4---^ « a ■ * -.*4 *+ * - - * K | * ■ . t W + * ■ + 6 1 i T->- -.-^--,.4 *-!■—- -+ » • ar «■+» .■+*■— X-S.-L-++4 *•♦-*■ + * « I • » + ►♦> ------------------------------------------------- FINAL RESULTS -PUTTIN'- POSITIONS- I' 1QQ- - UKA RIVER AT UK?. - 2A=&4 SQ KM EVENTS ANALYZED FL. W MON DAY YEAR 2-!S ORDERED EVENTS WATER HOW ■ *31. H RANK TEAR CM3 PLOT ?OS WF’TSJn' r io o ;9h- it o : ?: 1 €.=. 10 o is-: 6. ? 0 1961- u + 1934 6.. 1 1993 a t 7.14 2 19B9 i 1981 34.29 6 21.43 + □ Ci lrJt£ 4 1990 F, _ 28.9" 5 19E3 t , 35.71 6. t 1994 6. 41.Bb 13 0 1BS t 3 , | 9 19 = 7 6. i: d : 9,- 7 7. U 5 3 1W9 r 1990 £. y 7 §1 1962 6. 50.00 £. *|7 . 1 4 s 1969 6, *4.29 10 C96: 0. 71.43 ’■- I—— C 1992 9. □ 1993 6- 11 19 = 3 12 1997 13- 1989 h. 79-57 5. 85.71 2. ., 92. B6 — - TAMS-ULG Bar^Akubo River Bum Lnleprated Development Mailer Plan 1C -AppendixWATER RESOURCES ANNEX 1C FLOOD s n-b -7J7LIER TESTS - HIGH 'OUTLIE? TEST BASiD C« 13 EVENTS, 10 PERCENT OUTLIER TEST VALUE K(N) - 2.175 I HIGH Ct'TLIEStS) IDENTIFIED ABOVE TEST VALUE OF 9. NOTE - COLLECTION GF HISTORICAL INFORMATION AND COMPARISONS KITH SIMILAR DATA SETS SHOULD BE EXPLORE! IF NOT INCORPORATED IN THIS ANALYSIS. RASED Cfl I? EVENTS, 10 PERCENT OUTLIE?. TEST VALUE K’N) • 2.T5 0 LOW OUTLIER(Sj IDENTIFIED BELOW TEST VALVE OF 4.4 -SKEW WEIGHTING - BASED CK 13 EVENTS, MEAN-SWARE ERROR CF STATION SKEW - .514 IE FA?’Ll 0? INPUT MEAN-SQUARE ERROR OF GENERALIZED SKEW’ • .302 FINAL RESULTS -FREQUENCY CURVE- 1QIQQ€ - UKA RIVER AT L’KA - DA-54 SI KM -ZWRITE: ?AAO-.A-CBC VKA. RIVER ' FREQ- FLOW MAX EVENTS 1990 <592'NATURAL AJ.Vjir - 5 tt, — ZKRITE: ?.ARu-AKCi' 7K-. RI VER/FREQ-FLOW'MAX ANALYTICAL/1963-199}'NATVPAL - END vf RIP- • NORMAL STO? IN FPA • • • u . •AZS, ** PEAKS’' TAMS-Vl.G Baro-Akobo Rrver Basin Integrated Development Master PlAn 1C -AppendixANNEX 1C FLOOD STUDIES WATER RESOURCES APPENDIX 6 METTI RIVER NEAR DEMB1DOLO TAMS-ULG Baro-Akobo River Busin Integrated Development Master Plan IC -AppendixPeak Discharge (m3/s) f=L. OOD *J<=^ V -* A/>1 4. >--»«• Jwater RESOURCES annex 1C FLOOD STL'DTES FLOOD FREQUENCY ANALYSIS PROGRAM CATE; FEB 1995 VERSION: J.l RUN TATE AND “THE; 0? MAY 96 ‘ ;34:40 U.S. ARMY CORPS OF ENGINEERS THE HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916) ?5b-1104 XNFJ1 FILE WE? PK-OE l- j’ITFUT FILE NAME: PK-O0.0UT FILE NAME; FK-08.DSS ExisTlr.g jrile Oj>ened> Fit*': PK-Q9.DSS Unit; 71: ESS Version: 6-JB ••TITLE RECORD(S)** TT fiMO-AKCBC BASIN 7T PREPARE! 3Y JFK TT LOG-PEARS IN TYPE F'.-OD FLOW FREQUENCY ANALYSIS NEW YORK, MAY 1996 HI DISTRIBUTION - PEAK FLOWS IN M3/SEC TT METH RZ'.ER NEAR DLMBT DOLLO ••JCB RECORD(S)** I PF* ISKFX IPRCfJT j: o • • S TAT: c*l 1Z ENT IFI CAT I ON * * fl 0 2 TWTR TUN IT ISMRflY 0 TENTH IRES C IE 1X00? - ME7TI RIVER NR X DCLLC-TA-144 SQKM •*DSS WRITE PATHNAME” ZW HAKC-A-liiXMEITl RIVE? FrEZ-FLLW 1390-19 93/NATURAL ANNUAL PEAKS. • • GENERAL 1Z F L SKEW ♦ - IS TN GGMSE SKEW GS 1009 .COO .DC ” SYS TEHAT IC EVENTS‘* tl EVENTS 71 SE ANALYZED 1391-93 •*EN! IF INPUT DATA** EE 4--f >■.+ + * * * • I - 4 • . - ■ + .+♦•- - — A. x4»t»-TT- + + 4 + + -|. 4. | » + 4-4- 4--K+-.. - » T + f-~ +♦ 4 •» - * - ■ * * * + ► **T+ + ++ + -«•+ >«*•* » t fr *■ *** + 4. + ►♦►*■<•*+* ----------------------------------------------- FINAL RESULTS ------------------------------------------------------------------- -PUTTING PCS IT ION- 1CIOOB -METT! RIVER NR D. DOLLO-DA-l 4 4 SQKM F TNT" ANALYZED FLCW MCN DAY YEA? CMS - RANK EVENTS WATER FLOW ■-*>z WE IDULL PL .T POS 9 L ' 391 :i. 0 0 1901 i1, 9 0 19B3 1 2-r 9 ■i 1984 -l L S J 1795 12. 9 n 1996 1 „ 10 1987 14. 6 3 :*=9 10. a T 1990 19. 1 3 1 691 9. 9 1991 13, 1 135C 19, 9.33 2 199E 19. 16.67 3 19B4 15. 25.00 4 19B6 14. 33.33 5 19B5 13. 41.67 6 1992 13 . 5D.0D 7 1983 12. 58.33 8 1982 11. 66.67 0 1901 Il, 75.OC ■t + 13 1991 3, &3.33 I'JHb "T 91,67 TAMS-ULG Baro-Akobo River Basin Integra led Develop men 1 Matter Plan IC -AppendixWATER RESOURCES ANNEX 1C FLOOD -OUTLIER TESTS LOW OUTLIER TEST BASED ON 11 EVENTS, 10 PERCENT OUTLIER TEST VALUE K(N* IDENTIFIED BELCH TEST VALUE OF 2.398 6.6 HIGH CUTL1ER TEST EASEL ON 11 EVENTS, 10 PERCENT TER TEST VALUE KIN TESTIFIED ABOVE TEST VALUE CF 2.06E 2 BASED ON 11 EVENTS, MEAN-SQUARE ERROR OF STATION SKEW - .44c DEFAULT OR INPUT MEAN-SQUARE ERROR OF GENERALIZED SKEW - .332 FINAL RESULTS -FREQUENCY CUR\E- 131309 - ME 771 RIVER NR D.DQLLO-DA-144 SQKM 1 CCHF-JTEZ EXPECTED CURVE PROBABILITY FLOW IN CMS PERCENT CHANCE EXCEEDANCE CONFIDENCE LIMITS .95 FLOW IN CMS 27. 34 . 25. •r 23. m 22. 24. 19. 19. 21. 10. 16. 16. 12. 10. 9. 8. 6. 9. 0. 7. ta •A .5 1•v 2.U 5.0 10.3 20.C 50.0 ec.3 90. C 95.0 99.3 43. 39. 35. 31. 27. 23. 19. 14. •* •X• 10. 9. 8. 21 - 20. 19. IB. 16. 15. 14. 11. 9. 6. 6. •*. SYSTEMATIC STATISTICS LOG TRANSFORM: FLOW, IMS NUMBER OF EVENTS 1 MEAN 1 .0560 HISTORIC EVENTS 0 STANDARD DE*. .1224 HIGH OUTLIERS 0 0 COMPUTED SKEW REGIONAL SKEW ADOPTED -SKEW .2262 LOW OUTLIERS 0 ZERO OR MISSING 3 .1000 SYST EMRTIC EVENTS 11 --CWRITE: /EA-I-.-hWL'METTI R’VER/mC-r^V.W- EVENTS • I960-I593/K*TIJRA* am,-,. --ZWRITF: /BARO-.-JCHO'METTI RIVER. FREQ-FLCW/XAX ANALYTICAL /I 9BC-199y NATUSAr • END OF RUN • NORMAL STOP LN FFA - Sf Zj-.'g *W*-JAL PEAKS/ TAMS-ULG Bart>-Akobo Rhcr Batin Integrated Development Master Pi^ ~ 1C -Appendii _ LJLT-I^ILII III JWATER RESOURCES ANNEX 1C FLOOD STUDIES APPENDIX 7 SOR RIVER AT METL’ TAMS-ULG BanoAkobo Kjver Basin Integrated Development Mutter Plan 1C AppendixPeak Discharge (m3/$)water resources ANNEX IC FLOOD STUDIES * FA FIX" FREQUENCY ANALYSIS PROGRAM DATE; FEB 19*5 • r + VERSION: 3<1 ■ * RVN Zf.TE AND 7CT£ = ■ 7 8 AUG 96 15:93;IE * U.S. ARXY CUSPS OF ENGINEERS THE HYDROLOGIC ENGINEERING CENTER * 60$ SECOND STREET CAVIS, CALIFORNIA 95C6 {9161 756-1104 ■< * ;j;FUT FILE NAME; K C KDAT 7 --J7 Fill 7‘AHE: F5'- - DSS FILE NAME; rK-09,7*5 S — --ISS- —ZuPEH: Zx>?r-ed r DSS PK-D9.DSS fc-JB -’-’TLE RECCRDtS.l*' 77 .W-V-:=0 BASIN - FlCC* FLOW FREQUENCY ANALYSIS PREPARED BY CPH - NEW YORK. ADJUST 7 996 7- LOG-PEAR SON TYPE Ill DISTRIBUTION - PEAK FLOWS IN M3/SEC T7 SQF RIVER AT ^T-TTV * ’ .To REC ' =• -- {. S J * ~ rppc iskf? JI c c IUNIT ISMAY 1PNCH 20 TIEN IjENTTFI 1ON-* 1017-9 - SCP : E P AT M£TTU-n.A=:i4 5ZKM 1967-?? •■GENERALIZED SKEW** ISTN GmMSE SKEW GS 1009 . me .JO -’£ Y STEMATIC EVENTf"' 74 EVENTS T'. BE ANALYZED ‘-iND OF INPUT DnTA-- E. ’ — t — 4 * ■*■ ■■’t ■+•+• + -•* - ■•■. * * t- ■»■ + — 4 + 4 +■ * 1- + +■ 4 >*+**•*■ • • 4 » H * ****** «- » ?• *■ ------------------------ ------------- -------- FINAL RESULTS ------------------------------ -------------------------------------- -PLOTTING POSITION:-- 101009 - £OR RIVER AT METTU-DA-144 5£<M 135" EVENTS ANAt YZED FLOW . MON DA: YEAR CMS ORDERED EVENTS WATER FL1W WEIBULL RANK YEAR CM3 PLOT PCS H - 1 19V 7 •115* 1 1974 453, 4.00 1 9 196$ 9r 5 1971 1 19"’2 30!.. 235 . I'JJ. ? 1 907 415. 3,00 3 1977 3?7 12,0 * + 9 1 1974 453. 9 19 -5 103, S * )97£ 222- 'j n 197- 37 3 + n 9 - 197F 224 9 197 1 173, fl - 19ti 335- 9 3 19 = 1 26?, a nLr 196“ 169* 10 - 19?3 239- ■± L9b4 143. 9 •J 19B5 1 97 . * •> =. 1 96E 335 . 3 k (K 1985 335 . 24.. DC ■* 1981 202. 20.00 = . 55? 773. 32.00 9 19 = 4 239. 36*00 10 1952 239. 4G.00 « * 1=”. 235, 44.00 * I9£j 335. lG.O? 9 193 r. 10 •- IK ’ ■ J 1978 224. 52- on 14 197.6 222, 56.30 15 1 9E£ 201. 6C . 30 ’.■=• 199* 194. 64.30 1338 225. 48.00 2G1 . 305* 17 1972 IS 1935 Ik. 6 E T 0 | 1$K 72.30 d c 2.25. ■j 1 1995 '. -. g J : 9=i 19 1975 199. 7 6 0 G 23 1990 191, 80.3C 151. 21 1969 9 q 1931 1 94 175. 04.DC q 6 i ==i 1 ■4 * 23 9. 2“3- 22 1979 1 7 3. 90. DO 23 1992 169. 92.00 24 1984 143. 96.00 TAlMS-ULG Karik-Akobu Rher Basin Inlrgratcd De% elopment Master Plan 1C -Appendixwater resources ANNEX 1C FLOOD -OUTLIER TESTS - HIGH OUTLIER TEST 2ASED ON 24 tVINTS. 10 PERCENT OUTLIER TEST VALUE KIN 0 HIGH OUTLIER(S) IDENTIFIED ABOVE TEST VALUE OF - 2.467 496 . LOW OUTLIER TEST BASEL ON 24 EVENTS, 1C PERCENT OUTLIER TEST VALUE KIN: • 2.467 0 LOW OUTLIER (S) IDENTIFIED BELOW TEST VALUE CF 112.3 -SKEW WEIGHTING - EASED U*: 24 E.E?TS. MEAN-SQUARE ERROR OF STATION SKEW - DEFAULT OR INPUT MEAN-SQUARE ERROR OF GENERALIZED SKEW - .264 .302 FINAL RESULTS -FREQUENCY CURVE- 1010 09 - SOR RJ .TR AT MET1U-1A-144 SQKM 1967 COMPUTED EXrE CTED CURVE PROBAE IL1T FLOW IN CMS rERC ENT CHANCE exceedance CQNFIDENC■E LIMITS .05 .95 FLOW lb CM2 627. *31. 556. 624. 508. 53. 459. 489. 39’. 412. 350, 356. 303. 336. 232. 133. 163. 191. 162. 160. :c=. 144. 125. 119. .2 .5 1 .0 5 *» .0 C, .0 10 .3 20 .0 5C.0 eo .0 R 90♦ u 95 .0 99 .0 876. 752. 666. 5B6. 466. 415. 508. 461. 426. 392. 346. 310. 347. 272. 258. 203. 193. 168. 146. 209. 159, 137. 122. 99. SYSTEMATIC STATISTICS LX- TRANSFORM: ••LOW, CMS NO®EH IF EVENTS MF.AN OIDARD DE'. !.3"3O . L3C2 catc x: SKEW 6139 REGIONAL SKEW : io ADOPTED SKEW .3000 HIST CRIC EVENTS HIGH OUTLIERS 3 LOW OUTLIERS 0 ZERO OR MISS IN 5 0 c 5YSTEMAT IC EVENTS 24 • END OF RUN • normal STOP in ffa TAMS-VLG BaroAkobo River Baiin Integrated Development Master P|ail IC -AppendixWATER RESOURCES ANNEX 1C FLOOD STUDIES APPENDLX 8 GILO RIVER NEAR PUGNILO TAMS-ULG B^Akobo River Baiin 1C -Appendix DrvdopmeBt --------- —Peak Discharge (m3/s) 1000 Percent Chance ExceedanceWATER RESOURCES ANNEX 1C FLOOD STUDIES FLOOD FREQUENCY ANALYSIS PROGRAM CATE: FEB 1995 VERSION: I.l RUN LATE AND TIME: * U.S. ARMY CORPS OF ENGINES. - THE HYDROLOGIC ENGINEERING CENTER O’ ,W 96 10:46:17 * * 609 SECOND STREET DAVIS, CALIFORNIA 95616 (916J 75g-:i04 INPUT FILE NW-X: PK-13.DAT OUTPUT FILE NAMEt PK<j->’r □SS FILE NAJEt PKO.DSS New Uni -: File Opeirnd, 71; DSS Ve rs.-n File: PK-13.DSS 6-JB •‘TITLE REIL'RD-Si IT 0ARO-AKOBO BASIN - FLOOD FLOW FREQUENT';’ ANALYSIS TT PREPARED B‘j C=X - NEW YORK, YAY 1996 TT LOG-PEAR SON TYPE III DISTRIBUTION - PEAK FLOWS IN M3/SEC TT GIL" RIVER NEAR PUGNILO *’ JOB RECORD^! -■ I EPC ISKFX tFRC-lT IFMT T/.TP, Tl’NIT ISMRY IrNCH IREG JI 7 0 •’STATION IDENTIFICATION** ID 102007 - GILO RIVER NR * 4ESS WRITE PATHNAME °T CCD20D3 PUGNILQ-DA-1 DI 3 7 SQKM ZW /BAR -AKOB-1 THANKA RIVER/FREQ-FLCW//199C-1993/NA.TURAL ANNUAL ♦ - SENERAl I LET SKEW*’ ISTN GGMSE SKEW GS 2CF- ,3C0 .oc • -s Y STEMP.T 1 c F/-~NT S * • 12 EVENT T'-i BE AN **ENT OF INPUT DATA** Z.D * ■ ■ * *•■+■*■*« • • r r ■» •*■ < * I * ► + — + *+ • f T t . »+■>■.+ --k - - « # • * | k »+- — ——-L + I - + » + «.-.* PEA? • + ’•»• + ■»+■»»■** t ♦ « ---------------------------------------* ♦ » » >*+.4 + f+ tt+« + >***■•» »-■+-». , FINAL RESULTS “FLTTINe POSITIONS- 1020 CP - 7110 RIVER NR PT IN I LC-ZA-1 01 3^ SQKM a n MON ELENTS ANALYZED LAY Tl_AR FLOW THS CRDERFC EVENTS ’WATER FLOW WEIBULL RANK YEAR □MS' PLOT PCS 1 “t 0 197? 2*r§ . — J 0 -|-T* 19*3 *- ■ 9 0 1979 242k 6 0 19SC 255. 9 G 1981 244 , ■5 1992 4 4G. lq 199? 263. 9 a 1”84 242- 9 3 198 5 2 3 ‘.. E 3 1 ?Sn 244. 0 c 1997 225 - 9 0 1 Y?-! 3 2 - • 1 9=2 446. 7.63 ■n 4 1992 370. 15.36 3 1977 27 S. 23.08 4 1979 27-. 30.77 5 1904 2GC. 39.46 6 19BC 255. <6.15 7 1961 244 . □ 3.85 8 1906 24.1 . 61.54 9 1904 242. 69.33 ID 1979 242. 76.92 '-I 1905 231. 04.62 ;z ise? 223. 92.31 1 TAMS-ULG Baro-Akoho River Basin Integrated Development Master Plan IC -AppendixWATER RESOURCES ANNEX 1C FLOOD sn -OUTLIER TESTS - HIGH OUTLIER TEST TE - COLLECTION OF HISTORICAL INFORMATION AND COMPARISONS WITH SIMILAR DATA SETS SHOULD BE EXPLORED IF NOT INCORPORATED IN THIS ANALYSIS. LOW OUTLIER TEST 12 EVENTS, 10 PERCENT OUTLIER TEST VALUE K(N) «= 2.134 : l:k outlier(sj identified felok test value or 174.3 -SKEW WEIGHTIN' BASED ON 12 EVENTS. MEAN-SQUARE ERROR OF STATION SKEW - .932 DEFAULT OR INPUT MEAN-SQUARE ERROR F GENERALIZED SKEW - .302 FINAL RESULTS -FREQUENCY CURVE- GILO RIVER N * PUGNILO-DA-1C12 ~ SQKM COMPUTED EXPECTED CURVE PROBABILITY FLOW IN 3C PERCENT CHAM.- EXCEEDANCE CONFIDENCE LIMITS .05 FLOW IK CMS .9= 539. 706. <95. 599. 462. 532. <30. 475. 367. 410. 798. 701. 633. 567. 496. 442. 414. 392. 371. 341. 354, 366. 319. 325. 266. 266. 427. 316 227. 224. 210. 2C5. 198. 191. 178. .2 .5 l.C 2.0 5.0 10.c 20. C 50.0 80.0 90.0 95.0 99.0 373. 295. 251. 289. 240. 195. 234. 175. D 222. 161. J 204. 138. 1 SY£TEMATIC STATIS TICS LOS 7.-.-NSFORH; FI.CK, UMS NUMBER IF EVENTS yLA’«' STANDARD DEV COMPUTED SKEW NAL SKEW ADOPTED SKEW 4311 HIST 2RIC EVENTS Q .0692 HIGH OUTLIERS ft -77c? LOW’ OUTLIERS „ .1000 ZERO OR HISSING ft •<cco srsTDWJC EVEX-S 12 -2WRITE: /BA30-AKCBD/CHANKA RIVER/FREQ-FLOW/MAX - -2WRITE t B AROAI* - BO/ 2 HANK? PI VEr ■ FRL FLOW /MAX ♦H4...................... *............. 4 F.ENTS/198 0-1993/NATURAL ANNUAL PERKS/ ANAL’: TICAL/I990-1393/NATURAL ANNUAL tLAK 4 END OF ♦ NORMAL STOP IN ffa * TAMS-L’LG Baro-Akobo River Basin Integrated Development Master Plan !C -AppendixWATER RESOURCES ANNEX 1C FLOOD STUDIES APPENDIX 9 BIRBJR RIVTR NEAR YUBDO TAMS-ULG Baru-Akobo River Bavin Intefritrd Development Master PUn 1C -AppendixPeak Discharge (m3/s)WATER resources ANNEX 1C FLOOD STUDIES FFA FLCCD FREQUESl: ANALYSIS Ffr.G-PAM DATE: FEE '.9 95 VERSIONS 3-1 ANT TIME; 96 15:00; 52 V-S, ARMY CORPS OF ENGINEERS THE HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS, CALIFORNIA 95*16 1916) 756-1104 INPUT FILE NAME : TT?'-T FILE NAME: DSS FILE NAME: --TOFENf Existing File Opened* File: PK-L7,DSS Ur, -1: 71; OSS Ve r si on; 6 - JB — TITLE REO-Al £iiA 7T WO-ZvCt: 3A5IN - FLOOD FLOW FREQUENCY ANA LYSIS -t prepare: e: i?m - sew yohk, may i-h* -r LZK-PEAF.SZN TYPE HI DISTRIBUTION - PEAK FLQW?= IN M3/SE" TT BIRBIR RIVER AT YU0DO —_’uh reclrdis:-** JI 0 IPPC ISKFX IrFCL'I C IWYR IUNZT ISMRY 02□ 1PNCH 0 I REG C STATION 11£N”I FlUATIDN*’ :n 12101” - 9IR91R RIVER At YUBDO-DA= •*DSS WRITE PATHNAME** 3W ■■' BARO-AG ZE 1 EIPBIP RI VER/ FREQ-FLOW' 1 V "> -1 9 52 'NATURAL ♦*GENERAL1IED SKEW’ ISTN GGMSE SKEW ANNUAL PEAKS/ fl£ 101- -.'IOC • * SYSTEMAT I -’ £ V ENT S • " .uC 16 EVENTS TO BE AN-.L;'IE7 ’’END DF IN FIT DATA*’ EL ■•■ +* 4-*-*4- +■*+ ■+ + « ■*■ ♦ r , I « + - + - -- -*■ - « « * ■ » v w* *4 ♦■ •* + * * * ♦■ F ■ *•*+*♦♦♦♦«*♦ » • • * >■ . . |,« t » *. * I ., 4 4. i. 4. _. - j. a JL + |. 4 4 ( f 4. - + - d-.». * « in ■»•■,-■—.4-+- 4.4. + IK ... f -4'+‘i------------------------ i + 4 f. •■ • ar ------------------------------------------------ FINAL RESULTS ------------------------------------------------------------------- ■ PlDTT ING PCS’ TZ UN’S- LOiri? - BIRBIR river AT YUHOD-DA’ S( EVENTS ANALYI LL flow NON DAY YEAR CXE orders: EVENTS WATER FLOW WEIBULL RANK YEAR TMF FLCT PC 9 Q 1 9"" 11- . 9 AU 197£ 133- 9 c 1CJ1S 12b. 1 hsj 212. 5. BP 2 t«=i 190. 11.76 7 19*1 160. 17.65 9r 90 19BC 14 6. 1901 190 . I 1=3* £ 1990 *.5 9. 33.5j 154 . 29.41 E 0 1992 09 i t 0 1983 122, 7 A 1954 !□«. , ,J 12C. r 1596 141 - 1 9: * 1?* . 6 1^3 L 146, 35.28 7 ; 7- 6 141 - 41.19 9 ire 133. 47.06 g i ■J‘T8 126- 52,94 1C 1977 125. 50,91 LI 1993 122. 64-t: 1 Q = E 15 fr. 12 1905 12C. 70.5’ '- 1995r r ? ft L39' B 3 991 n %■ 1993 Hi. z_ . ■ — 4 . it:- 21*2 ♦ 13 1787 120 - 76.47 14 lSB'J :; 4. 02.33 1 5 1734 LOi, 0 d . H in 1992 35, 74 .LL TAMS-ULG Ban>-Aknbo River B«U1 Integrated Development Matter Plan l€ -Append hWATER RESOURCES ANNEX 1C FLOOD -OUTLIER TESTS - L-CW C'-TLIER TEST EASEL CM 16 EVEN TS, 13 PERCENT OUTLIER TEST VALUE K(N - 2.279 ft LOW OUTLIER IS) IDENTIFIED 3ELCW "EST VALUE OF 82.3 HIGH OUT LIER TEST base: ck :: percent outlier test value k<n - 2.2 9 -SKEW WEIGHTING - 3ASEE IN >. E.xI-TS, MEAN-SQUARi. ERROR OF STATION SKEW - DEFAULT OR INFvT MEAN-SQUARE ERROR F GENERALIZED SKEW- .332 RES'.' .330 FRE2VENC: CURVE- 10101" irbir river a: yurd>ca- SO KM CCMP’JTED EXPECTED CUR'." PROBABILITY FLOW IN CMS PERCENT CHAN ” EXCEEDANCE CONFIDENCE LIMITS -05 .95 FLOW IN CMS 26C. 242. 303. 271. 352. 220. 229. 249. 214. 226. 195. 202» 179. 184. 162. 164. 135. •■t 113. 111 • 103. IOC. 95. ^2. 83. 2.3 5.3 10.0 20.0 50.C 80.0 90.0 95.0 99.0 318. 293. 268. 236. 211. 185. 146. 124. 114. 107. 95. 207. 196. 188. 174. 162. 148. 123. 99. aa. < 79. 65. LOG TRANSFORM: FLOW, GMS M39ER IF EVENTS MEAN 2.1315 STANDARD DEV .0948 COMPUTE REGIONAL KEW ADOPTED S^EW .3018 .COOC .1000 HISTORIC EVENTS HIGH OUTLIERS 3 LCW OUTLIERS 0 ZERO OR MISSING 0 c SYSTEMATIC EVENTS 36 —IWRITEt /BA?>AKOBC FlRBlR RI’.ER/FREQ-FLOW/MAX EVENTS/19’?-! 993/NAWRAL A»M1a- =i-l- -ZWRJTE: BAR *—AK0B9 BIRBIR RIVER/FREQ-FLCW/MAX ANALYTICAL/19’7<993 NAT’.PAL ANN”A‘ ?£,-< ♦ ENT OF RUN ♦ NORMAL STOP IN ffA t —“Vi i / TA.MS-U1.G Baro-Akotxi River Basin In feinted Development Master Plan 1C -AppendixPeak Discharge (m3te) FLOOD FREQUENCY ANALYSIS Baro River Basin Figure 1C-10-*- k-FLOOD MAP OF THE GAMBELA PLAINWATER resources ANNEX ID GROUNDWATER ANNEX ID GROUNDWATER TAMS-ULG Baru’Akobo RhcrBuNui Integrated Development Master PlanWATER RESOURCES annex id groundwater CONTENTS 1. 1I I2 1 3 I4 INTRODUCTION Protect Location and Area.... Scope and Objectives General Geographical Description.................................... .................... General Hydrological Features .I 1.4 1 Climate and Precipitation................. 1,4.2Surface Water Conditions I 5 15.1 152 153 General Geological Features fygonal Geomorphalogical Characteristics .... Geological Carmation Descriptions. ... ....... • • \ ----------- - >...................... 16 Project Area Stratigraphic and Structural Conditions... Project .Area Hxdrogeologicd Conditions 1 6.1 1.6.2 1 6.3 164 Olx-m rrenee and Movement of Groundwater Water Hearing Characteristics of Aquifers Aquife r Recharge and Discharge.......................... Water Duality ................... ................. *.........-...... ......... •• 1.7 1.8 Use and Production of Existing Springs and Wells Future Grou nd water Development Potential 1.8.1 1.8.2 Locations for Groundwater Development Potential A Proposed Groundwater lest-Producfion Programme for rhe Itang Vicinity 19 2. 3. 3 1 32 Project Area Groundwater Pqlicv...................................... ................ ......................... ............. ............. 15 GROUNDWATER RESOURCE BASE>4 PROPOSED GROUNDWATER DEVELOPMENT POLICY-..................................................... 15 Corninuruty Water Supplies (CWS) Irrigation Water Supplies (IWS) ............................................................... — L5 15 4. GROUNDW ATER DEVELOPMENT OPTIONS—16 5. GROUNDWATER DEVELOPMENT PLANNING SCENARIOS16 5 1 Community Waler Supply Planning Requirements ........................................ .......................................... 16 52 5.3 54 5.5 Comm unit1. Water Supply Planning Scenarios ........................................................................... 16 Constraints io Development of Community Groundwater Supplies Irrigation Water Supply Planning Requirements Irrigation Groundwater Supply 16 Planning 16 Scenanos16 6. CONSTRUCTION PROGRAMME FOR THE GA MBELA PLAIN16 7. GENERAL METHODS AND PROCEDURES FOR IRRIGATION WATER SUPPLY -16 8. RECOMMENDED PROJECT: TEST-PRODUCTION WATER WELL DESIGNS KI 82 83 Alluvial Aqu i fer Wells .............................................................. Basement Complex Wells „............... Project-type Water Well Drilling Capability in Ethiopia 9. WATER WELL COSTS-......................................................................................................... 9 I 9.2 9.3 10, 10.1 10.2 Cost Estimate for a 150mm Diameter Well (1 - 10 l/s) in the Gambcla Plain -16 16 16 16 ..16 .. 16 Cost Estimate for a 250mm Diameter Agriculture Well (5 • 50 l/s) tn the Crambeh Plain 16 Cost Estimate for a 150mm Diameter Basement Complex, (1 - 10 L/s Water Well) ESTIMATED COSTS FOR PROPOSED INTERVENTIONS16 Ullhrt VUIXUkJll The Community Water Supply Intervention ■■ ■«■ «i ■ YUk.T »k B ........ ... . .............i..f..i..■...i ■|6 — ■ APPENDIX 1 COMMUNITY WATER SUPPLY SURVEY ------------- ------------- Fhe Irrigation Water Supply Intervention ...................................... ......................................... 16 TAMS-CLG B^ro-Akubo River Basin Integritcd Dcvcioptneai Mister Pho ID-iANNEX ID GROUXDw WATER RESOl RCES tables Table 1 Table 2 Table 3 Table 4 Table 5 Table 6 Table 7 Sunmar. of Mean Cbmaie Data on a Iranseet .hrough Baro-Akobo Baai, Strati«raphic Column of the Baro.Akobo Project .Area BcXle Test Wotmation Modified from the Russtan Report of 1990. Tib( 2,1V 3 Water Supply Conditions in each Wereda Preliminary Cost Estimate for a 10 to 10 Vs Sedimentary Community Water Supplv Well in the Gambela Plain . Preliminary Cost Estimate for a 5 0 to 50 /s Agncultural Well in the Gambel. Preliminary Cost Estimate for a 10 litre per second Basement Complex Community Water Supply Well in the Gambela Plain FIGURES Figure I Figure 2 Figure 3 Figure 4 General Location and Distribution on Geological Formations Typical Design for 1 to 10 l/s Sedimentary Community Water Supply Well in Gambela Plain Typical Design for Agricultural Well to produce 5 to 50 l/s in Gambela Plain Typical Design for 1 to 10 l/s Basement Complex Water Well TAMS-ULG Baro-Akobo River Basin Integrated Development Matter Plan iD-iiWATER resources ANNEX ID GROUNDWATER INTRODUCTION I L Project Location and Area The ate0 interest includes some 76,000 sq km in the west central part of Ethiopia It is bounded on the west by the Ethiopia-Sudan, border and on the north east by the Abay Basin and on the south by the Omo Gibe Basin All surface flows in the project area are tributary to either the Baro River or Akobo River, both of which form a large portion of the Ethiopia- Sudan border These rivers, via the Pibor River, eventually join and then flow into Sudan as the Sobat River, Previous studies of the project area divided it into an Upper and Lower Basin on the basis of generally planar and upland surfaces below and above about elevation 500 metres respectively. A large part of the Baro-Akobo Basin can be traversed on all weather roads However, much of it is still inaccessible even with four-wheel drive vehicles, particularly in the western sectors during the wet season. 1.2 Scope and Objectives The general scope of this section is to review and analyse existing information salient to the basin area, then provide recommendations for further activities to promote better understanding of the basin and. if appropriate, formulation of an implementation programme for project area groundwater development The major objective of this review is to provide an overview of the area groundwater resources that can be integrated with other resources information in order to design a systematic regional development programme The development of groundwater in the Baro-Akobo basin has one major objective, w'hich is to develop an existing national resource for the benefit of the people of Ethiopia Within the scope of that objective is: 1 the improvement of the quantity and sanitation of community water supplies; and 2. the development of irrigation water supplies in an area of the Baro-Akobo Basin if suitable aquifers are present h is already known that water supplies of some quantity arc present in proximity to most rural communities, but the location and hydrogeological characteristics of potential irrigation water 5U pplies have not yet been proven. TAMS-VLG Baro-Akobo River Baria Integrated Development Marter Plan ID ■ 1ANNEX ^GRO(ji^.^ WATER RESOURCES 1J General Geographical Description The project area is irregular in shape and generally contained within the map co 5° 30 and 10° 45' north and 33° O' and 36° 15' east Regionally, the lan'^S charactensed by mountainous terrain in the eastern two thirds of the area westward sloping planner surface, the Gambela Plain, in the western one third 4 about 600 km north-south and 360 km easi-w*. Maximum dimensions of the project area are The total area included in the project is about 76.000 knf The major population centres in the project area include Gambela Mizan Teferi „ Numerous smaller ,Pages are also located throughout the area Total population •Akobo catchment is approximately 2 million 1.4 General Hydrological Features F " he Climate and surface water conditions aie closely correlated in the Baro-Akobo bast Together they define the various hydrologic features in the project area Steep gradten streams originating in eastern highland sectors, with high rainfall, debauch onto western plains areas that have relatively low rainfall and moderate to low river gradients Climate types raw narrowly from tropical rainy to wrarm temperate rainy Average annual precipitation (ill rainfall) ranges from about 600 mm in the lowlands to over 2600 mm in the highlands of the project area 1.4.1 Climate and Precipitation Two types of climate occur These climates are characterised as tropical rainy (type A) warm temperate rainy (type C) The tropical rainy chmate can be divided into warm temperate rainy with dry months in winter (monsoon and upland savannah) and warn temperate rainv climate’having more soil moisture than the warm temperate rainy climate About 65% of the basin is within the type A tropical rainy zone The remaining ° area is charactensed by the type C warm temperate climate The distribution tn time and P of the rainfall, and the extent and density of vegetation and soil cover, contribute to re° potential evapotranspiration and increase infiltration to groundwater Mean monthly maximum temperatures show significant vanatrons within the project area These temperatures range from below 22° C, in the highlands around Kombolcha rWolIeea) to about 40° C, on the lowlands of Gambela around Akobo Maximum seasonal temperatures in the highlands rarely exceed 25° C. whereas in the lowland plams the tXXTXalh exceeds 36° C during the hotter months of January to April The mean ™mWv ^nimum temperatures also have significant variations They range from 14-16° C in th if H of Illubabor and western Wollega, respectively, to below 10° C in hsghlands during November-February i C . “v .. Uled locatlons *n TAMS-ULG Barv-Akobo River Basin Integrated Development Master Plan ~ ’ ID-2WATER RESOURCES ANNEX ID GROUNDWATER 3 Potential evapotranspiration, as may be expected, is lowest over the highlands, then increases progressively towards and onto the Gambela lowlands Form example. Gore (2130 masl) has a total ET of 1263 mm/vr while Jikawo (410 masl) has a total of 1545 mm/yr The Baro-Akobo Basin has a mono-model or single period rainfall pattern i e the rainfall occurs over a continuous period of time, but is dominated by a single rainfall peak The seasonal rainy period decreases in duration from south to north Thus in Keffa, the wet period ranges form February/March to October/November while in the north western parts of the [llubabor and Wollega regions it includes the period from April/May to October/November The highest average annual rainfall (>2000 mm) is recorded in Keffa around the Masha and Mizan Tefen areas In contrast, the lowland areas around Itang, Pokwo and Kurmuk receive less than 1000 mm A comparison of meteorological parameters shows that altitude directly correlates with rainfall and potential evapotranspiration Rainfall exceeds evapotranspiration above 1150 masl The region above this altitude, which is described as a zone of water surplus for groundwater recharge and surface run-off measures 32.682 km . The Isohyetal Map (Map 31, Volume JV) depicts contours of equal average precipitation throughout the project area Table I is a summary of representative climate data within the Baro-Akobo Basin (1) Note that “maximum" and “minimum" in column 2 are the values in the month with the highest and lowest v alues respectively in the year “Mean” are annual mean values, except for ETo. Rainfall and Deficit (the difference) which are annual totals 1.4.2 Surface Water Conditions The annual surface water runoff of the Baro-Akobo Basin is predominantly influenced by rainfall The basin is characterised by seasonal fluctuation of the runoff much like other basins in Ethiopia In the subject basin, two seasons can be observed by the quantities of flows in the rivers Such flows are closely related to seasonal fluctuations of rainfall Stream flow in the basin generally increases from May through September and decreases from October to April Flows reach their maximums at the end of the wet season in September, then steadily decrease Minimum flows occur in March or April and, in general, the highest flow period lasts from June to October During this period the rivers of the project area cany up to 80% of their total annual flows Surface stream flows between seasonal high land low water periods are fairly consistent The greater part of annual surface runoff occurs in September while the lowest flow season is from January through April Generally, the mean annual rainfall, potential evapotranspiration and average annual run-off in the study area correlate well, in quantity, with ground surface elevation Major rivers within the basin are the Baro and its tributaries (Birbtr, Geba and Sor the Alwero, the Gilo and the Akobo. The general direction of river flow is from east to west The major pan of the nver flows originates in the eastern highlands at elevations of 1150 to 3000 masl Most regional streams flow to the Gambela Plain much of which lies below 600 masl TAJVIS-ULG Baro-Akobo River Basin Integrated Development Master Plan ~ -------------- ID-3WATER resources _______ _ 1.5 General Geological Features /.5J Regional Geoniorphoiogica! Characteristics ANNEX ID GROINDW.^ The major morphological features of the Baro-Akobo Rivers catchment area from cast !o are high mountains, high plateaux, and lowland ranges and plains V olcano-tectomc metamorphic and epeirogenetic processes of regional dimensions have produced these features. The high mountain ranges in the east form the major surface water catchments in the project area They are mostly represented by weathered Tertiary basalt capped in places by resistant quaternary' silicic volcanic rocks Elevations in these high ranges vary from 2400 t0 jjqq masl The high plateaux with tableland and denudational landforms comprise basalts and granites Elevations therein range from 1300-2300 masl. and in general descend gently from the northeast toward the south and west Next in the westward direction are the crystalline basement mountains, known as the Masengo ranges these ranges have elevations varying from about 800m to 1,400m The Masengo ranges rise through low undulating plains, then gradually plunge north and south to elevations down to about 550m The Gambeia Plain is located west of the Masengo ranges It is an extensive plain that falls from about 475m at Gambeia in the east to 400 masl at the Ethiopian-Sudan border At the northern extreme of the Upper Baro-Akobo Basin are the Asosa Mountains Elevations in these mountains range to almost 1000 metres masl. The mountains and the area south of them, to the northern edge of the Gambeia Plain, arc mainly Precambrian age and formed by granites, the Adda Formation group of amphibolites, chlorites, talc, sandstone, greenstones and quartzites, and the Ashange group of lower tertiary basalt, tuffs and rhyolites The area southeast of the Gambeia Plain rises to elevations between 1000 and 2000 masl This area is under-lain by a suite of rocks similar to that of the sector north of the Gambeia Plah In this area occurrences of undifferentiated Quaternary alluvium finger into and fill small valleys and plains that extend eastward into older upland formations Figure 1 depicts the general location and distribution of the geologic formations and rock types in the project area, as described above J. 5.2 Geological Formation Descriptions Rocks in (he Baro-Akobo project area includes three general types. From oldesl to youngest they are the Pre Cambrian, meta-igneous and meta-sedimentary (Pi), the tertiary igneous (Ti), and the undifferentiated Quaternary (Q) The relative distribution of these rocks is shown on Figure 1 More description of the rocks comprising the project area is presented in thc following text 1. Pre-Cambnan Meta-igneous and .Meta-sedimentary Rocks (Pi) Pre-Cambrian rocks ouscrop south of the Guraferda Plateau in the Akobo River Valle? and extend northwards following the Masengo Ranges to the extreme northern part of the TAMS-ULG Baro-Akobo River Basin Integrated Development Master Plan tD-4Figure * general location and distribute the geologic formation t JClJlAM ilCAb STId K 7| IIUEA SOl 'TN SUDANESE SYNKn.l.‘-l' ETIIUJI ’IAN I UCil ILAND I I Transition Zone I » MORP1 1OSTRIJCTURES| ORDER lilubabor Low Plain I I lllub/ibi «r High Plain Masoni.’o of MORPHOSTIIUCTI ' RES | I Plio OF Til nd ORDER Slopes Plateau Fit Ma- konnen Lacustrine—alluvLd modem plain j Upper-Quaternary cene-Low er and 1 Miocene-Low • r J lac ustrine-alluvial Middle surface Quarternary Quarternary ol planation Clumpy ridges surface of Mt nmtriings 1 Graben- I syncline troughs plcinnt ion IM Z-2Z-J es PerroJitic crust Loams with debris ^jLoams with debris, pebble, lentic, sanely E3 Sandy- loam Mj r r r|Basalts t < | Syenites f 3 kWS^i^ys E=) Argillites I Alwero ■■ n? I Clays with debris I (orm p-|L San d ston cs 3 vvv Trachytes AK-PK Conglomerates (GUo fomiallon; [Granited -r- Gneisses and ——igranite gneisse: IVloi'l'Iu.edrurhmil Ltyrml ul working areawater resou rces annex id projeci area These rocks are generally dominated by northwest trending stnj particularly in the area south of the Guraferda Plateau Such structural trends, inc]^ fold axes and foliation, persist in a north and northeast direction from about latitude 6 -' v,.wi, A^nrd.no tn the ARDCO-GEOSERV report, these rocks have been c.b .. tc 45 i lineated and layered gneiss and granitoid rocks unit encompassing tectonic meta-ign^ crystalline and meta-sedimentary rock types. 2 Tertiary Igneous Rocks (Til Tertiary Igneous Rock formations exposed in the project area include the Akobo Basaj, (the oldest Tertiary volcanic yet found in Ethiopia), the Undivided Pre-Rift Vo]^ succession of basalt flows, rhyolite, trachyte and ignimbrite, the Maji Flood Basalt and Stratoid Volcanics, and the Maji Silidcs. Other Tertiary volcanic formations include the Mekonncn Basalt, Surma Basalt Dembidolo Trachytes, and hypabyssal intrusive rocks The rock units named above arc- located. for (he most part, in the mountains and plateaux in the Upper Basin of the project area 3 Undiffereniiated Quaternary' Rocks (Q) Quaternary rock formations exposed in the project area include the Holocene Tepi Basalt and Holocene-Pleistocene Undifierentiatcd .Alluvium Tepi formation flows and pyroclastic features are scattered throughout the southeastern sector of the project area The Quaternary Alluvium Formation is located, for the most part, in lhe west central pan of the project area and is comprised of rock debris derived from the older formations in the Upper Basin Area The Alluvium is generally comprised of undifferentiated stream and lake deposits It is considered that, to some degree, useful quantities of groundwater are contained within all of the Precambrian through Quaternary formations described above Table 2 presents a detailed stratigraphic column of the rocks and formations present within lhe Baro Akobo Project area J. 5.3 Project A reti Stratigraphic and Structural Conditions The Precambrian meta-igneous and meta-sedimentary (Pi), and Tertiary igneous rocks (Ti) combined herein to constitute the Basement Complex Aquifer The general regional extents of these formations in lhe project area are shown on Figure 1 Precambrian metamorphic rocks form the regional platform upon which all youngs formations in lhe project area are based. Subsequent to placement more than 600 millif11 years ago. these rocks were intruded, deformed, uplifted and eroded Tertiary igneous rocks primarily volcanic, were then deposited in nonconformity over the Precambrian sequence Notable among the volcanic rock formations occurring in the project area arc the Palaeocenc- Oligocene-Miocene Ashangi Group and the Miocene Shield Group. TAMS-t.'LG BiroAkubo River Buie tntcffratcd Development Master PlanWATER RESOURCES ANNEX ID GROUNDWATER Since the emplacement of the Shield Gioup the Pre-Pliocene rocks in the project region have p^croded, transported to the west, and deposited in the Sudan Synclinal Basin, in which the Gambcla Plain now resides. The deposited rock debris that now constitutes the Pliocene Alwero Formation that is not exposed in the project area, but is present in the subsurface of lhe Gambela Plain Table 2 indicates regional project stratigraphy in some detail post Palaeozoic structural activity, from geologic map information, appears to have been minima! Through out the project area several short minor faults are shown to occur in the Precambrian formations, a few in the Tertiary volcanics and only four are noted to cut Quaternary' deposits I & Project Area Hydrogeological Conditions The ecology of the Baro-Akobo Basin directly affects the groundwater environments therein Such"environments can generally be divided into. 1 The relativeh unconsolidated lacustrine and alluvial sediments that form lhe Gambela Plain in the western project sector and 2 The older consolidated rock formations in the northern eastern and southern highlands of the area For the purpose of this groundwater report the former formation is referred to as undifferentiated Alluvium (Q) and the latter as Basement Complex (BC) The Basement Complex rocks, in Pre-Tertiary time, were faulted, folded and otherwise disrupted During tertiary time extrusive v olcanic rocks were deposited non-conformably over the pre-existing disrupted rocks and became a younger part of the Basemeni Complex Pliocene sandstones and Quaternary alluvium were then deposited on lhe Basement Complex in the southern sector of the project area and into Sudan The groundwatet environment of the alluvium is that of an unconsolidated porous medium, while that of the Basement Complex is one of secondary porosity which has resulted from fracturing crushing and solution during post-depositional periods of structural activity 1 Occurrence and Movement of Groundwater Groundwater in the project area is derived from direct infiltration of rainfall, percolation along stream courses and lateral subsurface down-gradient movement of water in aquifers. Basement Coniplei In the Basement Complex rocks of the project area in the eastern highlands, groundwater is contained largely within aquifers formed in fracture fissure and crush zones of otherwise impermeable consolidated rocks in localised aquifer environments. It is not possible to determine the extent, permeability, recharge conditions and direction of water movement in such aquifers unless site specific investigations are conducted Generally, with the known annual rainfall surtace water runoff, and relatively small amount of groundwater use. the aquifers will he totally replenished essentially every season TA MS-L LG Buro-Akobo River Basin [ntefirated Development Matter Plan ID -6WATER RESOURCES movement is in general, from east to west, and covers an area of Some The alluvia] plain and'oivirona vary in devalion from approximately 475 m *• Xila to 400 metres al the western eaten, of the protect area, a distance of about Ir*”' These dimensions result in a rather flat average surface gradient of 0 5 m/km from tQ across the plain Groundwater within the Gambela Plain is derived primarily from infiltration of surface Wat flows from the numerous streams that cross it Secondarily, direct percolation of rainfall aju ANNEX ID GROuNn, subsurface inflow from Basement Complex aquifers in hydraulic continuity with the p ail] i alluvium probably also occur In general, groundwater movement in the sediments of^ Gambela Plain is from east to west and its gradient probably nearly parallels that of the surface gradient of 0 5 m/km Although phreatic (unconfined) conditions appear to prevsi| continuously throughout the alleviated area of the plain, it is probable that semi-confined and confined conditions occur locally in deeper aquifer (s) beneath the plain This condition appears to be confirmed by aquifer testing described in the Russian Report (1990) where® three separate aquifers were identified as 1) The aquifer in alluvial deposits, longshore bars and Holocene deltaic sediments, 2) the aquifer in Holocene lacustrine-alluvial deposits and 3) the regional aquifer The alluvial deposits aquifer (1) and the holocene lacustnne-alluviaJ deposits (2) are phereauc and frequently interconnected The regional aquifer is also usually phreatic, but is considered semi-confined to confined in the vicinity of Russian Report test well designated borehole 104 This borehole penetrated a 30m thick sandstone in the interval of 90 to 120m depth that had a tested transmissivity of 120m .day and storativity of 2 4 xl0‘^ It was presumed that this s aquifer represented only pan of the regional aquifer in the vicinity of borehole 104 Groundwater moving down gradient across the Gambela Plain within phreatic aquiferfs) in aD probability, reaches and is effluent to the Baro, Akobo and Pibor rivers It has been suggested that the confined Regional Aquifer, as penetrated at borehole 104, may continue at depth beneath these same rivets into Sudan 1.6.2 Water Bearing Characteristics of Aquifers Four aquifer systems have been recognised in the project area. To summarise, they are as follows • The Basement Complex aquifers that are related to localised fracture and crush zones resulting from geologic structural disruptions in consolidate rock These aquifers art found only in the Basement Complex rocks and intermontane valleys of the project area highland In the Russian Report these aquifers were included in the Region^. Aquifer • The aquifer in alluvial deposits, longshore bars, and Holocene deltaic formation This aquifer is herein icferred to as the Holocene Alluvial Aquifer • The aquifer in Holocene and Pleistocene lacustrine alluvial deposits, is herein referred to as the Quaternary Lacu-alluvial Aquifer TAMS-VLG Baro-Akobo River Bavin Integrated Development Master Plan 1D-Twater resources ANNEX ID GROUNDWATER • The Regional Aquifer This aquifer includes the Pliocene deposits of the AJwero Formation which is considered to include an artesian aquifer penetrated at Russian Tesi Bore 104 This aquifer is termed the Regional Aquifer herein / The Basement Complex Aquifer: Only small amounts of information and/or basic data arc available regarding the Basement Complex Aquifer(s) in the project area Such information indicates borehole and spring production to range from less than I 0 Vs to more than 18 0 1/s. The static water levels range from 2 to 40 m below groundwater surface This range in production, however, is based on only a few data points in the large project area underlain bv pre-Quaternary Basement Complex rocks Most spring flows from the Basement Complex are in the lower range of less than I 0 1/s. Because the Basement Complex rocks contain only aquifers having secondary porosity they do nor lend themselves to accurate analyses of water bearing characteristics, such as transmissivity, storativity etc., as do those of pnmary porous media Aquifers in the intermontane valleys of the Basement Complex area are most frequently of limited area, depth and/or capacity and therefore can usually provide for only relatively small water supply demands 2. lhe Holocene ,4 lluviai A quifer: This aquifer, for the most part, comprises Holocene alluvium deposited along the alignments of river courses Such aquifers are generally perched, contain a significant quantity of silt and clay, and are in direct hydraulic continuity with the rivers. Water bearing characteristics of the Holocene Alluvia] Aquifer are generally poor with reported low permeability’ (0 Im/day) and well yields of 0 1 to 1 0 1/s Water levels in this phreatic aquifer are usually less than 5m below ground surface. 5, The Quaternary Lacu-Alluvial Aquifer: This aquifer occurs throughout the Gambela Plain generally westerly of Meridian 34° east The aquifer ranges in depth to about 30m Deposition of this alluvial aquifer has occurred from Upper Pleistocene throughout Holocene time It is effectively separated from the underlying Regional Aquifer by lacustrine-clayey deposits, but is open to infiltration of water from the surface. Permeability is reportedly low. ranging from 0 01 to 2 0 m day. Well production is also indicated to be low, on the order of 0 01 to 0.5 1/s Phreatic water levels in this Aquifer range from ground surface to about 7m depth 4. The Regional A quifer Because of the wide distribution of the Regional Aquifer, i.e., from the project area highlands to [he western extent of the Gambela Plain, it has several environments of occurrence Consequently its water-bearing characteristics range broadly. This aquifer has been described in the Russian Report as including water associated with the Basement Complex rocks. For the purpose of this report, the Regional Aquifer is defined to include only the Plio-Quaternary sedimentary deposits beginning ai the llubabor Plain and continuing beneath the Gambela Plain to and beyond the Ethiopia- TAMS-ULG BiroAkobo tther Basin Integrated Devclopfircnt Master Plan 1D-8WATER RESOURCES ANNEX ID GROUND^ Sudan Border The formation comprising this Regional Aquifer is predominarit| pliocene Ahvero Formation and Lower to Middle Pleistocene alluvial depo^^ \ Gambela Plain Because of the varied sedimentary environments in which th r °.f e Aquifer occurs, its water bearing characteristics, naturally, also vary TransH^p * 11 the sedimentary formations has been tested to range up to 120 m /day, while ten’*'’ 2 production has ranged form 0.01 to 2 5 l/s Water levels in this Regional Aquifer^^" known to x arv from about 13.8 to 30 i m below ground surface In general, geological conditions and lest information in the project area tend to confirm th although alluvial aquifers are abundantly present, they consistently have poor to water bearing characteristics. As a consequence individual wells constructed therein ww ordinarily be expected to produce only modest quantities of water from relatively d pumping levels Cr Il appears, however, that the Regional Aquifer, largely comprising the Pliocene Alwero Formation, could produce significant quantities of water Table 3 lists information contained is the Russian Report regarding aquifer testing conducted in the Alwero Formation of the Regional Aquifer Column 7 of Table 3 indicates the recommended individual well production to fully caplure Alwero Formation groundwater, to range from 3.0 to 20 l/s Such recommended production may be possible considering the lithology; thickness and hydraulic characteristics of the Alwero Formation, bu; this is yet to be proven J. 6.3 Aquifer Recharge and Discharge The recharge of aquifers in the project area is by percolation of direct rainfall, infiltration through the bottoms and banks of surface streams and down gradient migration of groundwater Aquifer discharges result primarily from effluent flow to surface water courses and evapotranspiration Only a relatively minor quantity of water from springs and wells is known to be used for consumption in the project area. High seasonal rainfall in the elevated areas, where the Basement Complex Aquiferfs) occurs, appear to completely recharge groundwater annually. Surplus waters from mountainous and high plateau zones, move down gradient as subsurface migration, surface flow and/or rising water flow After fully recharging the Basement Complex Aquifer(s), these surplus waters continue westward and subsequently recharge the downstream regional. Quaternary lacib alluvial, and Holocene alluvial aquifers. The fact thai recharge and discharge occur is reflected in seasonally changing water levels all aquifers Such water level variations, as indicated in the Russian Report data, are usuaU? less than 5 metres, although some may fluctuate more than 13m, such as at Borehole 102 7 he seasonal water level change in a possibly regional artesian aquifer penetrated at Borchen 104 was recorded to be only 0.31m This small variation suggests low water discharge and*1 use in the aquiser forebay and restricted down gradient outflow from the aquifer Considering the quantity of potential recharge waters and the relatively small fluctuations of w ater levels in the project area aquifers, it is probable that all basin aquifers effectively’ recharged felly during each rainfall season Deepest water levels in wclB indicated to usually occur in April-May and the highest in October-November TAMS-1 LG Baro-Akobo River Bum Integrated Development Mailer Plan 1D-9WATER resources ANNEX ID GROUNDWATER X] the current paucity of data in the project area, it is not possible to calculate a valid p Og^c balance or the Baro-Akobo basins An availability esiimate presented in the Russian p ort indicates the potential recharge of ground water to be 128.4 x 10^ m^/year. This eJjmate as noted in the same report, is only a general one and is probably an overestimate isr indication is given as to the method of derivation of the estimate, which should be used M:h caution Hie other source of data, the ARDCO GEOSERV report, gives no estimation ol recharge sufficiently authoritative to use for planning purposes ££/ Water Quality In the course of the Russian investigation (1990) and the ARDCO-GEOSERV project (1995) waler samples were collected from rivers, springs, wells and test bore holes throughout the Baro-Akobo project area These water samples were analysed for inorganic chemical content lo determine the chemical characteristics of project area waters Appendix 2.8 of the Russian Report lists 126 water quality analyses and the ARDCO- GEOSERV report describes the results obtained from 273 sampling points .As would be expected, w ater quality' from the sampled sources and locations of the large project area vary considerably In the Gambela Plain vicinity (the Lower Basin) most surface and groundwaters are suitable for many potable and irrigation uses Total Dissolved Solids (TDS) of tested groundwater range from 72 lo 955 mg/l Of note is the quality of the waler from the artesian aquifer (Alwero Formation) encountered in Borehole 104 This water w'as found to he of excellent quality with a TDS of 313 mg^l A pH of 7 0 and generally lowr in all constituents, including rare elements Tn the Upper Basin, ARDCO-GEOSERV (1995) sampled and analysed water from 173 springs, 59 hand dug wells, and five deep bore wells With the exception of a few highly mineralised springs ranging to 2307 mgfl IDS, most spring and well water occurring in the Upper Basin is chemically well suited for both drinking and irrigation purposes This, naturally, must be confirmed at each source location before the water is put to use It should be noted that the discussion presented above relates only to chemical characteristics of the water samples No information is presented relating to the bacteriological or ha hardens constituents content of the waters. > ■7 Use and Production of Existing Springs and Wells Available information regarding the use and production of existing wells in the project area indicates that currently iunctioning wells serve primarily as village or individual household water supplier Most wells are hand dug and seldom reach depths of greater than 20 metres Present day use of water resources on the Gambela Plain is graphically described in the Russian Report as follows. lJc^^r?1 Da> USP of Water Resources. The present day water consumption in the river basins co m the area under study is insignificant and therefore impossible to calculate The total TAMS-ULG Birth A kobo River Basin Inteznieil Doelopinent Master Plan ID -10WATER RESOURCES __________________ ANNEX tD GRgUNDWA^ water consumption from surface water sources, groundwater sources, street taps and makes up about 18-25 mcm/year”. 'Thus, as can be seen from the above, theM^ resources of the Bare-Akobo Valley Rivers are pradically in a natural state ” Judging from the above quote, the Russi. little well production of ground water is Basin, including the Gambela Plain n work completed in 1990 appears to indicat currently occurring within the area of the The Upper Basin Study of the Baro-Akobo project area conducted by ARDCO-GEOSERy (1995) identified 183 springs, 59 hand dug wells and 21 deep bore wells Developed springs i the Upper Basin are estimated to produce about 2 0 million m’/year to the local popular Hand dug wells are estimated in the ARDCO-GEOSERV Report to produce about 675 ra’/year of groundwater to the population of the Upper Basin There are 21 machine bo-ec wells (deep bore wells) in 15 towns of the Upper Basin Production ranges from 0.3 t0 8 2 b from wells constructed from 41 to 185 m in depth Annual production from the 21 Upper basin deep bored wells has been estimated by ARDCO- GEOSERV to be about 660,00 mVyear. Total production from groundwater resources, including springs, hand dug and bored wells is estimated to be about 3,335,000 m’/year. Comments in The ARDCO-GEOSERV Report indicate that most des eloped springs, hand dug and bored wells are inadequately sealed or not otherwise protected and maintained in a sanitary condition Table 4 represents a water supply conditions survey of weredas in the project area conducted hy ARDCO-GEOSERV for their 1995 report This survey included 54 weredas and included information regarding major sources of waler supply, town of supply location and population opinions of water supply adequacy It can be noted that, by and large, the local populations did not consider their water supplies io be adequate Information regarding production in the Upper and Lower Basins of the project area indicate thai only a very small amount of the total groundwater available is utilised by the region^ population Springs and wells that are properly constructed and maintained offer the prosper of safe, healthy and dependable water supplies to effectively all people within the project area 1.8 Future Groundwater Development Potential All data information reviewed and analysed in the course of the preparation of this evaluafl011 indicates that groundwater is available in substantial quantity in almost all sectors of 1 e project area. Such water has been developed for local population water supplies from spring hand dug wells, and deep well bores Water from these sources is used primarily for drinkinf and other household purposes. Although some irrigation of private gardens has been obsenc a few significantly large groundwater irrigation projects are also known to be presently act,ve In the ARDCO-GEOSERV Report of 1995. Volume II C, Hydrogeology, section Irrigation Water RcLjuirement, 10 locations of self-help small irrigaiion sites were identifi Such sites included a loiaJ area of HOC ha Gross potential irrigable area in the Upper ® ~ a fAMS-ULG Barv-Akobo River Bun Inlegrated Development Master Plan ID 11WATER RESOURCES __________________________________ANNEX IP GROUNDWATER been estimated to total some 109,000 ha However there is a lack of specific data and the characteristics of existing developments should be investigated as part of future studies mcntion of existing groundwater irrigation projects, or the potential for same, was noted in he Lower Basin Russian Report of 1990 However, four future potential water well supply Ireas were defined (Jikawo-Baro, Baro-Alwero. Alwero-Gilo, and Gilo-Akobo) which reportedly should provide bored wells ranging in production from 1 .5 to 20 0 1/s Water supplies can be derived from groundwater contained within essentially all rock types in the basin .Although there appears to be plentiful water developable for village and individual households, the potential for high rate groundwater production for irrigation of crops is not considered feasible throughout most of Lhe project area This is largely because of expected low production capacities and low specific capacities from wells constructed into low- permeability formations I 8.1 Locations for (iroundwater Development Potential There is some groundwater development potential in effectively all areas of the Baro-Akobo Basin However, there is only one vicinity that has demonstrated potential for the construction of relatively shallow (170m) high capacity wells (5-10 1/s) and having good groundwater quality The test wells identified in the Russian Report as Bore Holes (test wells indicate potential water bearing zones between depths of about 60 and 170m in both electric and lilhologv logs .All of these wells are located in the vicinity of map co-ordinates 8 45’ north and 34 00' east If agricultural conditions are considered suitable, a test-production well construction programme should be initiated in this vicinity .Although currently available information indicates that there are few project area locations where high capacity irrigation wells can be constructed because of poor aquifer conditions, a large element of benefit could be derived by the local population if dependable and sanitary wells are provided to village communities If water wells of 0.2 to 1 0 1/s capacity with sanitary construction and maintenance could be provided to village and rural dwellers, the health of the people and efficiency of the workers in the project area could be advanced significantly. 1.8,2 A Proposed Groundwater Test-Production Programme for the ltang Vicinity On bases of information available from previous studies of aquifer conditions in the Lower Basin, Regional Aquifer, Alwero Formation, a test-production programme is recommended in the ltang vicinity. The ltang vicinity, as herein defined includes the area contained within co ordinates 8° 10’ and 8® 15’ north, and 34° 10' and 34° 10' and 34° 20' east ltang is located about 50 km west by road of Gambela Gambela is the largest population centre on the upper Gambela Plain and is accessible by road from Addis Ababa most of the year An initial test-production programme in the ltang vicinity could verify the water bearing characteristics of the Alwero Formation while providing water to a potential irrigation sector on the upper Gambela Plain The specifics of this proposed project cannot be defined until an actual site is selected on the basis of agricultural suitability, surface topography, site accessibility. property availability, and availability of well construction equipment and fnaienals TAMS-ULG Baro-Akobo River Basin Integrated Development Master Plan ID -12WATER RESOURCES 1.9 Project Area Groundwater Policy ANNEX ID GRou N|) Discussions with authorities of the Ministry of Water Resources Developmen ■ there is currently no codified national policy or legislation regarding groundw 'ndica,e thj 1 ngh,J o- control There is some indication that draft language for such a policy has bej? * is still in the formative stage and certainly not yet adapted by the Ethiopian GoverJ^*^' Groundwater policy, as described by authorities, is presently formulated on a basis by the project respective Regional Governments No written pokes „ by Regional Government bases its groundwater development judgements is known t '**** TAMS l'rG ^^Akobo^TB^ Develop,,^,!, Master Plan 1D-IJvvater resources ANNEX LD GROUNDWATER 2 groundwater resource base Waler supplies, with minor exceptions, are derived from surface water resources, groundwater resources or a combination thereof This Master Plan Development Report section is concerned primarily with the groundwater resources aspects of water supply within the project area Groundwater occurs in virtually every geologic environment within the Baro-Akobo Basin project area Data have also been collected regarding groundwater resources in effectively all geologic environments within the Basin However, the amount of such data is small and usually associated with specific projects conducted at periodic intervals in time Long term basic data such as measurements of well water levels, annual well production, chemical quality, etc , are generally not available Although the quantity and quality of groundwater data in the project area are somewhat slight, thev are sufficient to establish that there is a firm resources base Hydrological and hydrogeological conditions that are indicated to dependably exist are 1 Precipitation (rainfall), on short and long term basis, is adequate throughout the project area to sustain planned groundwater resources requirements under any future foreseeable development condition(s). 2. Potentially favourable groundwater conditions are present effectively throughout the entire project area This is certain for drinking water and probable, but not yet proven, for irrigation water in some areas 3 The hydraulic and physical conditions (occurrence and movement) of groundwater is favourable to continuity within large parts of the Baro-Akobo Basin 4 Climatic and hydrologic conditions are favourable to rapid and total seasonal recharge of regional aquifers 5 Project area aquifer characteristics arc indicated, to date, to have low to moderate water well production rates (less than 1.01/s to about 201/s). The resource base for groundwater in the Baro-Akobo Basin is the abundant, naturally occurring, stored and rechargeable waters in the Basin aquifers Considering the amount of groundwater in basin storage now (estimated 200 cubic km ) and that available for aquifer recharge annually, presently planned water use should be sustainable m perpetuity as a resource TAMS-l l.G Baro-Akobo Riier Basin Integrated Development Master Plan ID - 1-1WATER RESOURCES 3. PROPOSED GROUNDWATER DEVELOPMENT POLICY’ 1 The development of new and upgraded sanitary groundwater supply systems various rural communities 2 The exploration, testing and development of groundwater resources for use potential irrigation water supplies. 3.1 Community Water Supplies (CWS) The policy relating to development of sanitary CWS would have a rather rapid benefit impact on the health and well-being of people living and working in the Baro-Akobo Bast The provision of safe and dependable watering points could help stabilise populations which in turn, could constitute sources of labour for other proposed regional development projects Such a commumtv water supply development programme would include 1. Construction of new. inexpensive, low capacity water wells and spring development works, 2 Design and installation of upgraded production and delivery systems; and 3 Repair and improvement of existing community facilities As a part of any community water supply development programme that is adopted, a training programme for water supply operations and maintenance personnel should be provided at regional locations Such training facilities would appear to be best provided by and through the Ministry of W ater Resources Community participation in providing the local water supply should also be encouraged through water use committees A Community Water Suppl'' Survey is described in Appendix 1 of this report 3J Irrigation Waler Supplies (IWS) 1 ne second Groundwater Development Policy relates to the potential for using groundwater for irrigation The institution of this policy would be more complex, expensive and time consuming than the Community Water Supply Policy Complexity would be greater because the resource would need to be tested and proven, the wells required would be more costly than for the CW S. and more time would be required to match groundwater locations to areas of favourable growing conditions, access, etc Such an irrigation plan would require a relatively expensive test-production water well construction programme in a location with suitable agricultural condrtions, as well as TAMS-IILG Baro-Akobo Rhcr M^PUn ID-15water resources ANNEX ID GROUNDWATER favourable hydrogeological characteristics, none of which has yet been defined This type of project would require several years to institute (three years under most favourable circumstances). Il would require, perhaps, five years after start-up for initial benefits to be realised to a groundwater irrigation project ]n Annex 1H, it is mentioned that the irrigation system from groundwater cannot compete with surface water TaMS-L’LG Baro-Akobo River Basin Integrated Development Master Planwater RESOURCES ANNEX ID 4. GROUNDWATER development options Currently, February 1996, groundwater is used primarily for subsistence drinking supplies throughout the project area There are no known groundwater irrigation supoij*** size in the Basin Al this time the well of choice in the Baro-Akobo Basin, for both indivSOf families and smali communities, consists of a small diameter well pipe that has been low into the ground a few metres, by digging or boring, then fitted with a simple hand opj^ pump These water production units are perfectly suitable for drinking water supplies ,tei1 are properly maintained and kept in a clean sanitary state The possibility of developing groundwater resources to a level suitable for irrigation has bee explored in the basin to a limited degree in the past, but nothing definitive has been determined .As a part of the Baro-Akobo Basin Master Plan it is considered important that the regional population improve the sanitary conditions, quantity and reliability of their community watc supplies In addition, the exploration, testing and development evaluation of a groundwata irrigation supply should be included as part of the subject Master Plan, even though n adequate and reliable groundwater irrigation supply has not yet been located. Considering the reported condition of community water supplies and the limited know ledge of possible areas where potential irrigation water supplies might be developable, there appear to be only four project development options (choices) available at this time These are 1 Do no project. 2. Do only a community water supply development project, 3 Do only an irrigation water supply development project, 4. Do both a community and irrigation waler supply project. Option (4) has been selected for consideration because both projects are considered viable and important to the development of Ethiopian groundwater resources in the Baro-Akobo Basin The text presented has been written in a way that allows it to be used for a Community Supply project, an Irrigation Water Supply project, or a combination of both a Community an Irrigation Watei Supply Project. Conjunctive use of surface and groundwater is a possible consideration in lhe very long tefl" in the Baro-Akobo Basin The relativity small quantities of groundwater currently b^,r‘- produced will not justify artificial recharge facilities’ construction, operation and mainiena^ costs Artificial recharge is normally instituted after an overdraft is observed to be imminent in groundwater basin or production area Facilities for artificial recharge are designed o’1 basis of site-specific geological, hydrological, hydrogeological and aquifer hydraulics data an 1AMS-ULG Baro-Akobo River Basin Integrated Devclopmcnl Master Plan ID- 17WATER RESOURCES annex id groundwater information. Such data and information are obtained d ' the basin aquifer(s) to be artificially recharged Ir ih,. °g “^development and operation of must occur before artificial recharge is considered ** This Master Plan includes recommenriatinne ■ .■ ■ ° Ows that atiu'f’er development Project Area As pan of such development, it wouldT* ®rou^water development in the recharge might be done in the fijture It would thcr f continuous data base in each groundwater nrnd. « spw.iic artifiml recharge he,life can V1Sab e t0 cons<der that artificial use^il ,0 tnamtain a complete and Up °" Wl”eh ,he d«*" uf sl" TAMS-ULG Baro-Akobo River Basin Integrated Development Master Plan ID - 18WATER RESOURCES ANNEX ID GROUND 5 GROUNDWATER development planning scenarios 5.1 Community Water Supply Planning Requirements Once a community groundwater supply (CWS) development policy has been adopted codified, on both national and local levels, a compilation of community water facilitj information should be made A situation data base should be developed by the Ministry G!- Water Resources that locates, identifies and defines the conditions of all existing and propos^ CWS within the project area Such a data base compilation would be of a reconnaissance to determine The specific locations of communities: a community name, b community map co-ordinates location; Resource geologic setting. Type of access to the community. 4 5. 6 7 ) Specific on-ground directions to sourcefs), Existing waler production and delivery facilities. Facilities delivery capacity (litres per second). Description of facilities including their present condition and water sources: a water well, spring, surface flow, etc, b type of reservoir (storage) - closed reservoir, open reservoir, pond, c tvpe of pump motive force - electric, gasoline, diesel, hand pump, 8 General sanitary' conditions of facilities, 9. General description of requirements to improve water delivery and sanitation ot facilities, 10 Preside sketch map of facilities layout This community water facilities reconnaissance survey could be conducted by a pr°JeC' dedicated organisation established within the Ministry of Water Resources or by a consultant' led organisation hired by and under the direction of the Ministry The conduct of this reconnaissance survey would be necessary to satisfy anticipated pol|C>- which would lead to the preparation of a community facilities data base that could be used ° planning TAMS-ULG Raro-Akobo River Buin Integrated Development Master Plan ID-19wATER RESOURCES 5 2 Community' Water Supply Planning Scenarios ANNEX ID GROUNDWATER Several scenarios are possible for the collection and use of information in the proposed data base Such scenarios include as foiJow 1 Scenario No. 1 - Collect all reconnaissance information in the project area before selectins the numbers, types of, and locations of Community Water Supplies (CWS) to be improved Then, after all information is entered into a data base, prioritise the CW'S on basis of need, then start the construction phase of the project at those locations with the highest priority of need i Scenario No, 2 - Divide the project area into geographic sectors, then select sectors to be improved by construction from east to west and north io south at ever increasing distances from Addis Ababa along the existing road network Select, say, up to ten sires per sector to be improved. Complete the CWS data base on a sector-by-sector CWS grid which is at least one sector ahead of construction 3 Scenario No. 3 - Employ a scenario which is a combination of Items (1) and (2) above, by which a survey is made of all CW'S with a data base prioritising the ievels of need in all geographic sectors Then do construction as required on a prioritised basis, sector by sector Make a selection of one CWS information construction scenario from the three scenarios described above It is recommended that the No 3 scenario would be most appropriate from aspects of achieving earliest physical results, obtaining funding for studies and construction, and having potentially the best political acceptance 5J Constraints to Development of Community Groundwater Supplies Constraints to the development of Community Water Supplies are centred on 1 The availability of water resources, and 2 Capitalisation ot equipment and labour for the construction of facilities It is usually the case, in the project area, that groundwater supplies can be developed bv wells or springs in the near vicinities of communities An insurmountable constraint to a proposed water supply w ould be if no groundwater were available in the community vicinity It is probable that the construction and outfitting of community wells, springs, pump drives, pumps, valves, reservoirs piping, etc will be dependent upon grants and loans from the Ethiopian Government or international institutions Constraints to the development of dependable and sanitary community water supplies are usually few Most populations approve of and welcome the benefits that can be derived therefrom. while resulting ensironmental damage is minimal TAMS-L’LC Baro-Akobo River Basin Integrated Development Master Plan ID -20WATER RESOURCES 5.4 Irrigation Water Supply Planning Requirements annex id ground^ feasible Further, an IWS must be located in some proximity to land suitable for crops having some sort of profitability. The Russian report of 1990 identifies potential areas for groundwater development tn northern and eastern areas of the Gambela Plain, in the vicinities of Jikaro-Baro, Baro-Ah^ Alwero-Gilo and Gilo-Akobo. It is estimated, in the 1990 Russian report, that the construction of wells with production rates ranging to 20.0 l/s should be possible in those named basin sectors However, aquifer testing to date has been minimal and actual groundwater conditions in the Gambela Plain have not yet been confirmed as suitable for irrigation use For purposes of this Master Plan it is recommended that a conventional exploration and test programme be conducted to define the potential for irrigation water supplies in Itang vicinrr, of the project area 5.5 Irrigation Groundwater Supply Planning Scenarios TAMS-l'LG B«ro-Akobo Ri»er Bisia Integrwed Development Muter 1D-2Iwatek RESOLE* ANNEX 1D GROUNDWATER «■ CONSTRUCTION PROGRAMME FOR TBe GA WiuraE gambela plain One of the unknown factors ,n the project area with r« groundwater to be used for irrigation water supplies Only two groundwater studies are known to have Area. One is the Selkhozpromexport report the completed m 1990, the other the ARDCO-GEO.SERV Of the areas evaluated in rhe course of these two appears to hold any prospects for development ofsufESZ**' '° resour«s. is the potential of the Bar^^obo Project Russ,an rePo«, which was WhjCh Was in 1995 Plain area large-scale irrigation Within the Gambela P]^ .7.. ' ^^water supplies to support indicate that a favourable location for an initial grounduaL/?8 general vicinity of Hang Itang is located about 50 km and other editions JW"™"® would be in the near map co-ordinates 8 45' North and 34 W East C n , c communjtJ of Gambela, programme near hang are as follow- ’-ondiuons favourable to initiating a test 1 There has been some groundwater testing done in the vicinity of Itang that indicates good potential for constructing wells of 20 1/s or more there Russian Borehole No 5, where much testing was conducted, is nearby. 2. The Itang vicinity is accessible by new and good roads from Gambela, and Gambela is said to be accessible year around from Addis Ababa. Therefore, drilling logistics are relatively good for the Itang location 3 The quality of groundwater in the Itang area appears well suited for agricultural uses As a test programme location, the Itang area appears superior to all other areas where the Regional Aquifer is at this time thought to be present Further, if rhe groundwater testing programme is successful at Itang, the test wells constructed could be handily used as irrigation supply wells TAMS-ULG Baro-Akobo River Basin integrated Development Master P ID- 21WATER RESOURCES_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ANNEX IDGRO^,^ 7. GENERAL METHODS AND PROCEDURES FOR IRRIGATION W ATE| SUPPLY Following is an outline of items to be completed, essentially in sequence, to confirm existence or non-existence of a groundwater irrigation water supply. This outline would > applicable in the ltang or any other potential irrigation water supply area A Select general locations where development programmes could likely be conducts using existing studies and maps B Field inspect each site 1 To confirm topographic and hydrogeological conditions in each site area, 2 To confirm agncultural and soils conditions; 3. To determine potential flooding conditions during the wet season. 4 To determine accessibility for heavy trucks, drilling rigs and other construction equipment and materials to well site’s vicinity, 5. To confirm the specific locations of the first two test well sites C Confirm ownership of all six of the drilling areas and access D Ministry of Water Resources geologist and/or engineers would conduct a pre-test study to determine the programme wells' optimum locations sequence of drilling, drilling pattern and types of testmg to be done The results of this pre-test study should be reviewed and modified as required after completion of each well E Prepare technical specifications and other bidding documents for a contract to construct six (6) groundwater test-production wells F. Simultaneously with (E) above, the purchase nf i . . u ' m k H o! materials and special required .. equipment should be done H G When purchased materials and equipment arrive in Ethinnt. .k kt .otic. „ pro^ Contractor r «.ll H 1 The drilling C After the first well >s in the programme is too wou ld then commence operations at the first test well site- repreScnutlveS of the Ministry of Water Resources rnmoleted per specifications, the Ministry would formulate. w ould direct the well dnller to where the second well J Procedures (H) and (I) above would be repealed until all six im programme are constructed, tested, and analysed a l0n test wells of the "t AMS-VLG Baro-Atobo River Basin integrated DevelopmemWATER RESOURCES ANNEX ID GROUNDWATER K The Ministry of Water Resources would th «*. well project to determine whether or n« ?' !““•> of foe total six for trr.ttat.on purposes lfthe be fasible t0 U!e an irrigation programme. construct additional wells M ^nistry could institute foonulate another res, irrigation well programme«,a£iras- °r TAMS-ULG BarmAkoho Birer Bad. laiseraud DmUapmen HanWATER RESOURCES annex ID ground^. , RECOMMENDED PROJECT: TEST-PRODICUON water designs , well desinns ate recommended for exploration, testing and develop 7“ Tar Xk ' in tte Bao-Atobo Project area Two of the designs are for w*. a «in the 'alluwal aquifers of the Gambela Plain and one is for Basement Complex oTdoM “3om the res. of the Baro-Akobo area In somehowever., X.al aquifer well designs may be appropriate in intermountam valleys of the tughlandstofe north, east, and south of the Gambela Plain 8.1 Alluvial Aquifer Wells Of the two alluvial aquifer test-production wells, one is designed for a production rate of 1.0 to 10 0 Is, primarily for community water supplies (see Figure 2), and the other for production rales from S 0 to 50 0 Us (see Figure 3), is designed for irrigation wells. Both of the alluvial aquifer well types are designed to be drilled and constructed using the Mnyentional mud rotary method, with a gravel envelope installed in the annulus between the final ream bore and the well casing n XT" ,ht ”fBcei or™ «“ drillers in Add,s Ababa revealed dial lhe ±±!± ■" by at leas, .wo local dulling 8.2 Basement Complex Wells The Basement Complex well as shown (see Figure 4) is designed to produce as much as 10 from fractured rock aquifers using the down hole air hammer drilling method This "dl design also includes emplacement of stabiliser gravel pack in the annulus between the ream bore and the well casing 8J • Project-type W ater Well Drilling Capability in Ethiopia ’ During the preparation of the groundwater section of this discussions held with water well construction contractors Thr repon’ ^sits were made and contractors contacted were Hydro Construction and Engineering Company, Ltd V, Addis Ababa Tel 51-48 04,51-57-03. Fax 51-49-44 Contact Ato Negash Awoke. ChicfHydrogeologist Water Well Drilling Enterprise P.O. Box 5693. Addis Ababa Tel: 15-00-13.51-35-88 Contact Ato Arefine Gebrehawariat ’ ~ * TA.VfS-VLG Baro-Akobo River Basin Integrated ID-25 ,cr Plan ' ’-------------water resources Both organisations contacted have the d li and personnel required to complete th "■ 'ng and construction AVn EXl0GRO UNO water project No assistance from international wXf,°n Wmmu"S weUs —7^ ,o be gutted .o construct the project I Ta MS-ULG Baro-Akobo River Basio Integrated Dcvelopmeot Master Plan ID 26FIGURE 2 typical design for 1 to 10 l/s SEDIMENTARY COMMUNITY WATER SUPPLY WELL IN GAMBELA PLAIN 400 m I CO im Ground 4-----------TYPICAL DESIGN FOR AGRICULTURAL WELL TO PRODUCE 5 to 50 l/s IN GAMBELA PLAIN ,550 /nn FIGURE 3 2 ! tw 8 E I HOT to scaleFIGURE i TYPICAL DESIGN FOR . 1 to 10 l/s BASEMENT COMPLEX WATERWELL *00 m 300 mm ------------------- F -t I I Iwater resources ANNEX ID GROUNDWATER 9 W ATER WELL COSTS At the time the local water well construction cont™ prepare general cos, eaimares f„ ™,enals ™r‘ «« v,!rted lhey WCTe follow project wells as shown on Figures 2, 3 and 4 TI> TZf B » eonsmw rlengned cos| estimates are summarised as 9.1 Cost Estimate for a 150mm Diameter Well H . io i/”.1>0„w) >n the Gambela Plain e The estimated cost in Gambela Plain to construct one water well rr hu < r a 100mm diameter casing and 100 metres in depth is about 1 ?8 ooo n r' the actual cost of well construction would depeX«l uon^h i real price bid by the construction contractors^ 2) W,h * thM thC dep1h °f Mch wcIJ and thc 9.2 Cost Estimate for a 250mm Diameter Agriculture Well (5 - 50 l/s) in the Gambela Plain The cost of a well of the design indicated (Table 6 and Figure 3), based upon cost data provided by two water well contractors, would be about 500,000 Bin. Naturally, the cost of each well constructed will be determined by the true finished depth and thc actual price bid by the construction contractors 9.3 Cost Estimate for a 150mm Diameter Basement Complex, (1 -10 l/s Water Well) The estimated cost of the type of well as indicated on (Table 7 and Figure 4) is 125,000 Birr. It is expected that this type of well will be drilled using the down-hole pneumatic hammer method. The actual well cost will be determined by the finished depth of any given well and the actual price bid by the constructor TAMS-ULG Baro-Akobo River Basin Inlegriied De>elopmtnt ID-27 Master PImWATER RESOURCES 10. ESTIMATED COSTS FOR PROPOSED INTERVENTIONS Costs for the Community Water Supply (CWS) and Irrigation Water Supply (p.. interventions have been estimated herein on bases of similar work conducted in Ethiopia ? 10.1 The Community Water Supply Intervention This intervention will include I A Community Water Supply Survey (CWSS); 2. Construction of six new wells; 3 Improv ement of six yet undetermined facilities. 4 Repair of six yet undetermined facilities Community Water Supply Costs The CWS costs will consist largely of • Semi-professional and professional labour; • Transport. • Field Subsistence, • Ministry of Water Resources. Addis Ababa office overhead. Detailed Cost Estimate Estimated cost for repair of six yet undetermined wat ~ ~r 1 facilities Materials, labour, parts, engineering, etc On sum budset Supp, V C - 180,000 , ID -28WATER resources ANNEX ID GROUNDWATER 10.2. The Irrigation Water Supply Intervention This intervention will include: • A pre-project study by representatives of the Eihin ■ . The constniction of six new test-production w U Cs . An analysis of test-production drilling to determine groundwater resources in the vicinity' of Itant - of Water Resources. feaS’b,l,ty of developing Item 1. ~i~ Description Amount (Birr) Estimated costs required to formulate the proposed Ttang vicinity irrigation water supply intervention for three months 280.000 Estimated costs for construction of six new wells for the Itang irrigation water supply 12?r Ethiopian contractor construction of three 1 0 to 10 0 l/s Garabela Plain wells (see Figure 2) 384,000 2.2 Ethiopian contractor construction of three 5.0 to 50 0 1/s Gambela Plain wells (see Figure 3) 1,500.000 2.3 Engineering, supervision of construction contingencies, etc . for one s ear 600.000 3 J Estimated cost required to analyse the test-production well construction and data collected to determine the feasibility of developing a groundwater irrigation project in the vicinity of itang. for a period of two months 200.000 4. Total estimated cast for this groundwater irrigation water supply 1 2,964,000 intervention for one year. i Estimated total cost for both the community water supply and groundwater irrigation water supply interventions 5.148,000 TAMS-IILG Baru-Akobo River Basin Integrated Development Maier Plan ID-29WATER RESOURCES ANNEX ID TABLES Table I Summary oBaro f Climate Data on a transect through Baro-Akobo Bas,, ProlKI Area We 2 Tsblc 3 S^nfontwtion Modified from the Russian Report of 1990, ™c 4s Preta^S iSeTJ Lo'^’lO Vs Sedimentary Communit) W„ We6 -~“* 0* 50 /s A«ricUl,Ural Wdl ” ,heG* c TAMS-l’LG Biro-Akobo Rhrr Baiia I»tegri]cd On-eJopmenTM^^^;------------------- - ID-JOTable f Altitude Cm) r-_ r | Arjo mean 2565 , Gore r max L 4 min 1 _ mean max 21JU I 214 24,7 21.0 23 5 102 107 9,9 13 I 26.7 14 3 min mean 20.3 113 Bedde 20W max Dcinbidolo min mean max min Agaro mean 1850 1560 max min Tepi mean 1200 max 1886 263 21 8 1300 1966 1158 1154 1195 1356 1657 1391 1292 min llang mean 550 Abobo max . mm mean ___ 02 1216 530 max Gambein mean 480 max min Pokwo mean 423 max mm 1637 1682 21 0 >2,1 17.6 1658 _i H27 ___ IZ7 1650 20.6 5,3 min Jikawo mean 410 max mlnWATER RESOURCES Title 2. Stratigraphic Column of the Baro-Akobo B«in Project Area ANNEX|DGBOV|^^ Period Stage Formation Name I Quaternary Holocene i Holocene- I Pleisiocene , e Pliocene I Miocene I Palaeocene/Olie ocene/Miocene Alluvium, longshore bars and deltaic i deposits Lacustrine-alluvial deposits i Alwero Formation j_________ sar-n rnt rtd. Ast rt Aone Alkaline Plug trachytes, phonolites Lavas J I Maudala Group rhyolites, trachytes inuimbrites l T Shield Group[alkahbasalts^tuffs, agglomeratesj Ashangi Group olivine basalts, tuffs, rhyolites. J Palaeozoic Permian Unconformity GdoFqrmation sandstone Pre- 1 Riphean | Cambrian | Post-tectonic granitoids - granite, diorite L —L Gabbro _____ ’-------------------1------ ---------------- I 1---------- ----- 1-------___ _____ 1 I----------------- 1---------------- 1 Tsaliet Group Syntectomc granitoids - undifferentiated Ultrabasics - dunite____ I---------- - -^chean | Lower Complex i andesite lavas, tuffs, greywackes undifferentiated 1-------- --------------------------------- Burji Gneiss , biotite gneisses and schists- TA.MS-ULG Baro-Akobo River Baiin Intrgriled Developmcn: MaMerTable 3 Borehole rest information modified from the Russian Report of 1990, Table t.IV.3 Borehole No. i Depth (m) 1 Depth to water (m) Yield (l/s) Drawdown (m) Specific Capacity (1/s/mdd) Recommended , Production (l/S) Producing Formation 200 62 24 3 1.89 I0 1 89 10.0 Al wen i 203 55 28 9 1.2 2.0 0 60 15 Go£ 100 79 30 1 2.4 6.0 0.40 SO Al were 111 55 120 11 13 10.84 7.0 Gog 104 130 20 1 25 1.1 2.21 20.0 Alwcro A84 35 20 8 06 2.0 0.30 3.0 Alwero 4 63 25,6 0.5 1.0 6.50 50 Alwero 159 67 15.6 50 9.0 0 55 7.0 Gog 38 26 13.8 3.5 2.0 1 75 7.0 Alwero 176 176 26.3 Oil - - ‘ Gilo (I) These are production rates thought to be appropriate for lhe boreholes tested for the Russian ReportWjjor Icrtirw al Hp.dW.tar It nwl.rSource: ARDCO-GEOSERV, May 1995waTE r resources annex id groundwater prdinih^ry Cost Estimate Ur a 1.0 to 10 litre per second Sedimentary Community ^Supply W<B in Gnmbeta Plain Y^NaTPe^7”" UfUl Price (Estimated Birr) 1. J. ' Move onto site, mobilise, demobilise and move to next drill site____________ ______ " "Drill total approx. JOO metres 150 mm diameter test pilot bore____________ ______ Electric log test pilot bore to total depth of Lump sum .J_ approx. JOQjti ____________ ____ _______ ------ 1 _ Ream total approx. 100 m 360 mm diameter . ___ inn » IjCTi j:______ final bore _____________________________ Ream total of 15 m for 400 mm sanitary seal bore provide and install approx 30 m of 150 mm diameter slot perforated casing________ Provide and install approx 70 m 150 mm diameter blank steel casing Provide and install approx. 85 m of designed gravel pack material into annulus between die 150 mm diameter casing and 360 mm ream bore I 180/m 25/m - 250/m 350/m I 720/m Total Item Price per well ] _ i Estimated Birr ' ’5,000 ’ 18,000 ' 2,500 25.000 5.300 21.600 28,000 8 50/m 4,300 "9 Install 15m of cement m the 400 mm diameter lower case sanitary seal bore 36O.'m 5.400 | 10. Preliminary develop wdl by airlift method for approx 6 hours 500/hour 3.000 11 Develop well for approx. 4 hours using turbine pump 660/hour J 2.640 1 12 Test pump well for 6 hours with turbine pump 660/hour 4,000 1 13. Finish wellhead and dean well she Lump sum 3,000 —----- ------ , Estimated total price per well 127,740 Sav 128.000 TAMS-ULG Barer-A kobo River Basin Integrated Development Mister PlanWATER RESOURCES 1 ANNEX D GROUn^.^ Table 6: Preliminary Cost Estimate for a 5.0 to 50 litre per second AgricuIturaJ Wf|| * Gainbeta Plain Item No I Description Unit Price (Estimated But) TouJ hetnp^ Perwd] lErimatedB^ Move onto site, mobilise, demobilise and Lump sum move to next drill siie____________ ___________ I Drill total approx. 350 metres ISO mm 180/m diameter test pilot bore Electric log test pilot bore to total depth of 15/m approx. 350 m Ream total approx 300 m 400 mm diameter final bore Ream total of 15 m for 550 mm sanitary seal bore____________________________________ Provide and install approx 100 m of 250 mm diameter slot perforated casing Provide and install approx. 200 m 250 mm 300/m 500/m 1050/m 700/m diameter bl ank steel easins 8I Provide and install approx 300 m of designed gravel pack material into annulus between the easins’ and 400 mm ream bore 9 Install 15m of cement in the 450 mm diameter lower case sanitary seal bore 360/m 5,400 ho. 1 Preliminary develop well by swabbing and bailing for approx 12 hours 500/hour 6.000 11 Develop well for approx 12 hours using turbine pump 660/hour 12 Test pump well for 24 hours with turbine 660 hour pump 8,000 | 16,000 13 Finish wellhead and clean well site Lump sum 3.000. Estimated total price per well 465,150. iSiy r 500.000 TAMS-VLG Baro-Akobo River Baiin Integrated Drvdopmenl Mister Planwater resources Table 7: Preliminary Cost Estimate fora in i> annex id ground water " '---------------------'----------- — Water Supply H ell in the Gambela Plain ' P*r Sw‘ond Basement c aniplex Community jietn No- 1. Description Move onto site, mobilise, demobilise and to ned drill site____________________ Unit Price ("Estimated Birr) 2- 3 4 ---------Ipnii total approx 100 metres ISO mm diameter test pilot bore.______________ ■— Ream iota! approx 100 m 300 mm diameter final bore ________________ —Ream total of 15 m for 400 mm sanitary seal bore__________________________________ Provide and install approx 50 m of 150 mm diameter slot perforated casing Provide and install approx 50 m 150 mm diameter blank steel casing____________ ____ | Provide and install approx 85 m of designed gravel pack material into annulus between the 150 mm diameter casing and 300 mm ream bore_______ __________________________ Install 15m of cement in the 400 mm diameter Lump sum 180/m 240/m 3Wm 720/m 40Om 2^'m Total Item Price per well ^Estimated Birr i 3.000 18,000 24,000 5,300 jtTooo 20,000 9, 10. Preliminary develop well by' airlift method for approx 4 hours 30CVhour 1,200 Develop well for approx 8 hours using turbine pump 600/hour 4,800 — 11. Test pump well for 4 hours 600/hour 2.400 12 Finish wellhead and clean well site Lumpsum Estimated total price per well Sav _J 3.000 125,000 124.800 TAM^L^rZAkolw Mver Basic Intend Development Muter PlanWATER RESOl RCES APPENDIX 1 COMMUNITY Wa ^Lg h?? —— ' n>-AkotH) Ki verH,—’ —______ B ’S,D ,n,t^ eT ^ -^ tn0 dOp,af"’M«ierP,~It been indicated An section it of this report that it paeaibl* to improv* rani tar y oondltlona and w® ^ability ot water auppiiea by comstrueting nev water weella, deP°2ding existing pumping units and/or xepairiag and improving u f5,- lon piping; valving and other facilities. In ordar to al P rO“ lne these and other specific condition* at existing dBt?Znal water systems, a survey should be conducted to define remedial action required at wash water da11vary facility. would probably be within the perview of the Ninistry of Water - ourcee to provide the funding of funding, equipment, "Report, materials and sen power required to conduct the cr *v. survey and referred to herein as the Cceeuinity Water JuSly survey (CWBS). t c C senior level engineer wouldbe required to lead the prapessad tcwSiS), with two assistant Level engineers to provide the senior □ ineer with technical and administrative support. Two or more * «ld leafflH consisting of two technitlans each, one of junior a-*ne*r level and the other of engineering Or geologic aid level, could constitute each team. The field teas* would do the actual survey information collection and recordation. rield survey team support, scheduling and planning would be done in an office of the Ministry of Water Xaaouruee An addle Abeba by the senior engineer end hi* staff. Such Dlanming would include! . Determination of the names and locations of cocuranity water supply systems to be visited by ths field team during each work week. 2. Development and institution of a systematic procedure for survey visits based, for example, on population, a grid location, woreda by woreda eoverage er some other aystea. 3. Formulation and organization of a plan for the use of information collected in the field, «. Plan required tnanagenent, direction and support to field survey teams. 5. Modify working method*, locations and personnel a* required to conduct field and office activities. Pield teaa* would be provided with information sheets upoa which °“2fcrva"^On5 an^ salient water system Information canid be entered. such information sheets would be transmitted weekly £^ oa th . * field to the Ministry in addle Abeba for processing °“ ® staff. TheTablebtlowis a pro forma Infonution sheet le «at indicate* the type of information which would be useful ’■^e suggested Conmunity Water Supply Survey.TABLE Pro foraa Inforsation Sheet For A Cowunity Water Supply Survey, Baro-Akobo Maetex Plan Project Minlatxy of water Resources, Ethiopia CoMunlty Rana: . Date of Visit:Survey Teaw Leader: Coseunity Elevation:______________ M Map Coordinates:_______________ Notes:_________________________________________________ Nap Scale: ____________________ Woreda Nase:. Water Source: Well Spring Surface Water other _ Notea i Well Water Level, Solow Ground Surface: Type of Discharge: Open Pipe Valve Stand Pipe _ Other: None ______________ Notes ____________ _____________________________________ _______ Reservoir: Open RondOpen Concrete closed Concrete Metal Elevated Metal Ground Other None Notes i Pwsp Type: Band Electric IC Engine Am sal __________________ Other None Notes: ______________________________________ __ ______________ Puaplng Equipment Condition: - Storage Squipaont Condition: ___________________________________ - Piping Condition: General Sanitary Condltloni ___________________________ Itees Requiring Notes:______________________________ ~ Iaeediate Repair: — Unusual Conditions Observed: water resources ANNEX IE RESERVOIR OPERATION STUDIES ANNEX IE RESERVOIR OPERATION STUDIES TA.MS-ULG Baro-AXobn River Basin Integrated Development Studyin CGfl I I R.C--E-S ANNEX IE RJESERVOIR OPERATION STUDIES y HODU CT IO N - *-■ -* .......... . .......... «*r —.. ...... ■■ - - 2 METHODOLOGY................................................................................... ............ ........................ ..... — 2 3 RESER vo r , YIELD.............................. .............................. ...... ...... ...................................... ............. s j^kSERVOlR OPERATION FOR IRRIGATION 5 HYDROELECTRIC OPERATION MULTIPURPOSE projects + W ■ ■■ ■■n iaiii x mav ■*■»«■»>«>» an -----7 7 SYSTEM OPERATION AND BASIN MODELLING................................. -.......... .......... ...........-.........1J 7 i Hydropower system operation............... ............. ...... ..... ....... . ............ .......... . ................ .............. -■ 13 7.2 Hydropower system on the Birbir River......................................................................................................... !3 7.3 Hydropower sy stem on the Geba River....................... 13 7 4 Indirect benefits of hydropower development in the upper basm............................................................ 13 7.5 Ultimate hydroelectric power of the Baro River Basin TABLES .14 fable 1 Reservoirs Net Evaporation (mm} ................................................................... 4 Table 2 Yield of Proposed Reservoirs................................... .. ....... . ....................................................... 5 fable 3 Monthly Irrigation Requirements in itr/sec per 10,000 hectares ..... 7 Table4, Reservoir Storage for Irrigation ................................................................... ............................. . 7 Table 5. Hydroelectric Power Plant Characteristics ........................... ........................... . .......................... 9 Table 6. Hydropower Potential of Proposed Reservoirs............................................. . ............... 10 Table 7 Hydropower Potential of the Baro River Basin........................................................ 15 FIGURES Al were River Basin - Reservoir Operation Model Gilo River Basin * Reservoir Operation Model Gilo ] Multipurpose Project - Regulated Flow Histogram r Gambela Multipurpose Project - Regulated Flow Histogram Baro River Basin - Reservoir Operation Model Birbir River Hydropower System - Regulated Flow Histogram Geba River Hydropower System - Regulated Flow Histogram Geba-A and Baro Hydropower Developments - Regulated Flow Histogram Baro River Hydropower System - Regulated Flow Histogram A P PE.NDLX l are A C AP ACTTY CURVES APPENDIX 2 HEC-5 SAMPLE OUTPUT TAMS-llLG Baro-Akobu River Basin Inlc-rated Development StudyWATER resources ANNEX IE RESERVOIR OPERATION 1. INTRODUCTION The reservoir operation studies performed were aimed at determining the benefits derived fro implementation of reserv oirs in the Baro-Akobo basin These reservoirs are planned for the retn i of river flows, either to control floods; to generate electricity at hydropower plants located at theT itself or further downstream, for irrigation or for a combination of all three uses The benefits of regulation are calculated by simulating the reservoir operation through a hydrologs, sequence The time series selected for this study consists of natural monthly flows obtained by extension and transposition of actual records These unregulated monthly flows time series developed for a simulation period of 74 years at most of the dam sites The methodology- used to dem* the hydrological data of the basin is described in Annex IB For some of the sites the simulate was shorter due to the lack of data, and poor correlation with other gauging stations. ’ TAMS-ULG Baro-Akobo River Basin Intcgmicd Development StudyW ATER RESOURCES ANNEX IE RESERVOIR OPERATION STUDIES methodology ’ j in sizing conservation storage requirements These objectives are accomplished by ____ r? • j«i i «“ determine Conservation storage requirements for each reservoir in the system. The influence of a system of reservoirs on the spatial and temporal distribution of runoff in the basin; The evaluation of operational criteria for both flood control and hydropower for a system of reservoirs. The reservoir releases are controlled to meet one or several targets For flood control, the operation rule can be, for example, to release a discharge which will not exceed a targeted value such as the bank-foil capacity of the reach downstream of the dam, and store the excess volume up until the reservoir level reaches the maximum level of the flood control storage In the case of water conservation, the reservoir releases are made to meet a minimum target flow foreiiher water supply or irrigation or any other objectives The targeted discharge can vary on a monthly, daily or hourly basis, or can be a function of water levels at a downstream location, for hydropower, water is released to generate energy to meet the demand defined either for the considered reservoir or for the global demand of a system of several reservoirs equipped with hydroelectric power plants In this latter case, the release of the reservoirs is determined such Lhat the remaining stored water in the reservoirs is proportionally distributed among the reservoirs in the system. This operating rule, which can also be m i a project, provides for all the reservoirs toJ* « P ? m Balancing the of water conservation for irrigation storage of several reser/oirs can also be achieved m or water supply when two or more reservoirs provide st rag In addition to the flow sequences, the input to the m ® com * such as the area capacity curve, the outlet disc 8 ■ * larget poim 'sts of the reservoir characteristics of the rese( v O ir level, e the net evaporation over the reservoir and a set of operating on , in the Baro-Akobo basin are presented in Appendix IE-1 including, dead storage, bu er Th** monthly net evaporation was determined for - j f r zs-ar-Vi reservoir based on the available nations The net evaporation is of pan evaporation at nearbv meteorological stations TAiMS-LLG Baro-Akobo River Bunn Integrated Development Study'ANNEX IE RESERVOIR OPERATION STUft^ WATER RESOURCES After rhe filling of the reservoir, the water losses are equal to (he lake evaporation The forn)Jj used is « e2 - (P - RO The lake evaporation was taken as 70% of the measured pan evaporation Table 1 shows w Lotion calculation performed for each reservoir Mnrace level is the level below which the reservoir level should not bt The reservoir dead s g operated, al the mi accumulation nea lQ be expected maximnm level of sediment out)el Under ^ain circumstances, this level may also minimum for example, in the case of a hydropower plain fe r»^voir level may be dretated by the minimum operating head for turbme op« Appendix IE-2 TA.MS-ULG Baro-Akobo River Basin Integrated Development Stud?tzr Table 1. Reservoirs Net Evaporation (mm) Jan T™ Mar Apr May Jon Jal Am Sep | Ocl Naw ' 1 Total \ i Itilllf 99.5 99.1 1147 74 0 •27 7 14 9 .100 17 0 87 8 654 563 '< 94 9 683 9 j 1 Gmubdj 1019 J01 2 104 2 74 6 49 8 -26 1 -66.5 •20.6 169 65.6 85.6 1 93.8 500.3 ' | Ihaigu 101 9 101 2 104.2 | 74 6 ■29 8 -26 2 -66 6 -20 x 167 65.4 83.6 93 7 499 8 I TAMS 102 3 101 6 104.7 75 4 .286 235 -619 •14 8 23.0 70.1 87.6 947 5309 I Abo ba 36.7 61.9 692 36 2 -40.2 •34.5 ■90.7 ■59.6 •21.5 20.7 179 339 106 9 Chlru 57 6 62 4 69 7 371 .31 1 -30 4 L ■«” -53 4 • 159 259 406 57 3 127 1 Mry 37.1 61.3 69.3 38 2 -43 2 •366 -861 -410 138 239 428 590 125.2 IKtmballg 573 622 69 5 367 389 •31.9 87 5 -55 6 -17 9 24 0 39.6 56 8 114 4 Gllo-I 60.2 64.0 834 406 -313 ■21 7 81.3 -47.4 - 85 118 45 2 6JH 199 0 GUo-2 600 65 9 83 0 40 4 41.1 -22 6 -82.2 -48 5 • 96 30 9 44 7 63 5 191.6 GLkrJ 39 9 61 » 821 40 2 -32.1 •212 -82 8 -493 -103 30 2 44 3 63.2 1868 lUrMr A 89 3 93 2 79 5 47 5 •101.6 -2186 ■2213 177 5 • 150.2 22 3 9| 4 976 -346.5 Grbo-R 70.0 6«4 26 4 -62 ■ 120 5 -61 8 - 9.4 61 1 762 80 3 75 K 69 5 331 9 GcbnA 85 5 64 7 24 3 45 9 10 7 -106.6 1270 -101.5 40 0 30 1 1054 102 1 -737 Star 83 5 64 7 243 43 9 107 .1066 •127 0 ! -1015 -40.0 30 1 1054 102 8 -71.7 Sar 70 3 72 1 -30 3 193 -108 4 -1392 -78 2 3 8 -3 6 81 6 58.6 71 2 170 Gumrio 70 J 513 178 -240 -143 9 -211 5 -1627 • 1477 124.3 9 1 127 654 •582.6 llaro 703 711 303 19 3 -108.4 -139.2 -78.2 31 •16 Ml 6 58.6 71 2 170 Brim 63 I 72 3 7 3 31 I .92 0 -73 5 -1003 • 113.1 -73 2 -3 1 30 6 316 -246 0 Kltthu 43 8 J49 16 -1274 75 2 294 •95.3 -78 4 .86 7 • 17 2 21.7 216 -410 1 Sake Cud 676 69 8 29.6 ♦ 12 -1179 ■62 8 40 S 140 115 514 74 7 691 167 7 Blrbir R 69.9 71 2 296 -5 5 -1253 -72 9 -44.6 •221 24 1 49 x 74 4 716 163 0WATER RESOURCES ANNEX IE RESERVOIR OPERATION 3, RESERVOIR YIELD The first use of the model for this study was to determine the yield of the proposed reservoir For the purpose of this study the yield was defined as the constant monthly flow that can guaranteed even- month of the simulation period with a 98% reliability, i e , the shortage is to 2% of the targeted yield. The model used for the simulation is the simplest form of re«nOc modelling consisting of an inflow sequence, the characteristics of the reservoir impounded by ft proposed dam and a constant monthly water requirement The methodology used to determine^ yield is a trial and erTor process For a selected release, the inflow sequence is routed through reservoir such that a constant targeted flow is released every month of the simulation period The targeted reservoir release is successively varied until the shortage in water delivery for the entire simulation penod is equal to 2% of the yield The model was used to determine the yield of the 22 reservoirs previously identified in the studies by ARDCO-GEOSERV and Selkhozpromexpon Table 2 below provides the yield for each of these reservoirs Table 2. Yield of Proposed Reservoirs Project Name Mean Annual Flow Active Storage (Mem) Yield at 98% Rd. (m /s) 5 lung 390 | 249 99 Gambcla 371 6.600 362 Bonga 368 6,682 358 Tams 353 4.807 329 . Abobo 17.7 573 9.20 . _ Chiru 5.47 378 i 5 47 Mey 2.73 ''27.2 2 56 ____ - Dumbong 7.75 133.1 7 75 — Gilo-1 74 1 2,341 74.1 Gilo-2 92.2 1,552 88 5 —- Gilo-3 922 930 83 3 -------- - Birbir-A 57 9 827 53 4 — Geba-R 143 1 1,365 93.5 _ __ —" Geba-A 35 9 550 27 9 ____ Sese 7 44 130 7.25 _------ -- - Sor 53 6 194 18 8___________ — Gumero 8,70 200 7 70 Baro 49.8 483 31 9 _ ________— Beko 21.2 544 21 2 _ ' Kashu 117 127 . 1 8 20 _____ " Saku-Guda 5 91 i 80 5.52___ ____ ___ Birbir-R 105.9 2,490 104.7 TAMS-ULG Baro-Akobo River Basin Integra led Development Study(VA-rex resources ^X.Ereser^ -------- - ------- PERA77ONSTUDffis T^yidd isa characteristic of the reservoir n ^labitity of water for irrigation purpose where th n Sft?Uence. but does n ♦ fcrMropo«r where rhe requrremenr^ ^AP^idsibfijfv G Barv-AJcobo River Bajio Integral rd Development StudyWATER RESOURCES ANNEX IE RESERVOIR OPERATION . ______ ____ STtT»lEs RESERVOIR OPERATION FOR IRRIGATION The simulation model used for the purpose of assessing the irrigation potential of reservoirs is fairly similar to that used above to determine the reservoir yield The main d*fF °ftlle 4. are that the targeted flow releases vary on a monthly basis and the reliability criteria is d ' more accurately address the water requirements of an irrigation system. The methodology is"*” ° trial and error process in which the release requirements are modified until the selected eT * level is reached In this case, the reliability criterion selected is as follows: for each month at l' 80% of the monthly water requirements are met 95% of the time eaa For the imgation reservoir the monthly supplemental water requirements shown on Table 3 uere used to determine their potential to regulate nver flows to supply irrigable land with water Table 3. Monthly Irrigation Requirements in m /sec per 10,000 hectares J January February 9.40 July 9.10 4 60 August 0 00 March 1 20 September r o.oo April 0.00 October ood Mav 000 November 5.80 June 760 December 12 20 Based on these requirements and the following dam configurations, the area which can be irrigated has been determined as shown in Table 4 An additional requirement was placed on the irrigation project for environmental reasons a minimum constant release equal to 8% of the mean annu flow should be maintained in the river downstream of the dam. Table 4. Reservoir Storage for Irrigation Dam Active Storage Water level (Mem) Envir. Release I Mai Min ■ franc Gambela 158 431 6 428.5 505 0I 482 0 31_2 LL92 Chiru_ Dumbong 5120] 504 0 _| 0 44 513 5 506 0 _ 0_62 Gilo-1 2.341 I 606 8 590 Gilo1 1,427 ' 473.0 460.0 7 40 On the low land of the Baro basin 249,800 hectares of irrigable land have been identi Irrigate* Area l_95.000___- - 49 8 00 - 12^000_^_- 15,000 "" J_62.000____-- lOOOOO-^—J the would be served from the Itang reservoir and 151,500 from the Gambela rcserv'°,r here Of f e i* sedimentation studies it appears that the Itang reservoir will have a limited life, and ^ve |0 will be necessary for the long-term planning to assume that rhe regulating storage wi of the provided upstream of Itang. for example at the Gambela reservoir A simulation ~ ~ TAMS’ULG Biro-Akobo River Baitn Inteerated Development Stud? -ANNEX IE RESERVOIR OPERATION STUDIES ««rvoir shows that an active storage of 2.100 Mem, i t . a maximum pool level at .< river svstem (Figure I), three dams have been considered for irrieation the The ~------------------ «« storage « DumbOTgihoJdht mCma« l 10 242 9 Mem, i « . «'h a maximum reservoir , OTI a, El. SIS io irrigate 15,000 hectares and release sufficient waler to allow imitation a: the Abobo dam When the third reservoir, at Chiru is considered and the Dumbong and Abobo reservoirs are maintained at the level established above, an additional 9,000 hectares of land can JC3V» - J——-*u—• , be irrigated at the Chiru dam without affecting the Abobo project .u Ak*k* _________ * In the Gilo basin (Figure2), the storage provided by the Gilo-1 is sufficient to irrigate the 123.100 hectares of land under its command There arc another 72.800 hectares of irrigable land in the vicinity of Gilo-2. Gilo-1 alone does not provide sufficient regulating storage to meet the requirements of the combined 196,000 hectares A simulation model of the combined operation of Gilo-1 and Gilo-2 reservoirs has been prepared to determine the maximum irrigation potential of the GiJo river The model shows that the storage of the two reservoirs is sufficient to develop the fiill potential of 196,000 hectaresi r -i ■ i- r '4 LEGEM? o Reser-vor rz7 Me* Irr gable Ar« (in ho) *-9 •ncfeTWfllal Runaff AtWEftO M00& AESERVOF OPERAHO^LEGS®: o Net Irrigate Ar« (in ha} Jncremento- Ru^of? OSLO RMR BASIN reservof operation model HGURE 2WATER RESOURCES ANNEX IE RESERVOIR OPERATION 5. HYDROELECTRIC OPERATION With regards to hydropower operation, the program allows the detection of the firm weH secondary energy For the purpose of this study the firm energy was defined as the monthly energy that'can be guaranteed every month of the simulation period with 98% reliabdrty secondary energy is the energy generated dunng periods of spillage when the reservoir isfoil, units can operate up to the maximum capacity of the turbines The secondary energy canrct j, guaranteed and therefore has a lesser value than the firm energy As for the previously' descte simulation, a tnal and error process is applied, it consists of varying the firm energy requirements u® 1 deficit equal to 2% of the firm energy target is achieved The general characteristics of the power plant used for the simulation are shown on Table 5 For the purpose of these simulations each project-installed capacity has been selected to achieve a plant fcr of 60%. Table 5. Hydroelectric Power Plant Characteristics Project Name Headwater level Active Storage Maximum Installed Discharge Capacity ,J Mai Min Birbir-A 1.355 1,355 827 135 89 0 I (MW) «J Birbir-R 1,158 1,056 2,490 340 174 5 Geba-R 1,115 1,083 1.365 240 1640 Geba-AI 2.115 2,115 550 285 48.3 Geba-A2 1,675 1,675 550 175 48.3 Gilo-1 606 8 578 6 2,341 84 123.5 Gumero-1 1460 1,460 200 120 12 8 Gumer o-2 1.300 1,300 200 180 128 Gumero-3 1.000 r .^ooo .. L 200 200 128 Kashu ' 1.450 L«5O 127 530 14 5 Sor-R 1,539 1,513 194 J 52 ' 3! 3 Sor-A 1,170 1,170 1*L r 210 31 3 Tams 760 735 4,807 246 548 | 1 The results of the simulation of the proposed hydropower reservoir are shown on Table 6 TA.MS-ULG B»ro-Akobo River Baiin Integrated Development studyTER RESOtfBCES ANNEX IE RESERVOIR OPERATION STUDIES Table 6. Hydropower Potential of Proposed Reservoirs Mean Annual Row (m /s) J Active Storage (Mem) Installed Capacity (MW) Firm Energy (GVVh'vr) __ gjfO- A| 49.8 483 40 208 -— garo- 2^ - - — — LT A 9 49 8 483 170 841 579 827 95 492 — — 105 9 2,490 465 2.503 143.1 1.365 310 1,574 .—•——■ 359 550 [T£oa~J3 —— — 105 529 l jeDd^rw.______ ___ .----- 359 550 66 337 74 1 2,341 80 1111 v * _ ________ .—-------- 426 Qunief o-1 8 70 200 12 61 Gumero 2 - Gurciero- 1 8 70 200 18 92 8 70 200 20 102 Kishu 11 7 127 60 299 Sor-R 53 6 194 13 71 Sor-A 53.6 194 52 271 Tams 353 4,807 1.060 5,452 TAMS-ULG Baro-Akoho River Basin Jnie*r««i Dori^meni Study IE-IDMonthly Discharge (mJ/i) Multipurpose Oporation of tho Gllo-1 Reservoir Development of 123,000 hecteree of Irrigated land and a 2 3 MW Hydroelectric Power PlantNatural Flow# at the Gam be la Dam Site GAMBELA MULTIPURPOSE PROJECT REGULATED FLOW HISTOGRAM Flgura 4WATER RESOURCES ANNEX IE RESERVOIR OPERATION ST^. 6. MILTIPI RPOSF PROJECTS Within the Baro-Akobo. the planned reservoirs have generally been considered for one of the purposes hydropower, irrigation or flood control However, two dams have been identified as the potential to regulate the flows for the dual purpose of irrigation and hydropower The, are? Gilo-1 dam on the Gilo river and the Gambela dam on the Baro river These reservoirs hav { simulated both as pure hydroelectric projects and dual-purpose projects If GiJo-1 were considered as a hydropower project with pnoritv to provide firm enerm n, ■ 64 m sec Based on the water requirements for imeation shown in Table 6 and enwonmemal .etea of 5 9 m’/sec (8% of the mean annual towl .to Xj'of t w suffioen. to «nga,e 47.600 heoate, at one or several doonauean, locations JT'T WOdd ** ,ha'thc averat* " “' 6e »** •» ^oonoe,^ -»«* ™^e Undsoi regulated water can be released thm. \ ' hcctares available for irrigation The remans to estimate the available power hectares of inieaiton the 73 generate 119 GUh of firm energy per yw flows regulated by this muln^^ than th^roXi<mti!X XX'<h- A amuJat,On m°del &Dm °Pcrat,on In addition to the 123.Mt1 “* “ r 3 a «ruficantJ> with a priority t0 reservoir by gravity This water however r0JeCt' 1 e - ,in8arion P0^- ** thaI ^Pphed with waler from fr pool level at El 49s The hvdm CZ, A co^anlT? multipurpose project arX^n in F.guT^ toe of the dam For the purpose of this analyte ‘hr°Ugh '** rescrvw has been considered with a nwcmun gCTeraied * ’»* 75 ™ P'-t are 365 GUb of <1 °WS fl0WS FoX^pu^, WOuJd mdudc a flood tkp m , posed on the reguiaiinc reservoir which essentially consist con‘^°l lowering the maximum reservoir level dunns the wet u □essOT nrnim hac h#vn cmiimri ™ 1 The^mm lowering of the reservoir should be sufficient to allow whenthe peak floods are expect rele.se wmr al a ra.e aaMd. mH no. exceed M“ TfT B°°‘“ capacity of the downstream ov er One w 10 lhc plain the TAMS dam on the Baro ri** £- The return penod of the incoming flood was selected to be 100-™ The aim of the simulation if V> determine the economical cost of such a scenario Tk- yw. t ne atm or we simu for hydropower and flood control The obvious eco^S” ii / tk5i^e . cconomjcaJ cost of the flood protection in either S will be the loss of power gencrarmn due to the lowenng of the maximum reservoir level It has been detenmned that the reservoir should be lowered to El 747 dunng the flood season May to November to provide 1,237 Mem of flood contro]storapr and imut LhZreservoir release toj^ TAMS-ULG Biro-Alobo Rhcr Bi«0 Doelopmen I St»d>WATER RESOURCES bank rapacity ar Gambela of 880 m\scc a ^1 . operating rute results in rhe generation of 4 757 rJ?*1 ^roDowtir nJmi ' X there is no consideration of flood control ° f ener8V per yX '--------- ------------------ - ** of GWh L G Buro-AkuiH) River Bavin IntegratedDevelopmentStuefy IE -12WATER RESOURCES ANNEX IE RESERVOIR OPERATION STL^ __________________ 7. SYSTEM OPERATION AND BASIN MODELLING 7.1 Hydropower system operation The program has also been used to simulate the combined operation of hydroelectric power as a balanced system where energy deficit at one reservoir can be compensated with the oife Typical reaches of river where such projects can be planned include the Rirbir and Geba riven The entire Baro river system is shown on Figure 5 This operation provides firm energy in ex^ri of what would be generated by each plant individually Two hydropower systems, one on ta Birbir River and one on the Geba River, have been simulated For the purpose of ihtst simulations, the power plant installed capacities have been selected to maintain a plant factor let the system of approximately 60% over the considered penod of development This plant factor is expected to be close to that reached by the demand on (he interconnected system as it grows 7.2 Hydropower sy stem on the Birbir River On the Birbir river, a reservoir system consisting of Birbu-A with an installed capacity of 86 MW and Birbir-R with a dam at the location proposed in the Russian study, bul with a maximum poo! level at E! 1,120 instead of El 1,158 (a dam 38 metre lower) and equipped with a 422 MW power plant, would be capable of generating 2,618 GWh per year of firm energy This output is to be compared with a total output of the project operannn independently of 454 GWh for Birbu-A and 1,743 GWh for Birbir-R or a total 2,379 GWh of firm energy per year This is an increase of 19% The natural monthly flows at the Itang gauging are compared with the flows regulated by the Birbir system on Figure 6 7.3 Hydropower system on the Geba River A similar situauon exists on the Geba River Three dam projects have been identified on the over and its tributary the Sor River They consist of the Geba-A dam with two downs***0 diversions, the Sor dam with a power plant at the dam and a downstream diversion and the <^ ’ a R dam located just upstream of the confluence with the Birbir River A simulation model ofltuS system has been prepared with a total installed capacity of 6] 8 MW 183 MW al the diversions downstream of Geba-A dam, 65 MU' on the Sor river and 370 MW at the Get>»-R dam This system of five power plants would generate 3,238 GWh of firm energv per year This is 14% more than the five power plains running independently The natural monthly flows on Baro nver at the Itang gauging station arc compared on Figure 7 with those resulting fro*1 ri* reservoir regulation on the Gebra hydroelecinc system 7.4 Indirect benefits of hydropower development in the upper basin Based on the attractive return shown by some of the hydroelectric schemes in the Baro-AW^0 basin, several scenarios of development have been identified as part of this Master Plan In ord*! TAMS-ULG BaroAkobo Rher Biiin Integrated Bevr lopmeni Stady TAMft»rri.f» R»rru'li IrAhn. Dirv^r- !*•■■■■>> IwtAi.—.-J a—- — - IE JJGCRA’A DAM F Di^efscfi wilt Hytf OPO*er 9AP0 RIVtR 9ASIN RESERVOW OPERATION MODELMonthly Dischargt (mW Monthly Dischs BIrblr Rlvor Hydropower Sy item • Two Dims and Two Poworplinta Blrbir-A (86 MW) and 0irt>lr R (422 MW) BIRBIR RIVER HYDROPOWER SYSTEM REGULATED FLOW HISTOGRAM Flfure 6 _*■ * jrrMonthly Discharge (m3/s) Monthly Disch a , Natural Flows at the Hang Gauging Station G«t>i Rlvor Hydropower Syalam - Thraa Dams and Five Powarplanta: Qata A (112MW & 71 MW), Sor(13MW4 «5MW) andGaba-R (270 MW) GEBA RIVER HYDROPOWER SYSTEM REGULATED FLOW HISTOGRAM Figure 7Monthly Dischi rg« (m3>») Monthly Dlschi, Natural Flows at the Itang Gauging Station GEBA-A AND BARO HYDROPOWER DEVELOPMENT REGULATED FLOW HISTOGRAM Figure 8 *•* 'T*ANNEX IE RESERVOIR OPERATION STUDIES wA tek resources t0 fullv evaluate the economic benefits ofthcx ■ ~ Si '”‘,,a'l'"““fdevdo m ------------------ P CT Magcs , One model was developed to evaluate the indirect benefit r „ To do so. this model considered, the stage of dev^u the upper economically justified on the basis of hydroeleetrie basin. nwly the <W.-A V ' fiow Ration in the nnn- u ■ Bo 'f' of "’««> Projects „„ 7? construction of two downstream power plants al each 7," “ inika“<‘ in Amicxlj JJ? over releases a regulated flow of 31.1 >Z " m would be 41.2 m'/sec This regulation of the flows ' , ? t Project,. The re,™;. „ ' 'he r lhat on thc Baro the regulat^fir^^3 plain significantly increases the low flows of thi ^h<’U8h modcsi when it rtaXs the c J°T isanntd and rotated) is shown on g Bir shows that, as a secondary benefit the r*o, i j n ' A ”, ™V"»n mular‘ori model develoneH fn .k- ' ^OWs land at thc projects identified in the victmr. r !°W be used to lfrigate 8S >oc> / *ccnar,° 7,5 Ultimate hydroelectric power of the Bar© River Basin A series of simulation models were also developed to evaluate the full potential of economically feasible hydroelectric projects in the Bare river basin. As indicated in .Annex 1J the better projects of the basin include the Geba-A dam, the system of Birbir-A and Birbir-R dams, the Baro dam, the Sor dam and possibly the TAMS or the Geba-R dams To that end, a series of models was created for the following stages of development ■ Geba-A Geba-A and Birbir-A Geba-A, Birbir-A and Birbir-R Geba-A, Birbir-A, Birbir-R and Baro Geba-A, Birbir-A, Birbir-R, Baro and Sor Geba-A, Birbir-A, Birbir-R, Baro, Sor and Geba-R F ’^re 5 shows a Jydropower plants, dependable capaciry schematic representation of the fully developed systems of dams and The benefits of the various stages of development, tn terms of firm and are shown on Table 7 Thc storage capacities of thc considered reservoirs reduced to take into account 50 years of sedimentation TaMS-ULG Baro-Akobo Rhcr Basin Intcgraied Development StudyWATER RESOURCES ANNEX IE RESERVOIR OPERa^ Table 7. Hydropower Potential of the Baro River Basin ' System of Reservoirs Geba-A Geba-AJirbir-A Geba-A. Birbir-A. Birbir-R Gtba-A Birbir-A Birbir-R Baro Geba-A; Birbir-A, Birbir-R, Baro Sor Geba-A Birbir-A Birbir-R, Baro, Sor; Geba-R It should be noted that the installed capacities shown for the development stages are large ihr those indicated in the previous sections of this report This simply results from the typa operation of a power system for which the plant factor is maintained at a constan t valued approximately 60%, close to that expected for the Interconnected System, was se lected ,t i comparison between the natural monthly flows and those regulated by these hydroelectric pow plants and reservoirs is shown on Figure 9. The Gumero project which is also in the Baro river basin, was not modelled in that system sat its small size would not significantly contribute to the flow regulation in the basin The Kasx hydroelectric project is hydrologically independent of the Baro basin and its implementation not affect the overall system operation TAMS-ULG Biro-Akobo River Basin Integrated Development Stud) IF. -15Monthly Discharge (m3/a) Monthly Natural Flows al tl>a Hang Gauging Station Baro RWor Hydropower System - SU Dams and Nino Powerplant®: Geb.-A (112MW & 71MW). Sor(l3MW & 85MW). Geba-R (370MW). Sara <203MW & 51 MW), Blrbtr-A (88MW} and Birblr-R (370 MW) BARO RIVER HYDROPOWER SYSTEM REGULATED FLOW HISTOGRAM Figure 9 L ?** Ar■^SOURCES ANNEX 1E RESERVOIR OPERATION STUDIES APPENDIX 1 AREA CAPACITY CURVES TaMS-ULG Baro-Akobo River Ba<in Integrated Development Slndv IE. - Appcudii 1Elevation in meters Area in km2 200 1 50 1730 -------- 1 I I I------------------ L 1720 1710 1700 1690 500 1000 150° Reservoir Capacity (mem) BARO RESER^ Area-Capacity CU^Elevation in meters Area in km2 BIRBIR-A RESERVOIR Area-Capacity CurveArea in km2 60 50 40 30 20 1180 | 1 1 1 1 | 1 1-1 -1 i L± L L-L tilt 111, 44-L-i i- li lli-L J 1160 —U—— Nhn 1J al Mix. Dper. Level El 115 I'x v ■i-d i 1 i L-r'-'T .rrtn—nr 1140 j n i, p-L II 4 HU - -U-t 1# ... i H11 1120 1 1 1 1 j 1JJ.■ III! 1 I II HH Hr 1I1l0W0 4 11 r'r1 ■- I \Z [ nr 'UI Ti L ILLi - 7V b 1 | | 1' 14y 1080 4 / f 11 h- i Txi 11 '’II! r r" —|- 'HXlRr I T1/1 i 1060 —4 / 1-------- hjrmal Mln. Of >ir. Lei EL|l ~n —r- ■t“44u1 IHG.p |N 1 J 1/7 1 ---- —- F /4 1 ”T —— 1040 —1 j 1 4 —T 4/1 |. 11 1"TTH L -l -rrLiT1\ w 1 li * 11 — T 4 tT'r“t L KL .1 111 44 - 11 ■n 1 "i 11 1 H N 11 j | 1 -L-Dji 980 “Till ~ ~r i i i 11 hr- —~ nn 1t 4 -r1 - \ Ti __ 1 j 1 j14t4 iiii | i '' 1 0 500 1000 1500 2000 2500 Reservoir Capacity (mem) b3IiRrBbJKir--r^R rE.? ?^ e Area-Capacity cu Cl) rveElevation In meters Area in km 2 CHIRU RESERVOIR Area-Capacity CurveElevation in meters 40 30 Area in km2 20 10 Normal Max.Op^r ~i~i i i i 11 i i i ~r~ 100 200 Reservoir Capacity (mcm) 300 DUMBONG RESERVO1” Area-Capacity Cu^eElevation In meters Area in km2 gambela reservoir Area-Capacity CurveElevation in meters Area in km2 2180 2170 2160 2150 2140 2130 500 1000 1500 Reservoir Capacity (mem) GEBA-A RESERVOIR Area-Capacity Cun'1 s' J* , e ... •Elevation in meters Area in km2 geba-r reservoir Area-Capacity CurveArea in km2 160 1*0 120 100 80 6 0 40 0 1000 2000 3UUU Reservoir Capacity (mcm) GILO-1 RE^ RV0 Area-Capacity cu^Elevation in meters Area in km2 GILO-2 RESERVOIR Area-Capacity CurveArea in km2 GUMERO RESERVO’ Area-Capacity <W(Elevation in meters Area in km2 ITANG RESERVOIR Area-Capacity Curve40 30 io L-4-4 1 L L 1 i LI Area in km2 20 —1 I— l—1 1 111 kJ p ormal M r—r ai.Optf. Lt /tiguses £ —J LI— --- 1—J* -14 ■ I1 1 r~ n4 i1 * ——— ormal Mln. C ptr. rr - Level El. 1 S«p.0 lJ :ii 7^ r— * Z-l L —I —r 1 L :apaw z — r — — 1Ajea-> \ —'T Nj i _ ___ 1 L r r —T — “I | 1 1 Ia _ J LI 1—I—rr —p 1 pj At 1 i L r— r r 1 i, 1 r- - r —j 1 1 r- r~r- r- r~T—i I— -I -1—r—r —1 1 1 1 o 100 200 Reservoir Capacity (mcm) 300 KASHU RESERVO® Area-Capacity Cur*Elevation in meters "* -Jr Area in km2 SOR RESERVOIR Area-Capacity CurveElevation in meters Area in km2 TAMS RESERVOIR Area-Capacity CuANNEX IE RESERVOIR OPERATION STUDIES APPENDIX 2 HEC-5 SAMPLE OUTPUT HYDROPOWER POTENTIAL OF THE BARO RIVER BASIN ■ T AMS-ULG Bam-Akobo River Basin Integrated Development Study IE - Appendix 2-1for your information. the following command line was given to execute Program HEC5A: lWPUT-ttGMG.DAT 0UTPtn*i8G8$G.0UT DSSFILEM&GBSG.DSS MEMU«OFF • <C-5 SHULATIOX OF FLOOD CMTROL AND COHSERVATIOM STS1ENS Veriion 7.2; March 1991 •••• - U.S. AMY CORPS OF EKIm?"" I HYDROLOGIC ENGINEERING , 609 SECOND STREET, SUITE ’ * oavis, California 9S6h.Li; • (916) 756-1104 Tfrrttisaeewtasaetaeaaaaauau >Hl>| * X X xxxxxxx xxxxx xxxxxx X XX X X X X X XX X X xxxxxxx xxxxx X xxxxx xxxxxx X XX X X XX x X X X X X X xxxxxxx xxxxx xxxxxx X MODEL INC CAPABILITIES Of THIS VE1SI0B ARE Flood Control, Water Supply, hydropower, OSS Version 6 RAXIOI LIMITS FOR THIS VERSION ARE Control Points • *0, Model Dots cards J&+JZ Output /OSS "Stacked" jobs (TIED)- BOO cords • 20 (T1-EJ). 25 Ketervoir levels ■ 40 Seasonal Storages* Seasons ICS card)- 24 24 Power Plants - 12 Flow Sequence Set* (BF-EJ)^ Periods per Flo* Oyrwaic Di men. (DM array) |0 ^ ;<j«c-’ a nM> ““I"”1 *”"*■ 7.2; *reh 1W1 . .NITS *"E CUR"tNriT SET *T 2C RESERVOIRS AND 40 CTTRCl POINTS -1 FH<* PREflD ^ESS L»n^ TO U. 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6.80 95.1 96.3 157.0 99.5 39.1 14.22 IN 16 77 7.73 5.46 4.55 91.4 159.5 127.6 52.0 41.1 15.05 IN 16 7ft 3.47 5.11 31.2 10.64 4.01 3.8B 65.5 137.1 Z37.1 95.8 37.0 17.06 IN 16 79 14.71 6.78 8.18 23.41 62.0 3.58 145.9 157.4 155.0 121.2 24.8 14.04 IN 16 80 2.85 8.33 26.2 3.85 3.02 2.54 IM 16 81 6.75 26.99 61.9 4.74 1.94 3.92 IN 16 82 1.85 9.48 33.6 ft.96 6.20 5.90 IM 16 83 3.36 10.42 44.5 3.32 3.51 4.11 IM 16 84 3.63 5 68 18 1 . . 2.05 0.91 1.46 IN 16 85 2.01 6.16 32.9 3.70 1.7B 1.53 IM 16 86 5.71 2.81 3.43 4.44 41.8 3.10 IN 16 87 2.39 3.06 21.5 14.22 5.21 3.21 3.51 1.57 2.2 70.6 1 05.1 119.1 61.9 19.5 8.59 139.4 164.5 151.5 66.7 20.8 9.71 60.2 154.0 217.1 104.3 19.6 6.94 71.3 107.5 105.7 93.6 20.B 7.95 76.0 100.5 142.5 101.6 31.3 11.35 117.6 92.1 96.2 29.0 12.2 9.04 85.5 114.2 141.7 65.6 20.5 11.84 62.6 97.9 133.1 50.4 18.6 14.64 IN 16 88 10.04 9.18 6.46 IM 16 89 1.70 8.40 57.4 3.36 5.91 3.66 92.7 12B.5 162.1 123.1 5.83 8.40 30.4 165.2 1TB.2 111.5 28.5 14.78 150.1 31.7 9.33 IN 16 90 8.70 7.32 4.03 87.5 146.7 121.6 61.9 17.2 23.00 IN 16 91 4.67 7.69 67.0 6.83 2.77 3.21 5.B3 6.87 25.6 108.4 150.4 167.0 85.2 19.7 8.77 IM 16 92 6.53 5.58 3.62 11.42 23.22 41.7 71.1 136.2 125.1 58.3 10.3 10.98 IN 16 93 10.83 7.90 0.20 2.24 21.65 94.6 77.0 13B.6 153.3 68.7 40.0 25.05 156.7 IN 13 67 17.3 18.8 5.0 13 68 10.7 8.1 10.0 7.3 27.3 169.B 153.5 89.0 33.1 13.63 IN 1.4 0.4 5.9 20.6 IN 13 69 10.9 7.1 10.4 5.6 13.2 47.8 IN 13 70 4.8 6.5 3.1 1.6 12.9 67.2 IM 13 71 28.0 6.1 6.8 16.0 42.5 33.7 IM 13 72 11.5 3.7 0.6 4.7 14.7 44.2 92.9 140.4 311.5 225.3 63.4 31.1 47.7 132.B 203.3 68.3 30.7 15.5 46.2 92.1 122.0 67.2 10.7 4.2 115.8 149.3 189.1 124.0 44.8 25.6 117.9 125.7 182.2 127.4 63.6 23.6 IM 13 73 7.4 3.6 2.5 3.4 23.5 56.2 102.5 149.9 139.4 42.5 36.7 13.8 IN 13 74 6.5 3.6 1.1 9.6 28.4 134.3 116.2 173.9 1B2.1 103.4 26.1 9.9 IN 13 75 3.4 9.7 5.5 6.5 15.2 53.4 7.0 8.1 7.2 6.3 17.6 54.9 223.3 292.0 94.1 96.7 90.2 151.2 300.6 15B.5 135.9 19.1 8.5 101.4 40.3 15.5 IM 13 76 IM 13 77 8.4 5.8 4.9 3.B 5.9 33.6 127.0 55.4 43.4 16.4 IN 13 78 11.8 4.8 4.3 8.6 26.2 62.2 IN 13 79 16.2 8.1 4.4 3.9 10.7 30.5 68.7 132.0 223.2 100.4 40.8 19.7 137.8 152.2 150.9 123.5 29.5 16.8 76.0 106.2 118.5 65.3 22.0 10.2J-* 3.3 4.6 6.2 6.5 7.7 2.4 28-9 62.5 133.7 160-1 69.8 23,0 11.3 35-4 63.2 146- 3 101.3 21,6 0* I' I1 i:J 13.1 " P J:5 2 I* ;0 !’ > 2-« 6> 4.1 1.0 2.* I-® 3.9 10.5 44.6 96.0 23-2 11.2 8.1 9.6 4- 0 7.3 21.0 73.1 77.9 109,0 102.8 104.3 34.6 2- 3 2.0 12.4 4.6 3.1 4.2 2.4 7.3 7.9 36.3 116.9 90 2 145-3 203.8 109.1 144-3 104.6 33.7 14*4 10.4 9.5 44.5 89-9 117.3 143-4 69.8 23.6 13.5 i; 23.6 64.7 97.4 131.1 54.8 20.2 14.3 '! > '' J* 5- 1 9-1 ! ”5 \ 13 1 90 6> M 4.1 3.7 7-2 4-B 3- 3 5- 2 J> 6- 2 4.0 4.2 1J 7.6 11.2 36 . 113.7 34.8 153.6 38.3 70.8 21.5 91.0 24.4 67.1 16.6 85.9 44.7 91.6 34.8 16.8 11.9 25.4 10.8 12.8 25-8 15.2 9J fl] Il 11s II - |! ’’S n’Ji ii H" ii ii * 10.® 5-5 ts 7.2 11.® 15^7 9.®B 10.04 3-S® 10-68 6.68 5.0* 1.6® S-M ?.17 11.7 61.9 33.7 65.4 31.0 43.4 93.6 120,1 89.4 104.6 76.0 80.5 154.3 161 -2 147.0 154.0 137.6 136.4 124.8 160.4 127.1 168.7 129.4 156.8 r 6.45 A-fl* A.37 3-27 3.97 3.27 8-89 7.36 5.DB 3.72 6.2® 2.81 1-82 5.75 3.27 0.83 3.47 1.0® 9-56 2.73 3.6 3.9 10.6 10.6 fl.9 11.3 23.9 21.1 7.17 4.63 12,21 11.95 47.68 13.70 20,24 25,84 13.10 14.W 4.74 21.73 7.73 25.09 8.81 9.67 5.26 5.71 4 >14 2*B4 1.46 7.80 7.80 7.13 6.38 21.56 20.12 94.3 24.7 11.4 44.9 63.1 31.6 41-5 52-2 155.4 83.5 32.4 43.4 109.1 176.6 138.9 119.0 86.7 140.6 118-7 151.9 326.1 205.4 114.9 TOO.4 231.8 59.6 29.20 59.4 26.8 14.45 68.6 9.8 4.55 116.9 42.1 26.06 116.0 179.6 122.6 60.6 22.81 7-^ 96.6 134.6 36.1 33.A 12.81 0.34 2.BO 0.34 5.00 6.05 6.29 0.12 4.98 1.16 18.40 4.24 3.40 10-38 6.10 5-36 3.24 147- 2 1 43.2 47.8 109.4 241 9 . 08.3 164.0 308 3 . 89.4 171.6 310-4 97.3 134.3 21.4 8.06 14.7 4.31 145.8 92.4 36.3 13.22 48.9 29.0 04.9 60.8 148.1 127.3 118-6 220-2 48.3 89.0 38-2 13.96 34.4 15.83 4- 22 7.60 |f 11 ii ™ ™ 9,8* 15.66 2.66 6.29 57.6 24.4 57.5 135.5 65.6 129.5 146.2 97.7 152.8 143.9 110-6 140.7 hi " n 3-« -> l! II l< ’I J! Ii II 53 j| III BJ 4.41 B.J* 3. ! 1 .»0 3-62 3-32 2.35 3.66 1.74 3-13 31.2 41-3 55.9 66.2 70.6 109-2 143.1 99.9 93.4 85.6 201.7 98-2 5- 49 1.85 16,8 30.6 38.9 132*4 89,4 112.6 23.0 13.03 57.5 18.1 7.99 61.9 19.3 9.04 96.9 18.2 6*46 87.0 19.3 7,39 94.3 29.1 10.53 26.9 11.3 8,40 3.20 JI _II Bl 3S1 1,65 3-81 1.34 1-42 2.87 2.99 6.01 3,40 3.73 2.99 3.36 0.20 3.36 19.9 2.0 79.4 58 1 . 86.1 119 3 106.1 90 9 . 150.6 153.4 131.6 123 6 "Uli 5.10 111 z.w 4.84 6.52 5.50 6.76 2.56 5.17 7.32 2.24 3.28 60.9 46.8 19.0 10.98 17-3 13.59 ■u ia 13-22 31 :a * » ii it i» Ii u « Ii n ?i 9.J3 3.H 8.06 6.55 1.58 . 114.4 165.5 5.40 4.32 103.6 26.4 13.74 159.4 29+5 8,66 57.5 15.9 21-36 79.2 18.3 6-14 5-40 53.4 28.2 62.2 23.8 38.7 87.8 . 81.3 100,7 66,0 71*5 145.5 136.3 139.6 126.5 128.7 176.3 113.0 155.1 116.2 142.4 142.6 54.1 9.5 10.19 ii ii« 6.09 16.04 10.61 2.08 63.8 37.2 23.26 82.7 30.8 12.66 II u fl L El JT«T CatUTATIOiS FOt JOT *>BER FOR 1 F LOCOS REAO rL “MT NWJt MPSTD GUST I FLOAT EPEK [PEB.miiPER '• SZ4. 0. 1.000 67010100 0. 720 - 0 ONES* 0. TAMSI O — o <£ o ui <q §88 R§"?8S §l§m -* M 0 O W *»J 5§?i§i 8o§ gsssgs ooOOOo JI METRIC ISTMO MULEV IEVCON LEVTFC LEV8UF LEVPUH HOADLV LEVWC _ * « a4n« uses 10 LOCATIONS RESERVOIR IS SttVIkC1 (Hf6C rAT€T HASTE* PUN UPSTREAM RESERVOIRS OPERATING FOR LOCATION BIRBTR-A RlRDtR-A R1RBTR-T geba-a da GEBA A112 sc* RU gem-* da BAR© DA" BARO 1*2 ERO STST 14 ie WO-AJtOBC IMTESMTtO KASTS» PLAM channel flood cmtl consery. CAPACITY STORAGE STORAGE RIN DES. KIN REO. DIVERT MAP LOCATION FLOW FLOW 10 NLMflEir NAME BIRSIR-A 1500. 1059600. 614200. 0. 0. 0 12 iTRBIR-A DAM BIRBJR-A 1500. 0- 0. 0. 0. 0 50 RIRIII'A DlV-1 RIMIR-T 1500. 1WW. 861B0C. 0. 0. 0 22 aiiaiB-T dam < GEIA-A DA 1500- 373000. 795600. 0. 0. 0 H GEBA-A DAM GEM A112 1500. 0. 0- 0. 0. D 51 GERA A1t2 1. SOR RIA 1500. 14700. 154400. 0. 0. 0 16 SW RIA GEBA-R DA 1500. 250900. 1400100. 0. 0. 0 13 uEBA-R DAM KARO DAM 1500. 553200. 935300. 0. 0- 0 IS BAJtO DAM BARQ 112 1500. 0. 0. 0. 0. 0 52 ftARO 1t2 Etf SYST 1500. 0. 0. 0. 0. 0 99 END ST5T TAMStfttlVDIt Ml* USER ID* 12 COHP to* RS storages* 0. 638700. 1 2450C. 939400. 09100. 169*300. 209600. 394100. K 0 CAPACITIES* WOO. 1000. 1000. 1000. 1000. 1000. RA AREAS* 0. 54800. RE ELEVATIONS* 1395.00 1425.00 1000. 1000. 8300. 17700. 30700. 43000. 65700. 1405.00 1430.00 86200. 1410.00 1440.00 1415.00 1420.00 USE* ID* 50 cow IO* 2 RS STORAGES* 0. 100000. ■0 Q CAPACITIES* 0. 1000. RA AREAS* 0. 1000. RE ELEVATIONS* 1350.00 1355.00 USER ID* 22 COMP ID* RS STORAGES* 0. 502800. 1097900. 3 86700. 592200. 152200. 696400. 239900. 815200. 354900. 948500. RO Q CAPACITIES* 0. 1000. 1000. 1000. 1000. 1000. 1000. 1000. 1000. 1000. 1000. RA AREAS- 0. 5500. 7700. 9900. 13200. 16400. 31700. RE ELEVATIONS* 1025.00 1100.00 1125.00 19400. 1060.00 1105.00 22300. 1070.00 1110.00 25200. 1080.00 1115.00 28100. 1090.00 1120.00 USER 10* 14 CtMP 10* 4 RS STORAGES* 0. 522100. 15400. 811000. 69300. 1086000. 166300. 313000. RO Q CAPACITIES* 0. WOO. 1000. 1000. 1000. 1000. 1000. 1000. RA MEAS* 0. 49600. 7300. 65800. 14700. 91800. 24500. 34500. RE ELEVATIONS- 2140.00 2165.00 2145.00 2170.00 2150.00 2175.00 2155.00 2160.00 USER ID* 51 COMP IO* 5 RS STORAGES* 0. 100000. 10 0 CAPACITIES* 0. 1000. RA AREAS* 0. 1000. RE elEvations= 2110.00 2115.00 USER IO* 1* COMP IO* 6 RS STORAGES* 0. 77600. 10100. 117800. 13300. 16450C. 27500. 179200. 48500.fl CA^IFSi 0. 1000. 1000. 1000. 1DM, 1DOO„ 1000, tooo. 10W. rS 0. IMO. 9370. 2210, 13550, 3480. 14270. 4930. &740. M cevat^5-' 1470.00 1510.00 1513-40 1535-00 1515,00 1539.00 1520.00 1540.00 1525.00 13 Cf* /f IP’ 0. 2295000. 297T000. 3437600. 3695100. H sr<^ 3976000* 0. 1000. 1000. 1000. 1000* 1( fl ft ^ ,T,ES' 1000. 0. 35M0. 437M. 49730. 53130. 56000- EiEVAf"*5' MO.00 1120.00 COMP io® 1083.00 1100.00 1110.00 1115.00 8 . ... «« use* r»’ fl- 20000. 70200. 208000. 504600, ts «****■ 955300. 1533500- l6 0 CAPACITIES^ 0. TOGO. 1000. 1000. IODO. 1000. 1000. U MEASC 0. 104300. 7000. >10100. 13400. 44300. 75600. u elevations- 1695.00 1725.00 1705 - 00 1710.00 1715.00 1720.00 1730.00 U53 10= 57 COMP 10= 9 1$ SWAGES; 0. 100000. Q CAPACITIES* 0. U AREAS- 0. 1000. 1000, IE ELEVATIONS' •tfCOF 1410.00 1415.00 •OMK COEFFICIENTS FROM RES ” = 51 1.0000 meFftCIEUT, FRCH RES 52 1.0000 14 TO NY 18 TO MY , thCr™^UlU L0CAL "WEME.Ul local flows MCRE READ FROM "IN" CARDS WERE READ FROM ELAPSED Tilt' OR 0iQ0;04 *0 ,NLM- OSS 4O,M11= 39.NI.JUf® 1,lEWRC- t ot*l elapsed CLOCK IM ™; ■***W*MH»*W« **************** 264 PERIODS: 0:02:34 TAMSROTTING COEFFICIENTS FROM RES U TO MY ny. 51 1.0000 ROTTING COEFFICIENTS FROM RES 10 TO NY MY. 52 1.0000 •lncrwntal- LOCAL FLOW Information: • NOTE • INCREMENTAL LOCAL FLOWS WERE READ FROM "IN" CAROS ..«•••— OR <RE READ FROM OSS ELAPSED TIME: 0:03:10 LEVELS IIOEASED TO 40 ,RLM* 40,Riis 39,MLBUF« 1,LEVMC= 1 TOTAL ELAPSED CLOCK TINE FOR: 60 PERIODS: 0:03:44 RARO-AKOBO INTEGRATED MASTER PLAN HYDRO POTENTIAL OF THE BARO RASIM - IIUIR SYSTEM ADDIS ABABA, ETHIOPIA SEPT 1996 • |T JPM aWUTATlON INTERVAL II NOBS-7U.OO •FLOOO 1 ***** FLOOD NUM BER ] ***»• UNITS OF OUTPUT ALL FLOWS ANO EVAPORATION IN CFS OR CMS NFL RD2 1 MFLCON* 0 RESERVOIR STORAGES IN ACRE FEET OR 1000 CU NETtH IFLRD « 1 1FLCOK= 1 ELEVATIONS IN FEET OR METERS FLOWS NJLTIPL1 ED RY 1.000 ENERGY IN 1000 KUN EXCEPT WHEN 1PER LT 24 HOURS-1h K*SUWWT ®V PERIOD floqo- l7-^ 12. 12.10° BIHD1R-* outflow 45J1 41-67 36*05 32- 99 43*40 72*04 78-73 22. 22.090 fURBtfl ’7 INFLOW 56.05 50.06 42.77 38.52 58.04 127.14 171.63 22. 22.100 ■IfiSIt-T OUTFLOW 102.62 96.26 83.57 76.43 93.09 132.26 121.69 14. 14.090 GERA-A 0 INFLOW 10.98 11*90 2,50 5,94 5*15 17.70 60.10 14. 14*100 GtBAA 0 OUTFLOW 52.48 53.73 39.94 40.22 36.79 23.30 15.35 16. 16.090 508 UA IHflOU 16.43 17.B2 3.73 8.91 7.73 26,50 89.90 16. 16,100 s® R&A OUTFLOW 21.53 25,73 11.17 15.64 14.13 27.63 81.08 18. 18.090 WC 0AM INFLOW 15.27 T6.53 3.47 8.29 7.17 24-TO 83.50 18.. 18.100 KMO DAM OUTFLOW 64.03 65.29 47,45 50*03 47.65 34.08 32.61 111-9° 16 5.« 94.75 232.65 128-72 100.00 6.09 149.60 131.00 118.90 30.67 229.09 144.16 234.80 157.54 335,54 326.10 238.83 156>° 197.94 80.27 197,46 166.16 1OA^ u,w a,*? 98.99 107.84 42.97 166.90 79.46 42.90 40.22 351.00 249.60 64.10 249.19 63.7? 34-95 55.89 71.63 21*02 33.77 31*44 33- 7B 42.03 77.22 7.09 38.26 33.16 40.56 76.52 5*29 37,66 10.60 7.94 34.04 16.71 231.45 59.09 44.60 46-22 44*99 34*33 37.95 81.61 0.78 40-85 4,37 39.66 84,32 0.08 40,50 1.16 0.12 14.20 9.13 4.67 8,03 22.49 35.73 37.09 45-02 76-83 96.48 57.95 92.49 42.95 43.76 33.39 3.36 39,16 63.73 92-11 8.20 35-31 5*00 12.30 34.90 128.10 8,06 12.23 17.61 142.23 136*68 23.M 19.34 34.02 231,30 $9.60 29.79 9.86 7.36 1.M 0.12 4.63 11.40 32.40 78,60 156,70 226.88 138*99 85.70 6.16 112,37 195.17 62,60 119*00 48.16 49.25 50.36 46.19 29,23 27.33 190.0$ 44*44 147*90 14.53 isa-ao 221.20 64,00 51.95 96.90 173.09 167*05 42.80 36.94 J5.7O 20.27 72.65 84.71 20.72 29.95 3i,do 13 00 53.02 42.25 39.06 55.89 44.59 84.21 10*42 34.85 11.50 8,39 7-02 5.71 35.03 79.26 7*24 38.01 20.44 16.87 43.54 45.92 34.56 41.55 80.16 4*63 39,47 13.69 31.90 37.72 38.81 74.19 6.91 40 .35 16,97 44>,9i 48.84 34.02 79.53 3.59 40,44 15.57 10.83 6.94 10.30 5.36 4.03 17.63 50.90 153.90 101.00 49.90 63.50 53.09 25.76 30.01 33.38 39.59 93.64 68*72 8.77 40.65 24.92 46*53 32,40 39.77 51.34 90.95 31.30 30*08 13,14 48.40 46,70 93.40 56.43 43.52 55.58 125.58 83*06 62.50 24*73 12.60 19.60 49.88 46.54 85,80 49.80 53.12 55,46 36.94 139.56 78,44 72.25 82.70 21.38 60.43 49.40 52,53 123*70 73.90 111.68 70,46 44.00 45.68 75.22 128*02 114.64 71.60 146.06 7.10 22.27 205.40 59.40 28.80 14,45 10.04 6.45 9.56 4.98 12.21 44.90 43.40 66.70 114.90 63.60 9.80 70. S3 140,73 3.29 26.08 10.60 4*W 13*74 9.44 4,5$ 49,15 29.63 31.51 50.17 107,22 2.76 34*72 4*14 7.40 2.95 10.41 13.69 3 85 41.06 19.63 44.04 60.37 57.85 96.07 4.96 37.38 16,47 97.76 1.98 38.68 10.15 6.86 2.73 44.57 45.84 17.46 41 5 70 102.52 0,81 38.64 17,10 8.61 17.78 70 44.15 46.60 36.65 41.96 55.51 77.96 8.62 33,31 a ? to 50.31 96.30 129.90 71,02 45.40 33.B7 65. n 70 76.17 78.50 24.5? 65.71 80.52 101.30 16.67 1.Z5 12.88 67.90 117.40 151.40 106.85 134.70 U1O 70 80.01 89.21 129*90 6.01 194-30 170-11 *>11 7Q 173.60 97.90 47.90 79.01 45.98 61.12 50.85 53.75 135.51 173.81 224.51 160.51 85.78 134*16 84.20 59,5? 120.77 *®12 7Q 32.41 9.89 85*00 30.25 2?-60 125,80 45.30 45.00 1.16 11,95 63.10 109.10 140.60 180.40 116.90 42.10 46*37 41.68 49.66 46.34 42-84 37.99 BE.47 41.61 «1 71 42.11 23.18 31.61 30.94 26.24 69,10 84.72 18*74 31.38 28.04 5CZ 71 30-62 36.49 5.04 4.59 5.29 31.40 51.81 22*10 39.59 *1 3 71 35.99 34.75 30.65 75,57 4.59 40,25 33.04 6.86 13.75 41*52 50.53 47.84 7t 73*40 5.41 40.84 8.10' 19.83 15*18 25.23 49* IS 61.21 13.27 40*59 26-D6 30.69 6.37 7,54 18.40 52-24 TAMSLOC bO= 12. E ItttIVA 12. OIM IB-* 22. 8IRBIR-T 22. 8!RBIR-T 14. GEBA-A 0 14. G£6*-* 0 16 SOR RAA TR ! Wf LOU OUTFLOW INFLOW OUTFLOW INFLOW OUTFLOW inflow outflow h 1 6<> 53 5 71 14,97 20.96 33.39 40.47 34.35 39.92 51.34 ‘^lOL 54 6 71 53.59 58.35 102.86 105.27 22. 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USD DAM OUTFLOW 49,50 42.61 49.46 33,00 23*14 37.35 44*53 46.27 47*77 49.35 31.33 3.26 4.52 39.47 34,09 29.00 24.56 39.8C 42.43 U.78 45.57 47*11 48.69 50.30 23.34 20.67 46.20 43.38 44.79 41.39 30.73 33.58 50,12 48.01 35.47 3.34 1.84 2*57 41*29 41.49 28.23 39.76 39.70 43, sa 45.34 45.06 48-25 49.65 48.47 39.64 5 4 9 7. *Z9B9 TAMSLOC N0= 12. 12. 22. 22. 14. 14. 16. 16. BIRBIR-A BIB81I-T BIHIB-T GEBA-A 0 GEBA-A 0 SOB RU T1 INFLOW OUTFLOW IHFLOW OUTFLOW 1HFLOW OUTFLOW INFLOW ** Ha cx/tflou 1. 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XI 1.! 28812 90 22.36 44.02 62.66 94.97 5.86 289 1 91 34.01 15.23 8.77 JU 39.95 52.61 88.92 14.37 4.55 O.l4 36.86 6.83 13.17 A0.SjjS llj 290 2 91 10.50 38.36 47.08 88.03 291 3 91 1.86 8.77 38.88 2.77 36.98 9.95 44.26 85.32 2.17 C2.SxaD 292 4 91 39.87 12.27 38.91 3.21 10.69 49.14 87.47 2.99 3.90 293 5 91 34.39 38.60 56.43 85.04 5.83 12.64 114.91 5.40 4.59 * >J 294 6 91 31.47 58.80 6.87 12.34 66.48 115.38 6.38 c.p 123.18 295 7 91 17.10 144.30 25.16 117.82 237.72 25.60 27.21 23.80 197.17 kK 296 8 91 47.60 11.44 187.10 118.23 71.10 63.96 66.00 25.11 273.73 173.22 297 9 91 91.10 158.30 0.21 136.20 118.21 126.50 98.10 r.8 229.70 140.97 29810 91 83.70 73.50 2.89 125.10 109.26 116.20 M 62.52 123.62 108.38 29911 91 39.00 24.64 58.30 55.25 54.10 37.3 43.00 58.40 94.10 117.57 6.87 26.66 10.30 14.35 9.50 55 JJ 30012 91 26.84 46.36 68.72 98.01 7.36 32.74 10.98 16.04 10.19 41.9 301 1 92 17.17 41.60 55.87 91.79 6.09 4JJ 302 2 92 4.37 36.31 6.53 12.80 13.76 38.35 49.80 86.09 3.72 36.47 5.58 11.93 5.17 453 303 3 92 8.33 36.43 43.33 84.25 304 4 92 2.43 22.88 39.99 3.62 11.08 5.36 tf.H 44.30 63.32 94.35 7.64 23.37 35.57 16.92 10.61 bU’ 305 5 92 39.71 11.42 59.14 80.97 15.53 34.94 23.22 27.25 21.58 j.r 306 6 92 44.91 48.56 85.95 87.71 307 7 92 27.90 93.30 30.48 41.70 42.25 38.70 m.F 70.10 147.70 111.46 51.50 19.47 77.00 70.64 71.50 J5.» 308 8 92 209.50 138.87 313.07 209.82 92.70 0.00 138.60 120.12 128.70 .. < 21-*- 309 9 92 215.90 160.98 142.40 uc 340.48 259.03 102.50 27.88 153.30 138.77 All w*- 1 31010 92 114.30 113.84 208.94 208.46 45.90 45.16 68.70 68.29 63.00 31111 92 47.70 47.73 87.33 89.28 26.77 26.64 40.00 40.19 37.20 31212 92 26.92 39.17 61.55 80.74 16.76 32.71 25.05 2A.2B 23.26 ■ ihM iujui12. 22. 22. 14. 14. 16. 16, 18. 10. BlNfilRT BIFBIVT ■)RB1R’* GEBA-A D QEBA-a 0 INFLOW OUTFLOW 1HFLOU OUTFLOW X* RU &AAO CM IW DM 46,33 58.55 68.36 50.70 97. BV 66,30 7.24 5.29 33.19 37.30 OUTFLOW 15.93 54.13 95.15 0,20 37.83 14.09 42,2? 46-72 36.?* 28.17 61.40 63,BA 101.66 1.50 35.57 7.69 ]kFLOU 10,04 7.32 0.20 52.69 76.71 14.49 35.82 68.62 35.90 63.20 34.21 0,95 26.10 2.00 20.12 167.40 69.65 104.80 16.65 89.04 07.80 165.93 163-08 334.43 277.76 126.00 77,30 INFLOW 10.83 7.90 0.20 2.24 21.65 94.60 156.70 1B9.80 295.98 295.71 102.60 103.62 198-94 37.51 50.41 199.84 199.36 59.60 58.B6 104.41 108.00 22.15 23.54 153.SD W.OO 33.10 15.63 17017.36 139.39 179.67 153.52 M.59 33.56 145.50 176.30 142.60 82.70 OUTFLOW 40.27 44.50 44.42 43.78 49.16 57.57 44.17 12O.5C 147.61 02.35 78.76 103-70 9.11 30.38 30. K 8774.70 34288.43 34295.45 17.09 17027.01 12-66 15024.63 35.06 38.06 11395.06 11347.68 162U,id 168-6® 342.88 342.61 234.80 224.52 351.00 335-84 326.10 315-41 5.37 9.95 9,96 0.08 0.00 0.12 1.65 0.12 1.84 141-00 141.00 141.00 9.00 93,00 9.00 9.W 9.00 93. DO 57.95 105.83 105.85 35.17 35.02 52.58 52,55 *8.84 50.04 244.00 244.00 244.00 16.□□ 3M.OQ 16.00 245.00 16. QC 245.DC TAMS•USERS. 2 USER DESIGNED OUTPUT IOC NO= CODE = H. HIM 16, 16.TOO 13. 13.0)0 SWART BY PERI 13. 13.090 OD FLOCD= 13. 13.100 1 22. 22.100 18. la.ioo 3. GE8A A 0 SOP UA K0A R 0 GERA-R 0 DEBAR D PERMO YR OUTFLOW OUT FLDU LOCAL Cll INFLOW B1R6IR-T OUTFLOW outflow 8ARO DAW outflow 1 1 67 52.48 21,33 17.30 2 2 67 53.75 25.93 18,80 19.97 25.36 3 3 67 39.94 11*17 5.00 40.22 102.62 96.26 83.57 76.43 64,03 65.29 4 4 67 47.45 SUM ’®*.62 186,9] 15.64 10.00 5 5 67 36.79 14.13 7.30 6 6 67 23.30 27,63 27.30 93.09 132.26 50.03 47.65 253.31 253.95 7 7 67 15.35 81.08 92.90 8 8 67 6.09 131.00 122.2B 127.50 115.97 86.9$ 107.97 107.84 256.?! 253.29 140.40 9 9 67 157.54 335.84 311.50 1010 67 40.22 63.79 63.40 91.11 98-48 56.11 65.86 56.21 78,24 189.33 277.49 804.fla 640.65 167.42 98.91 45.67 59.96 665,79 166.16 249.19 225.30 1111 67 34.08 32.61 30.67 238.83 231.45 262-27 1212 67 33.77 34.04 31*10 267.ZJ 1048.7? 1067.96 304.41 13 1 68 38.26 16*71 10.7D 240.SB U 2 68 37.66 14.20 8.10 246.06 15 3 68 40.85 9.13 1.40 51.37 48.96 639,05 165.86 124.35 122.62 118.15 122.23 239.66 16 4 68 40.50 8.06 0.40 252.01 17 5 68 39.16 12.23 5.90 57.29 255,11 IS 6 68 35.31 17*61 20.60 19 7 68 19,34 34.02 47*70 73.52 101.06 251.33 256.19 258.30 20 $ 68 6.10 112.37 132.50 257.7J 21 9 68 14.53 195.17 203.30 2210 68 36.94 62.60 68.30 274.06 271.75 2311 68 29.95 33.00 111.55 122.44 120.00 91.86 107.75 175.36 157.22 2412 68 30*70 34 85 20,44 413.00 167.83 93.65 70.79 113.00 15.50 25 1 6? 38.01 16,07 10.90 26 2 69 65.7? 39.47 15.69 116.64 121.85 27 3 69 7.10 40.35 16.97 28 4 69 10.40 40.44 12,60 5.60 29 5 69 40.65 19.60 30 6 69 13.20 39.77 60.26 67.72 58.64 73.45 49.88 47,80 121.69 128.72 144.16 197.46 79.46 71.63 77.22 76.52 81.61 84,32 83.39 92.11 136.68 138.99 44.44 167.05 84.71 84.21 79,36 80.16 74,19 79.53 68.72 46.58 90.90 59.09 44.60 46.22 44.99 48.16 49.25 50.36 46.19 29.23 27.33 51.95 53.02 42.25 43.54 45.92 46.96 48.84 49,80 53,12 377.29 239.95 244,39 247.04 249.81 249.90 254.16 137.45 253.52 31 7 69 30.08 46,34 46.20 122-62 202.62 $6.48 43.52 252.23 32 8 69 24,73 55.50 33 9 69 92*10 21.38 111.65 3410 69 122.00 32.53 70.46 3511 69 67.20 22.27 13,74 10.70 44.00 45.68 49.15 252.60 250.82 3612 69 26,08 9*44 262.59 249.69 251.33 37 1 70 4.20 34.72 10.41 4.80 122.70 126.87 124.85 131.68 149.18 118,10 132.76 144.66 140.11 75.63 81.81 107.35 29.63 31.51 38 2 70 32.38 13.69 6.50 254.05 255.63 39 3 70 38*68 10.18 3.10 40 4 70 38.64 8.61 1.60 255.06 170.20 46.70 39.72 49.93 57.57 51.96 48.85 63.99 115.07 116.61 116.17 83.06 72.25 60.43 146.06 140.73 107.22 96.07 97.76 102.52 255.71 260.21 41 5 70 33.31 17.78 12.90 42 6 70 33.87 65.71 67.20 43 7 70 24.52 106.85 77.96 71,02 115,80 44 8 70 16.67 134.70 149.30 45 9 TO 6.01 166.7B 247.17 300.67 365.22 304,36 117.39 265.06 228.82 267.55 273.17 271,67 170.11 189*10 4610 70 59.59 120.77 4711 70 124.00 27.60 45.00 4812 70 44,50 31.38 30.6? 76*17 80.52 89.21 134.16 85.00 84.72 41,06 44.57 45.84 46.37 41.68 49.86 46.34 42.84 37.99 83-47 41.61 25.60 49 1 71 67.60 19.59 36.49 25.00 50 2 71 40.25 104.09 51.8T 271.54 483.37 242.49 238.88 239,80 13.75 6.10 51 3 71 60.09 40.84 15.18 6, BO 52 4 71 40.59 25.23 16.00 62.82 81-82 109.1? 146.67 150.66 148.32 144.34 260.74 115.88 112.84 137.02 124.16 125.54 131.50 75,57 73.40 61.21 41*32 50.90 47.84 49.18 52-26 247.57 248-12 244.96SWV1 05 Sl£ r fl£*£Z 60-013 £9*19 6ZZ8L 02*96 89*78 BE'ftlL 16*661 01*76 6£*9® n*9 » 701 22'092 13*K 29301 £T6L 69’*52 65*91 SCO? 5T221 23 5£L orcs 9S'0$ 96'0£ Z 101 u 9 an 92*152 ££'87 ZS’EB irz2t 89*12 03*51 12*61 £6"9£ 96*85 5 IDI 35*953 IE 87 39*18 9CL2L 05*9 2£’£l ll’6£ 09353 08*91 85*58 20*031 ZL*ZS OS'S 97*31 £2 * OCl 9L‘6£ £4 £ 66 69‘6?Z £6*51 09*36 96*031 Z£'£9 Q£‘6 ZZ’SL 0£’8£ 42 EW 99*152 15*39 OE'Zfi 59L4L LZ*91 01*£ 59*6 £1'9£ U L £6 95*812 «*6E OZ'EDl EESOL S£*£5 OS‘t 9f*31 6i'?t n Sift 92*492 01* ZE 9L'£2l 00*99 £2*09 0L“6l 99*81 zrc 12 Litt 98*5££ 56’££L 95*222 SEIZE 46*52£ 06*5£L 60*171 96*56 i£ aiH 02 21 SI 1T*S1£ L0'6££ Z2Z5S ££'658 w*ooe 33 * 7££ 35 923 92 6 « tO'ML k 0LZS2 81*721 52*102 £8*062 00 363 35*331 0V9ZI 12 t 26 61*001 10*551 88*51 92*621 00*29$ 0£*E33 27*513 ertzs 12*99 1£’9l 02*969 *$'60£ 0£*7£l CT’OIL 6®'99? 22*15 25*59 5L*2£1 63*26 01*83 1Z*1£ WLSZ 26*61 £9*92 srszt 20*29 09*6 95*21 60*753 £6’$7 02*16 36*911 83*81 ori 80*8 41’lSZ £8'91 02 06 Zl*9U zrzs 09*£ £7*01 89*812 60*91 W88 M’SIL 20*95 05*9 55’ 2 L tiziz iS7£ 17*601 15*001 iris 06*6 79*£L 09 292 DD*2t 12*331 68 £8 39 32 01*93 £5*13 99*065 56 96 91*812 S£‘££2 $6*923 orsoi 63*70L 66226 Z0’59L 18*962 80*191 19*621 oLzai £6*381 20*292 21 ‘51 ff£*39 Zl*65L is-sit 06*£21 tr95L 05 192 fi£*6£ 01*16 69*22t irocz 03*911 L2’SOL 95*352 06*51 15*28 SL'IZL 13*011 03*95 S9'15 98*952 85*81 10*82 53*121 zrsi 05"£3 £L’9Z 6Z'1S2 57*17 10*001 OE’OU 92*61 O1‘£ 83*01 6C2S2 S£*£1 £0*66 09* OU 16*81 o$*z 06*6 95052 19*11 31*101 75*201 8£* 61 09*£ £501 £9*912 29*6£ M'lOL £6*101 12 £5 01*2 9£'ZL 36*172 61*H 30*0 02*211 31*89 09'El £0*61 l£*L72 65*£9 58'82 28 BH 02*101 0£*9£ £5’Z£ 97*£ZZ U*5E 9l*££l 55*901 5L*90l 05*31 6£*8£ £1*055 11*98 51*012 28*152 sr»££ O1*6£L S1'9£l 61292 69* El 8i*5Z Z£*f1L £5*90£ 06*611 19*011 Zi'652 SO'07 or I* 25521 Zl*9t2 05*301 21'76 ££052 irsi 9L*£8 20*811 iratL 02*11 09'H 71 252 88*61 10*08 £5 321 13*32 02’ll S£*OZ 22 *£52 61*81 92*59 93*021 11*55 02*1 £9* 11 12*253 98*51 99*06 6i’9U 99*21 09*0 80 8 £5*173 62*21 19*28 EL’lll ELDS UZ*£ 60*01 ZD'912 28 £1 £3*59 26*911 U'19 05'Ll 60*21 £2*072 H*51 9312 S5'£ZL l£"£8 09 £3 2£*ez Bl’£83 60*09 90*SS £0*991 65*691 09 £9 66*19 94819 52*321 9£'L5l 06*6(6 $6‘19£ 5£’91£ 07*231 65'lt1 19* 19L 10'152 £2*105 £8*505 03*381 3£ i*1 £0*06£ 60'£1 61*012 9£*9£l 61*653 02*531 11* TH 05*252 28 »£ £2*96 8$ 1*1 81*772 06 *2 U 26*6£ 59331 O1+S1Z 22'SOL 96*86 29*76 02*££ 92 7* 21*912 9995 2101 n*zit OZSEi 05*37 22 HftS nouuio nouino nouino noiiNi ra 1V301 Wio CMTTB X'ltnie 0 M-Tfijg 0 s-vano a off*1 IOC NO 14. 16. 13. 13 13. ie G£BA A 0 RLA GE8A-R 0 FERRO TH 1 OUTFLOW OUTFLOW LOCAL CU GEBAR 0 I HFLOW GEBVR 0 OUTFLOW 22 birbir-t OUTFLOW baro 3 Oah outflow 105 9 75 3*16 137.08 158.50 SUM 10610 75 65.86 99.09 101.40 ^55 10711 75 30*20 40.10 40*30 181.35 187.46 92.05 10812 75 32.93 18.89 15*50 43.66 327.35 544.26 109 1 76 38.23 12.43 7.00 298.73 26635 110.59 6732 57.65 61.48 116.45 264.75 120.82 111.41 120.19 77.69 92.74 83.51 41.12 110 2 76 38.93 14.46 8.10 111 3 76 40. TO 13.78 7.20 72.31 61*88 45.44 46.46 *42.ia *49.14 112 4 76 40.73 13.03 6.30 75.86 49.02 50.20 *40.57 113 5 76 38.43 21.67 17.80 114 6 76 32.57 52.24 54.90 77.66 73.78 *51.4? 2SC.15 115 7 76 15.76 82.45 90.20 71.54 116 B 76 10.9$ 140.53 151,20 60.06 77.M 139.71 188*41 302.68 5O.fi? Afi.fifi 33.50 117 9 76 30.50 116.80 127.00 *53.45 254.17 258.93 11810 76 34.06 51.59 55.40 11911 76 31.75 42.14 43.40 12012 76 35.10 20.04 16.40 121 1 77 33*68 13.33 8.40 122 2 77 37.93 12.10 5.80 123 3 77 39.17 11.74 4,90 124 4 77 37.97 10,48 3.80 125 5 77 35.34 11.58 5.90 126 6 77 19*45 274.30 141.05 117.29 71.53 55.4) 55.83 55.81 52.25 52.82 121.78 126.55 126.30 128.77 133.75 105,71 129.65 174.68 139.45 127.87 118.45 107.59 119.72 96.23 221.45 37.87 57.81 159.76 69.47 47.95 45,00 117.34 119.69 30.99 33.60 82.72 100.44 87.91 85.53 91.84 100.42 127 7 77 20.77 60.89 12B 8 77 68.70 21*53 123.13 129 9 77 132.00 54.74 216.79 223.20 84.04 15037 276.65 494.72 259.15 116.39 111.11 80.33 107.11 148.97 308.90 257.55 97.99 104,37 139.12 113.57 67.03 43.75 40.42 44.95 46.65 46.70 45.79 30.51 35.54 46.94 263.7$ 453.94 547.16 243.15 244.9J 248.45 250.20 251.87 254.92 257.32 249.97 256 2 T 13010 77 63.36 95,39 100.40 97.70 101.57 251.56 508.17 13111 7? 22.05 36.69 40, BO 13212 77 29.39 20,68 19,70 133 1 78 33.32 993$ 69.77 08.65 114.56 597.76 33.89 102.90 246.44 15.78 134 2 78 11.80 35.63 60.90 37.36 109.06 97.47 244.62 10.38 4.80 $0.SI 40.40 90.16 246,93 135 3 78 37.14 10.77 4.30 42.00 250.21 136 4 78 36.90 14.37 137 5 78 8.60 52.21 59.88 88.70 153.66 110.04 113.33 116.69 93.77 44.19 251.30 35.01 27.49 26.20 89.16 125.04 46.21 252.06 IM 6 78 31.35 60.11 62.20 75.44 43. S9 249.06 139 7 78 20.57 130.75 137.80 134.14 149,68 68,13 49.59 2B9.12 251.86 140 0 78 32.98 142.88 152,20 65,35 47.19 328.06 262.22 141 9 78 104,77 155*02 BO. 90 195*31 97.4a 63.66 356-44 14210 78 80.36 120.79 410.63 324.65 81.26 66.00 68.92 56.59 52.55 5139 409.07 123.50 342,61 148.91 900.60 14311 78 25.10 26.66 323.05 99.34 106.70 191.66 112.25 626-96 U412 78 29.50 30.86 18.34 16.80 107.58 35.60 242.52 145 1 79 53.38 19.54 16.20 100.B7 38.67 246.24 146 2 79 35.68 12.00 92.91 41.02 246.23 8.10 147 3 79 37.56 10.59 95.00 42-44 250.01 146 4 79 4,40 37.78 9.91 92.73 44.64 252.14 149 5 79 3.90 32.06 13.76 92.31 46.45 254.95 10.70 150 6 79 22.90 108.48 42.61 256.42 27.28 151 7 79 30.50 10.21 5632 80,68 149.48 112.29 112.57 114.77 116.20 105.33 88.55 81.42 83.32 101.91 129.3$ 33-91 251. M 63.27 76.00 152 8 79 203,49 24.05 308,96 4.72 91.99 106.20 202.91 231.43 150.16 71.73 55.73 192.44 22.78 298.54 153 9 79 7.91 105.03 15410 7V 11B.5G 26.18 58.68 125-98 29.79 257.60 15511 79 65.30 123.07 99.83 104.32 109.2B 40.11 272>9 27.26 22.47 22,00 106.25 37,40 243.46 15612 79 31.76 13.77 10.20 104.71 38,94 247.9713. GEBA-R 0 local cu 15. 22. !*■ 16- soft RM OUTFLOW 10.1? 13, GEM-fl D INFLOW GEM-t 0 outflow SIRilt-T OUTFLOW CU7FLW *rt ji.55 5.10 49.78 107.95 101.79 9.33 3,90 47.82 106.18 96.67 40.66 18. mro dam OUTFIT 40.88 1 st 3*-^ 9.71 3.50 50.73 114.44 94.W 44,69 li 8 - fld 37H 13-21 37-£ 30,16 7-70 20.90 58.28 117.41 91.19 46,37 5 jj.ql 25.75 62,50 147.17 118.13 93.88 42.45 133.70 269,77 124.25 102,37 36.86 160.10 323.70 155.60 175.24 46.52 145.30 399.13 397.57 260,91 145,71 92.08 129.50 83.62 46.1J ’»!’Jfl 1* ,r □ fl** W „ .ft I*'1 Zo irfl2 ™ 70 2 Bl 17,53 102.3J 45- # 26.9* 31-47 56-92 123,56 146.08 151-52 66.29 23-55 14.73 10.90 8.61 69.50 179.95 17B.35 149.86 61.55 23,M 11.20 6.00 73.53 57-60 51.44 99.66 104.71 108-57 34.57 36-74 37.74 Tfl 7Q- 38. f* f3i 41.71 f o7 74 70S.97 103.76 100.61 2.80 48.55 111.86 97.50 43.06 4.60 53.2$ 115.35 92.87 44.92 2.40 50.42 117.84 91.22 47.35 11.30 60.61 111.66 100.82 44.83 37.28 39.00 41.01 17’ 5 81 73*81 JJS8’ 10.91 9.22 15.14 34.66 54.75 35.40 97.81 105.84 105.52 40.23 1?1 t S' t? 79 63.20 130.74 rt <- 57 135.90 146.30 S3.77 79,96 184.78 S.34 128.79 99,01 37.76 ms 81 11 .?r m SB 198.77 203.80 454.15 286.32 194.Q1 95,14 3- si> 250.60 243.50 33.77 254.97 30.26 254.46 243.47 37736 804.20 389,74 242.90 247.46 250. U 252.42 253.15 SA.41 S7,J1 Si-60 290.00 2*5.46 575.4* ,77 « ” 0A1aGM0t6? 103.69 101.30 274.25 272.65 154.36 96,55 ira'o s' 27.48 22.60 12.41 21.60 8.10 71,68 52.65 100,03 103.85 105.52 105.38 37.67 17)11 81 JlLUJ1!3> J 39. T6 18112 81 35 .82 u. az 9.50 60.13 114.48 90.86 43,08 181 1 Bi 1B2 2 37.69 12.71 6.40 56,80 116.95 88.90 44.76 ,n i R7 10 J K 35.63 12.22 6.20 54.05 110.07 99.66 42.69 <ID■£* A*K“?- 38.70 10.52 3.90 53.12 118.62 89.49 47.47 523.56 243.21 248.38 248.43 250.61 252.41 Z55-58 iac 5 « IQJ ? w* 37.66 16.64 ID. 50 64.79 120.88 85.35 49.11 106 6 82 32.S4 45.06 44.60 122.00 125.42 79x71 47.32 167 7 62 14.91 64.80 73.10 152.81 92.48 136.98 29.39 IBS fl 82 12.85 95.70 109.00 217.54 109-55 118.01 32.59 IJrP 9 82 5.77 92.95 109.10 207.82 90.69 145.M 25.11 1W10 82 17.19 84.55 96.OD W,73 117-49 101.55 34.09 19111 82 27.73 23.70 23.20 74.63 102.02 103.12 38,12 19212 82 34.96 13,84 9.60 58.40 113.32 92x43 42.60 35.33 32.45 258.B5 260.16 261.60 252,93 243.26 248.36 193 1 83 37.74 1Q 2B + 4 30 + 52,32 116.61 09,84 44.34 251. 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GEM’A 0 SOR RM GEBA-R 0 gem-r & GEBA-R 0 BlftBIR-T BARfi dim PEANO YR OUTFLOW OUTFLOW LOCAL CU INFLOW OUTFLOW OUTFLOW outflow 3. Sil Ika ■MJM ZOO 5 84 39.82 13.26 7.90 60.97 125.67 88.36 49 5n 210 4 84 31.74 37.78 36.30 105.82 119-84 98.47 42 m 211 7 W 27.14 104*65 116.90 248.70 159*43 64.14 49,46 StO 5n r 212 a M 15,54 82.91 98*20 196.66 112*45 119.57 33.00 273.Q3 213 9 M 5.62 84*70 104*60 194.92 39*27 181.73 23 14 2«,02 21410 84 28.61 30.52 33,70 92.23 106.92 102*55 Ki. IS 21511 84 34.99 17.5? 14-40 66.97 115.93 92*51 "■3*7"3J5J 44 5 n 246.52 21612 84 38.21 15.38 10*40 63*99 121.92 87,56 "J4•6£2r7 252-94 217 1 85 40.40 11.11 4*50 56*00 123.35 83,82 47 77 255-75 218 2 85 41*89 9.67 2*40 53*96 125.48 8fl.94 49 35 ^9.93 219 3 85 26.41 6.51 2-00 34*92 79.46 59.56 31.33 563.77 220 4 85 2.18 3.42 4.60 10*20 10.28 14.16 170.35 221 5 85 2.96 4.52 9.50 16-98 18.59 3.26 36.57 4 52 27.71 222 8 85 28.30 41.90 44.50 114*70 115.55 99.45 39.47 59.69 223 7 85 18.52 77.94 89.90 186.36 117*20 122.B5 34.09 2S4.4a 224 0 85 9.64 101.02 117.30 227.96 107,58 136.87 225 9 85 1.33 123.44 143*40 268.18 29. 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Q 232 4 86 41,90 10.25 3-10 40,69 55.26 126*90 87*31 50.30 233 5 66 18.97 6.45 3*M 29.01 60.49 40.87 264.51 234 6 86 14.70 21.60 23.34 23.60 59.90 60_75 124.71 37.25 235 7 86 31.74 62.65 20.47 64.70 159.10 138,52 118.48 83.46 236 8 86 24.66 87.77 46.20 97.40 209.83 137*85 268.18 89.59 237 9 86 20.26 143,56 43.38 270.81 131.10 294,93 148*08 77.94 23810 86 28.88 26.29 44.79 54.80 27O.B1 109-97 124,02 92*07 23911 B6 22.69 20.72 41.39 20*20 257.49 63.62 S' 2MJ12 86 82-95 141.14 26.73 18.02 30.73 254,01 14.30 59*06 241 1 87 90.05 132.74 33*56 41.12 20.40 256.37 12.70 74,22 130*38 74.71 242 2 87 40.32 50.12 12*36 255.21 5.10 57*77 122.53 243 3 87 29.75 92,02 48.01 262*57 8.61 3.70 42.07 244 4 B7 90.45 59.75 35.47 185,67 2*22 3.50 4*20 9*92 10. DO 9.96 245 5 87 1.02 3*34 23.31 1.65 3,90 6.57 8.18 23.27 1.84 33-30 246 6 57 1.80 2.39 11.70 15.80 16.65 69.75 2.57 SB. 98 247 7 B7 23,74 B5.23 93.60 202.57 134.17 97.35 41.29 272-81 24B & 87 14.30 143.60 154.30 312-20 143.51 89.36 41.49 274.35 249 9 87 6.58 108.26 124.60 239.64 103.62 134.77 28-23 266*62 25010 87 19.93 100.69 113.70 234*31 137.74 81.03 39.76 258.53 25111 87 28.34 30.51 34. &C 93.65 112,79 91.11 39.70 243.59 25212 87 35.01 19.79 16.80 71.60 118*36 85-20 43-50 247.U 253 1 M 37.60 16.11 10.80 64.52 120*57 83.53 45.34 249.44 254 2 88 37*58 15-28 9.30 62-16 118*40 70.74 45.06 242.20 255 3 88 40.30 13.59 7.20 61.10 124.62 00.82 48.25 253.69 256 4 88 40.95 9.50 2.40 52.85 124.08 54,72 49*65 258.44 257 5 B8 37.89 14.88 10.60 63.37 122.10 89.63 43.47 260.28 258 5 88 24.67 68.15 61.90 154.72 116.29 105.04 39.64 260.96 259 7 88 53.44 1D5.15 120.10 258.69 176.83 29*72 59.28 265.84 260 8 88 19,00 147.07 161.20 327.28 161*95 58.73 47.99 268*6716. 13. 13. 13. 22. 14- 18. 3. soft ft" GfHA-ft 0 GEHA-R 0 GEBA-B d tUfLOW 356.67 402.95 93.20 58.35 50.68 56.95 54.44 58.69 BIUlR-T OJTFlOW 161.63 149.69 32.20 14.46 9.85 local cu outflow 204.76 401.35 98.95 8AB0 DW 160.40 153-60 38-30 11.90 5,50 6,60 4.80 7.30 10.60 33.70 89.40 OUTFLOW 149.02 266.96 109.36 CUTfiCW 69.63 12-46 10.88 12.67 14.72 32.56 106.58 110.89 117.76 118.63 121.34 101.60 97.82 87.63 139.05 53.87 39.32 41.76 44.91 5L*I 423.41 807-36 88.03 85,37 242.IB 247,50 250-47 250.30 46.04 252.70 80.03 128.27 107.09 60.70 20.30 147.00 127.10 70.80 21.50 25.40 10.20 8-40 3-30 62.09 97.45 190.15 280.35 241.67 119.07 254.56 89,53 115-34 91.42 7>8 36.58 26.*0 31.92 35.19 121.01 112.49 108.25 159.30 97.49 115.61 113.50 118.16 121.45 122.56 25fi-54 250.73 168.08 68.20 101-01 128.67 121.36 176.49 111.81 86.26 92.63 87.12 82.31 *7.35 47.95 43.97 38.64 29.11 29.64 52.35 260,66 270.28 259.44 368,14 245.10 26.3* 14.47 13.64 11.50 11.86 14.29 65.95 100.67 132.10 154.40 84.79 22.96 14.37 83-66 59.86 59.56 243.05 248-43 37.52 40.25 39-73 37-75 55.05 5 20 56.79 83.07 8_90 65-40 104-60 87.06 37.22 37.10 24949fl 251.62 254.49 256.41 39.1* 33.^0 8.27 47.61 50.26 28.91 34.91 36.86 38.88 13.17 9.95 10.69 154.00 168-70 91-80 24.40 10.80 7,70 3.60 60.94 170.49 238.66 294.37 370.71 232.85 120.43 159.22 166.90 127.46 254.77 231.25 T06,tt 175.91 152.76 97.84 94.97 88.92 255.05 260-69 267.65 76.28 107,03 111.50 116.46 118.64 121.16 514,04 462.86 244.23 59.18 57.73 39.87 4.00 52.43 54.56 88.03 85.32 35.99 41.13 42,30 44.71 47.85 48.86 48.91 58.61 56.61 33.36 53.36 78-85 39.36 41.59 44.M 45.64 47-26 248.06 249.42 252.30 253-74 38.60 31.47 25.16 11.64 12.64 12.34 27.21 63.96 118.21 109.26 55.25 14.35 7.60 11.30 87-47 114-91 47.57 41.17 256,19 31.00 58,84 55.11 83.36 151.40 121.15 0.21 2.B9 24.64 26.66 32.74 36.31 36.47 39,99 35-57 76.00 137.60 129.40 256.02 241.56 104.48 96.44 85.31 92.84 260-56 255.62 307.59 287.85 67 l0 + 16.60 12.80 7.20 6.20 4.20 11.20 23.90 43.40 80.50 136.40 146.99 57.61 96,17 120.65 95.49 123-18 197.17 173.22 140.97 16.04 12.30 11.93 11.08 16.92 27.25 42.25 70.64 120.12 61.58 56.31 1Q9.Q0 108.38 117.57 98.01 261.80 266.75 248.40 247.39 54.60 114-39 113.26 121.64 114.15 122.35 119.36 111.50 89.40 91.79 86-09 84.25 94.35 80.97 87.71 111.46 209.82 249.53 242.59 55.27 63.70 34.94 30.48 19.47 0.00 27.88 45.16 26.64 32.71 86.09 116.13 36.00 25.11 21-79 24-65 37.72 35.33 40.38 43.35 43.24 47.48 U.67 47.81 253.37 253.37 251.13 170.62 138.77 68.29 40.19 156.00 35.90 256.52 323.45 199.35 188.54 197.75 2fl. 2B 44-70 25.80 111-53 86.78 114.45 117.81 259,03 208.46 89-28 80.74 44,01 35.66 21.25 58.92 63.45 39.66 42.41 251.88 258.62 320.48 506.48 469.66 243.41 240.95 TAMS1 LOC »0= 16. n 14, CEBA'A D OUTELCM SC* RM OUTFLOW 13* GE6A-R o local cu 13. GEOAR INFLOW 13, GE8AR 0 OUTFLOW 22. B1RBIR-T OUTFLOW IB. Bw,Q DAh OUTFtou s. SUN J13 1 93 33.19 15.93 11.80 60,92 314 2 93 37.30 14.09 9.10 60.48 108.66 118.06 97.89 86.30 1.10 46.62 113.19 109.57 40.2? 44.5Q 315 3 93 37. as 7,69 95.15 316 4 93 35.57 0,95 3.60 48.12 101.66 44.42 43.78 «a* 317 5 93 35-82 26.10 21.10 83.02 122.78 76,71 *9.16 255.0! 318 6 93 34.21 89.04 94.10 217.55 164,68 35.90 319 7 93 16.65 139.39 155.40 311.44 152.22 69.65 57.57 44.17 320 fl 93 77.39 179*67 176.60 433.57 340.65 277.76 321 9 93 103.62 151.90 4OT.C3 407.47 120.So ?t 8.« 258.15 284.05 153.52 295.71 U7.61 32210 93 58 86 B8.59 91.60 239.05 Z37.45 199,36 3311 93 23.5* 33.58 34.80 91.93 97.52 82.35 108.00 15.20 63.47 103.84 103.70 35,06 738.0; KO.80 S1».16 32412 93 30.38 17.89 38.06 2‘0.5? 2*5.40 SIM - 11347.68 17027.01 17029.10 45403.75 45050.56 34295.45 16214-10 95560 . 12 lUX ■ 224.52 335.8* 311.50 859.33 857.77 342.61 315.*1 HIV « 0.00 1.65 0.40 6.57 8.18 9.96 1,84 PWkX= 93.00 9.00 9.00 93.00 93.00 141.00 93,00 AVG • 35*02 52.55 52.56 1*0.14 139.04 105.85 50.W PMIN= 308.00 2*5.00 16.00 2*5.00 245.00 244.00 245.00 1512,20 23.31 0.00 29*.94 0.00«« S,WB □uTPur J u!t SU9UBT Bf PERIOD FL000= 12. 12-290 *** 12- 12+2*° bi^”'5 ft* E* R 1 2 5 4 5 4 7 1 2 3 4 5 & TI A/ ba gg s* *“ ... 9 67 60230®^ 9 X7 - ,0 J? i? 602308.80 1 1 i a? 622385-00 if S 6223*5 60 13 1 Lj'^.OO 13 14 15 16 17 IB Ifl 29 2* LSSizbflS.W a SO25M.50 1 69 6Z23B5.B0 ?5 * rt S ’ JO2J08.8O * £ 422515.80 j 622M«-8C ’^602308.80 26 27 Z8 2fl 3D 31 32 2 69 562154.90 J frfl 622385-00 i. 69 602308.80 69 622385.80 £ 69 602308.80 7 69 622385.80 fl 69 622385.80 233.19 18.54 0.00 0.00 0 + 00 o.oo 0-00 0.00 0.00 0.00 0.00 0.00 0-00 0*00 0.00 0.00 0,00 o.oo 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 12. 12.280 bjwiva SYS E* C 622152+60 562136.30 622393.60 602333.40 622413.90 602326.60 622393.50 622413.70 978571.30 1030442.00 740557-50 622389-90 622398.90 562172.00 622410.60 602336.10 622399.00 602341.00 622419.40 622413.00 602329+90 906170+10 602329.50 622393.50 622393.80 562177.60 622410.30 0.00 602332.50 0.00 622415.00 53 9 69 602308.80 3410 69 622385.80 3311 6? 602308.80 3612 69 622385,30 37 1 70 622385.80 3fl 2 TO 562154.90 39 3 70 622385.80 40 4 70 602308.80 41 5 70 622385.80 42 6 70 602308.80 43 7 70 622385.60 U 8 70 622385. 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DO 0.00 0.00 0.00 0x00 602321.30 622412-60 622409.60 602316+10 622386.70 602756+60 622420.50 622413+10 5621B5.60 622400.00 602333.10 539236.50 602360.60 622428.60 622417.60 601581.60 991298.90 602309+00 622431 90 622406.40 562172.80 622411.80 602324.50 51. 51.160 GEBA A14 ENEHGY G 136152+90 122976.00 105025.50 102342.90 96725.64 59295.70 40352.86 16023.55 131760.00 136152.00 102353.50 88792.98 100597.70 92643+98 107402.60 103058-10 102955.30 89850.75 50864.98 t6196.55 36977.24 97119.68 76206.21 91632.59 99930.55 93732.01 106096.30 102901.10 106894.90 101192.70 79079.01 65020.64 54396.85 85540.58 56655.59 68579.64 91303.70 88770.4$ 101703.50 98321.27 87585.39 86196.24 64475.15 43836.68 15287.85 156152.00 70219.73 82501.43 104106.40 95581.33 107385.60 103287.00 50. SQ.16G viitBiir-A ENERGY G 35586.04 29692.48 28438.40 25184.45 34234.03 54992.13 62103+05 63984.00 61920,00 63984.00 32800.20 27568.39 26643.56 24471.97 27077.90 27278.95 29258,85 34367.93 60607.36 63984.00 44239.01 63984,00 32787.34 30812.62 27629.32 24622.01 25162.37 25966.60 23668.66 19023.12 40495.91 44079.90 42337.11 29142.69 57419.63 55631.38 39575.51 31377.56 34829. Bl 35571.09 28912.70 32030.73 43786-12 51836-85 61078,27 62323.35 35103-04 33218-66 18286.14 22664.48 24406-80 20034+58 22. 22.160 BIRtIR'T ENERGY G 209027+00 174507.10 165046+80 143392.80 176972.50 240224.40 231774.90 254879.50 285299.10 313968.00 159059.20 147813.20 158166.40 145048.90 163155.30 160264.10 160375.00 168195.00 255925+70 267762.10 86968.53 313968,00 169269.68 172841.50 161148.10 145499.90 147087.30 150020.90 131258.40 85060.16 171452,00 158675-70 137348.00 120725-20 282377.60 278780.80 209445.30 166395.40 183303.00 180184.20 136426.40 119086.00 137715.20 154009.80 173699.30 276485-30 170148.30 174829.70 106340.60 138917-20 147577.30 117569.50 $2. 52.160 UNO 112 emcngt s 179580.50 165388.30 133086.90 1357BO.50 133629.80 92510.$$ 91452.63 86021.98 186480.00 192696.00 160379.50 125077+50 129644.90 118038.20 135084.80 133661.40 141245.90 125377.10 81974.93 76647.22 140991.30 140699.20 114669.40 122127.90 128794.40 118967.00 136986.90 135171.10 148994.00 153307.50 122059.10 1234D9.50 123995.90 137858.90 W422.45 B8365.9? 115166.30 112896.60 128571.50 125859.80 116907.40 135317.90 129972.IQ 120141.80 103107.50 192696.DO 112949.70 115899.10 142983.20 121191.10 137926.50 161839.90 16. 16+160 5« UA EkESGT G 33986.83 37113+28 17531.46 23562,34 21750.04 40918.50 48360.00 48360.00 46800.00 48360.00 46800.00 48360.00 26732.36 21139.06 14427.21 12205.46 18956.00 26135.58 48360.00 48560,00 46800.00 48360.00 46W0+M 32741.25 26885.54 19604.65 2j4A89.44 19014.40 30249.55 46300.00 43360.00 4K36G.OO 468CC.OO 40360,00 21007,71 14044.91 16249.47 19125.77 15572 + M 12539-36 26218.06 44207.99 46099.63 48090.64 46800.00 4B360.M 46800.M 48360.M 48360.M 19802.13 24064.46 38433.39 13. 13+160 GEIA-t D ENERGY G 27817.91 32457.04 173262.30 172068.30 159099.60 114385.10 >48347.80 153142.50 266400.00 275280.00 239162.90 184775.60 180611.60 160827.70 175260.50 165066.00 169605.80 158412.50 124684+20 149460+90 246351.70 234036.90 162595,00 172235.40 17BM3.5O 159750.00 180385.80 169256.30 181347.20 190935.70 160964.30 182861-60 197436 JO 200757- ’’0 104871+40 116215.60 150670-60 143617+90 158417.90 149855.20 143184.30 185519.60 200378.10 204499.6Q 201606-60 275280.00 167086.00 167670.80 202327.90 164014.50 181043, BO 181153.00 TAMS> AJ O » 1A O •-Qe>QOp'0G>7ffArM»- yOOB3 4-0r-»-K»OO— :: NOOCinN©-- 6KKSt>O^«0CU>OOni'4Onj«)OO'0* OOOCQ* n rxi o o o •— o 888853 IR I O Al in o ru MmOKNOo 88C r — <j ■ "9 »A >•« tAQnJN^KO«QK) -» 'd m »-•-«? o -4 ki O»-*©«<AJ¥>OAjOI »ak»i^ooo4ooo< , QO^>H3QO'JNQ«o^^^r-^«oNini\«0^^^’-<) QO-J(\?«-rtWC5Nj>J>^--'OU>»rdAJ^6r >J3'J j0«dOT-K.4iA^O'OQN'4'OS*-N’-><nM^a]^N/> C>A.tA*«rA'0K'>O-«0K<>OO^»*4*<r lrttA«0O-OOeOM) / <\ cv o n ri < m 'O O k *• r- K- *“ O samsas !si ;g; OOQ N m A. O <- 28g Ease £23 > O O O S- m •— 88888888888888888888888888888888888888"8888888888888 o o o o o o' o o o> o o o o o o o o o o o o 6 <D o' o o’ o’ o d o o' o’ d o' o o o d o’ o’ o o o o’ o' o d d o o o’ o’ bfl OS M O O »- N»-N»n^»n'ONe ££££88333 312254.BDTAMSSlRBIt'A 1IRB1R-A PERMO YR SYS EK * STS EM S 157 1 W 62Z385JW 0-00 158 2 M 552154.90 D.00 159 3 80 622385-80 0.00 160 4 BO 602308.80 0.00 161 5 BO 622385.80 0.00 162 6 BO 602308.80 0.00 >6, 163780622385.00 164 8 80 622385.80 0.00 0.00 BIRltR-A GEBA AU BIRBJR-A SYS EK G ENERGY G ENERGY G 622388.90 90850,82 37110*10 562163.30 85082.12 32587.22 622405.90 99190.27 33477.48 602519.50 95081.54 31567.11 622403.50 86799.90 33307.49 602334.30 65528.95 <3088.36 622537.20 32809.70 60928.50 330776.80 46087.48 63984.00 997202.20 131760.00 61920.00 976018.40 115326.30 63984.00 602313.30 68656,46 40940.12 622407.10 83271.27 39093.61 622405.10 90832.60 36715,70 562157.80 87252.92 31272.62 622413.00 99228.27 32885.39 602333,30 98713.18 30745.64 622404.10 89843.16 38275.72 602340.80 70596,65 43957.39 622400.30 33618.01 63984,00 622408.10 30424.56 61384.02 996695.40 131253.20 61920.00 1030442.00 136152.00 63984.00 602316.70 69925,67 40542.23 622392.00 54493.20 39370.04 622388,90 94181.50 32818.73 562155.10 09511.66 23255.24 622396.30 93680.78 36462.66 602335.50 98476.62 W10.48 622415.40 99010.94 31075.22 602329.90 82293.72 33700.00 622416.80 39205.93 63984.00 622361.10 33780.10 63334.09 602338.DO 14677.49 61920.00 622399.80 451B9.22 52173.73 6D2J21.30 70565.95 39620.b5 622392.60 91912.48 33371.63 622406.60 99234.89 31304.29 562157.60 90723.07 20570.04 6224Q0.90 106139.90 28128,59 602337.90 103851.00 26890,41 622413.10 103859.40 30007.98 602348.80 97050.35 29649.04 622393.60 68718,46 45237,84 622B81.30 37819,89 635M.55 602314.90 16646,87 61920,00 622392.60 53949.40 43516.48 M2329.80 73245.8? 35229.54 622387.30 89617,73 34568.49 6224GZ.SO 97517.0? 33034.32 562180.50 93035.39 205)8.75 622418.40 107274.40 293B4-39 MZ344.40 102525.90 27653.65 BIRBIR^T ENERGY G 206433.80 181222.80 186969.60 171299.30 1*0029.30 >73948.40 201472.70 313968.00 303040.qo 309984.70 211620.60 212703.10 204201.30 176609.70 183593.00 171314.10 191895.60 192258.90 295742.30 194680.10 303840,00 313968.00 210682.60 215861.60 184241.00 160952.40 197152.80 168433.80 162722.50 145533.40 261230.40 231289.10 284023.00 207795.30 205521.60 188952.90 181495.50 163203.30 162480.90 1528T5.7D 159473.40 143145.20 168753.BO 229889.BO 232692.20 171717.20 176854.30 189450.10 190987.80 162467.50 166516.20 152576.60 BARD 112 energy g 1H647.8Q 1 06682.90 129429.70 1 15206.30 ** * * &rc S ') 1 16$ 9 88 602308.BO 0.00 16610 BO 622385.80 O.QO 16711 80 602308.80 0.00 16812 80 522385.80 0.00 169 1 8! 622385.80 0.00 170 2 81 5621W.90 0.00 171 3 81 622385.80 0.00 172 4 81 602306,80 0.00 173 5 81 622385.80 0.00 174 6 81 602308.80 0.00 103374.00 130476.20 186480.00 172615.70 101179.20 >09373.10 115009.80 109091.70 SS:S B" 13&1P't, ’5239 L 4661,^ 5ltf1 < ‘S8*O.aD 17135 uS? --4 IS!71-*1 •2M7.63 17$ 7 81 622385.80 0.00 176 8 81 622385.80 0.00 177 9 Bl 602308, SC 17810 Bl 622385.80 17911 81 602308.80 18012 81 6223B5.M C 00 T 0.00 0.00 0.00 181 1 B2 622385.BO 0.00 182 2 82 562154.90 0.00 183 3 82 622385.80 D.CD 184 4 82 60230B.B0 0.00 185 5 82 622365.80 0.00 186 6 82 602308.80 0.00 187 7 82 622385.80 0.00 188 8 82 622355.BO 24.63 125991.80 112835089.690 5 125 742.10 109205.10 71084.45 1O5B93.7O 186480.00 192696.00 102231.70 109822.40 120836.70 113392.70 119719.90 128835.10 1 gj-« ‘MOO.Oq S »s 18169.44 1S1SB7»1a>s isiiM 1S864.41 WJ.X 137723.BO 128445.40 82437.99 25655.75 *642^7; 46800.00 165555,2; 48360.00 127196.K 1B9 9 B2 6023OB.60 0.00 19010 B2 622385.80 0.00 19111 62 602308.80 0.00 91403.91 68163.46 95610.74 48360. OO 154199.BQ 46800,00 48360.00 126151. K ?7J2U.si 19212 82 622385.80 0.00 193 1 83 622385.BO O.M 194 2 63 562154.90 0.00 195 3 63 622385.80 0.00 196 4 K3 602308.80 0.00 103463.90 119490.00 124923.90 113904.OD 134553.40 36791.M 146J«,IE 22117.11 16340.81 14900.66 180 96.00 l*65U,.l 150846-20 1730DC.M 1669K-M 197 5 83 £22385.80 0.00 S6B925.M 198 6 03 602308.BO 0.00 135163.40 140526.50 16706.95 19618.51 199 7 83 6223B3.5O 0.00 164854.51 175568-47 200 8 B3 622365,50 0.00 15163’.5C 201 9 83 6O2JOB.BO 0.00 46BM-00 itwssa.TT 2021083622385.80 O.M 48360.00 19S4fl7.1l 20311 85 602306,80 0.00 133M7.30 119114.20 92102,50 83994.91 109440.20 110379.40 33840.IB 46998.60 47935.29 46800.00 15WIB-^ 2W. 12 83 622385.BO O.M 26457.04 I6i11?-U 205 1 84 622355.BO O.M 206 2 84 562154.90 O.M 207 3 84 622385.BO 0.00 16J553W 150545.10 16WJ35.fi 208 4 B4 602308.80 0,00 117974.50 122205.60 115711.80 134961.50 132161.40 14301-93 11899.33 14443.92 14242.57 173182-2012- SV5 €W S 12. BlEBlfi-A $YS EN G 51. GfM Ali EHEUGT G ENERGY G a i si riM enogy G 8AP0 142 ENERGY g 509 »1A EMERpr G 13. tElAI D ERE Iter c 0.00 622401.30 B7267.92 34542.73 200305.50 112937.00 25468.78 15987750 o:oo 5621W -1 O' 88574.56 27468.15 157949.70 112730,70 20249.43 0.00 0-00 0.00 0.00 0-00 622407.70 43790.95 48436.35 139408.60 123893.60 48360.00 0.00 T030442.00 136152.00 63984.00 313968.00 192696.00 48360.00 o.oo 997202.20 131760.00 61920.00 303840.00 186480.00 46800.00 0.00 1030442.00 136152.00 63984.00 313968.00 192696.30 48360.00 622387.60 W59.14 33357,91 190390.SO 124369.30 12169,54 6023311.50 W10.05 35666.54 193833.00 118819.10 13575.16 622391-30 94183.60 2915629 149009.20 137887.60 40652.32 602332.80 87061.41 21507.29 67646.51 156258.20 46800.00 o_oo 0.00 602329.80 59907.21 43898.66 216051.50 95160.a 46KM.OO 622407.10 79890.36 39766.6? 213456.M 10*750.6C 28694. D8 155189.50 162438.20 HWB.50 171500.00 223057.20 218516,M 275280.M 266400, OC 775280.00 U0510.00 153847.30 ^£j697QO**< **••*••*26345090.0013078400.00620954^0.0039618000.0010923110.00554^ 20, DO 551465.50 0-00 $3933-61 13*152-00 63904.00 6.58 4097.69 245.00 ID.00 1.00 8.00 11678.00 M Q5f>r. 60 81312.02 40365.45 3.00 ZU. 00 308.00 244.00 3B9M.J0 192696.QO 4&3M.C0 275280.30 16557.29 5164,28 2400.71 10660.09 19.00 <0.00 7,00 10.00 191652.70 122277.80 33713.30 171244.20 244.00 245.-XI 245.00 245.W TAMS♦♦•♦•••♦♦♦•♦♦♦•■••♦♦♦♦••••p********************®************* 'ERROR COMPUTER CHECK FOR POSSIBLE ERRORS ***** FLOOD NUMSE2 POSSIBLE ERRORS FOUND- 0 ALLOWABLE ERROR CHECK- 50 »«*«•«>••••••• ♦•♦♦♦•♦•»*«•••»*••••»••■•••■•••• •CASES CASES FOR PROGRAM DETERMIMED RELEASES •• CASE - X.Y, WHERE: X ■ CONTROLLING LOCATION Y • NUMBER OF FUTURE PERIOD CONTROLLING EXCEPT WHEN X®0 THEM, TYPE Of RELEASE IS BASED ON RESERVOIR REQUIREMENTS, Y « Y=OO MINIMUM DESIRED FLOW AT DAN SITE Y=O1 OPERATIONAL CHANNEL CAPACITY AT DAK SITE Y=02 BASED ON MAX RATE OF CHANCE OF RESERVOIR RELEASE Y«03 RELEASE TO REACH TOP OF CONSERVATION POOL Y-OA RELEASE TO REACH TOP OF Fl000 CONTROL POOL Y»D5 RELEASE TO BALANCE TANDEM RESERVOIRS 1=06 BASED ON MAX RELEASE DUE TO CUTLET CAPACITY ¥»07 BASED ON NOT ORAWIMG BELOW LEVEL * Y«M MINIMUM REQUIRED FLOW AT DAM SITE Y«OQ RELEASE TO REACH TOP OF BUFFER LEVEL Y«10 BASED ON AT-SITE POUER DEMA1C ¥•11 HIM FLOW SINCE HIGHEST RES CANNOT RELEASE V«12 BASED ON SYSTEM POWER DEMAND ¥■20 BASED ON GATE REGULATION CURVE - RISING POOL ¥•21 BASED ON EMERGENCY RELEASE: PARTIAL GATE OPENING Yfc22 BASED ON EMERGENCY RELEASE: TRANSITION ¥•23 BASED ON EMERGENCY RELEASE: OUTFLOW-] NFLOW ¥•29 BASED ON EMERGENCY RELEASE: PRE-RELEASE CASES FOR USER SPECIFIED RELEASE CRITERIA (QA CARDS) - CASE » X.Y, WHERE: X • RELEASE (CFS) Ofi RELEASE CRITERIA (IF ANY) Y - CODE THAT WAS INPUT ON QA CARO (OR REPEATED FROM PREVIOUS PER(00) ¥■00 T®01 ¥-02 Y=03 YMW ¥•10 T-20 ¥•22 ¥•23 ¥«2A ¥=25 Y»2A ¥■27 T-ZB ¥ = 29 T-30 ¥=31 Tw32 Y=33 T»34 Y=35 T-36 ¥■37 Y=41 Y=42 Y=i3 Y=XS r=50 X RELEASE SPECIFIED BY USER RELEASE SAME AS PREVIOUS PERIOD'S RELEASE INTERPOLATED RELEASE BETWEEN TWO USER SUPPLIED RELEASE VALUES PREVIOUS PERIX RELEASE ♦ X PERCENT PREVIOUS PERIOD RELEASE - X PERCENT PREVIOUS PERIOD RELEASE ♦ X CONSTANT PREVIOUS PERIOD RELEASE • X CONSTANT RELEASE FROM GATE REGULATION CURVE RELEASE TO REACH TOP Of FLOOD CONTROL POOL RELEASE FOR DAM SITE OPERATIONAL CHANNEL CAPACITY RELEASE FOR MAXIMUM OUTLET CAPACITY RELEASE TO REACH TOP OF CONSERVATION POOL BASED ON HAXIXJM RATE OF CHANGE OF RESERVOIR RELEASE (RISING) BASED ON MAXIMUM RATE OF CHANCE OF RESERVOIR RELEASE (FALLING) RELEASE TO REACH TOP OF BUFFER POOL RELEASE TO REACH LEVEL 1 POOL BASED ON FIRM ENERGY DEMAND BASED ON ALLOCATED SYSTEM POWER ENERGT RELEASE TO BALANCE TANDEM RESERVOIRS BASED ON RESERVOIR LOW FLOW REQUIREMENTS (DESIRED 0) BASED ON RESERVOIR LOW FLOW REQUIREMENTS (REQUIRED Q) BASED Oh D.S. FLOOD CONTROL REQUIREMENTS BASED OH D.S. LOW FLOW REQUIREMENTS OUTFLOW EQUAL INFLOW BASED ON PREVIOUS PERIOD GATE RELEASE TO REACH X LEVEL RELEASE TO REACH RELEASE TO REACH X STORAGE: X ELEVATION SfTlIMG (AT END Of (AT END OF CURRENT PERIOD) CURRENT PERIOD) (AT END OF CURRENT PERIOD) MINIMUM RELEASE MADE D.S. TAMD EM RES. [S RISING D.S. release is less than value xANNEX IF SEDIMENT STUDIES ANNEX IF SEDIMENT STUDIES TA MS-LLG Haro-Akoba River Bajin JnlegritKi Development M.Uer Pin"........." J- -e- IIIJ4 Bfe-. sedime nt atton ... g^SERVOlR L g£COMMENPAT(ONS FOR SEDIMENT MONITORING i 2 J 4 6 'jblc !’ fibk 2- Tibi; 3- Table ■*- TABLES Sediment Rating Curves Average .Annual Sediment Yield in the Baro-Akobo Basm Reservoir Sedimentation Rates Reservoir Sediment Accumulation FIGURES Figure 1 Sediment Rating Curve - Keto River near Chanka Fisurc 2. Sediment Rating Curve - Gumero River near Gore Figure 3. Sediment Rating Curve - Ouwa River near Guliso Fiaire 4. Sediment Rating Curve - Sor River near Mctu Figure 5. Sediment Rating Curve - Gccheb River near Mizan Figure 6. Sediment Rating Curve - Begwaha River near Tepi APPENDICES Appendix 1 Appendix 2 Appendix 3 Appendix 4 Appendix 5 Appendix 6 Appendix 7 Appendix 8 "PPendix 9 "■Ppetidix 10 Appendix 11 Sediment Measurements - Keto River near Chanka Sediment Measurements - Gumero Rjvct near Gore Sediment Measurements - Ouwa River near Guliso Sediment Measurements - Uka River near Uka Sediment Measurements - Meti River near Dembidolo Sediment Measurements - Sor River near Metu Sediment Measurements - Kunni River near Chanka Sediment Measurements - Gecbeb River near Mizan Sediment Measurements - Bitin Woho River near Tepi Sediment Measurements ’ Begwaha River near Tepi Sediment Measurements - Birbir River near Y ubdo TAMS-ULg Baro-Akobo River Basin Integrated Development Mailer Plan IF - ixNnex if sediment stud^ ____ Hivcr B*«n -^MSXtG el a e0 - rated'^ °V ' ' IF-IANNEX IF SEDIMENT STUDIES 1> A VAlt^LE ”ATA data have been collected at eleven gauging stations in the basin. These Append! ords appear to start in 1982 on the Keto River near Chanka, and records al six pie oldeSt , l9gg Al) records stop in 1990; overall only 101 measurements have been taken sU hons start These measurements have been taken over a reasonably large range of for the include measurements at high flows, some of them during the rainy season at jischarg® - 5 e *cesS of three or four times the mean annual flow. Some of the measurements jjseharg65a( ^ginning of the rainy season, when soil erosion and sediment transport ^T^Ted 10 * ** higheSt due to the higher erodabiJity of the dry soil often row data of the sediment measurement were provided with no analysis or descriptive ? . Hence the methodology for sample collection, i.e.. depth integration, collection point. r • are unknown at this point. The largest concentration observed in any of the 101 "asurements is approximately 1,500 parts per million (ppm) or 1,500 grams per cubic meter. Most of the measurements are in the order of 100 ppm with significant exceptions. For example, the Keto near Chanka has a number of measurements with concentration in excess of 500 ppm, up to 1.500 ppm. To a certain extent the measurements on the Ouwa near Gulisso also indicate relatively high concentrations varying from 300 ppm to 1.200 ppm. Finally a third station, the Kunni near Chanka, shows measurements with high sediment concentrations generally ranging tom 300 ppm to 800 or 900 ppm t AMS-IJLG Baro-Akobo River Basia lntetraled Development Mailer Plan IF I3. DATA ANALYSIS Based on the flow measurement indicated at the time the sample were taken convert the measured concentration in daily sediment load, i.e., in tons pe d ^'ble r S rj stations with sufficient data, i.e.. the Keto River, the Gumero River, the Ouwa R ■ ^° S r River, the Gecheh River and the Begwaha River, sediment rating curves w^*?’ determining the best regression estimate between daily sediment load and river disc^^ ^ h Table 1: Sediment Rating Curves 3 River Catchment Area (km:) Mean Annual Flow (m /s) 3 Sediment Rating Cun-e Equation Keto 1.006 17.6 Coefficient Q, = 0.01010 q° 974 Gumero 106 2.05 0 562 " . ~ Q, = 0.00372 q° ™ Ouwa 288 5.75 Qs = 0 00089 q14,9 Sor 1.620 52.6 0 698 ------- Q, = 0.00130 q1119 . 0948 Gecheh 79 190 Qs = 0.00056 q1 0784 Begwaha i 125 3.33 Q, = 0.00110 q1 i45 0.841 In the equation shown above Qt is the sediment daily load in metric tons per day per km: of drainage area, as a function of the discharge module q which is the ratio of the daily discharge divided by the mean annual flow. Daily flow duration curves have not been made available and therefore a strict integration of the measurements that would provide an estimate of the annual sediment load is not possible For the purpose of evaluating the data collected, a synthetic duration curve similar to that presented by ARDCO-GEOSERV in their hydrological studies was used. The results are shown on the table below. Table 2: Average Annual Sediment Yield River Drainage Area (km ) 2 Mean Annual Flow (m /s) J Annual Sediment 2 Load (t/vr/km ) Keto 1.006 17.60 324 Gumero 106 2.05 35______- Ouwa 288 5.80 284__ _____ Sor 1.620 53.60 124 _ _----- - Gecheh 79 1.90 63_^- Begwaha | 125 3.30 85____ .— TAMS-ULC Baro-Akobo River Basin Integrated Development Master PI* 1F-3ANNEX if SEDIMENT studies I. rE5ERV0IR sEI>I*®NTAT1ON sc result are very low, and should be confirmed by doeloping an intense standard th- measurements with proper quality control. o f sample - performed for this study, and with the limited amount of data available, level ol ^'Xjts arc only indicative and the database is insufficient to guarantee that the s AI ct6ar th31 [",'v siii^' by processing these data are reliable. At this level of study, it is therefore e cS pr^2re conservative approach for the planning of reservoirs. cd in various part of the world that the annual average soil erosion frequently [t been obse? va lent of approximately 1,700 t/yr/km2 and can average 3 mm. Not all jxcecds 1 nun. L r ver j and accumulates in reservoirs, generally there is redeposition ertded C reservoir. This effect is measured as the delivery ratio of sediment, ^[ween the SOUrCCof the sediment yield of a catchment to the total soil loss upstream. The which is die ratio delivery ratio is • casing cate of the catchment shape, slope etc. and it usually decreases with Based on the observation that sedimentation in the basin might not of [he country and the world, the estimate of 3 nun of soil loss has * "iXtntil further systematic sedimentation measurements are performed. Based on this adopt ralio; obtained by regression analysis of many large basins the following XX were adopted for the various reservoirs. The in-place density of the sediment Emulated in the reserv oir has been assumed to be equal to 135 t/m , from in Africa and elsewhere. Table 3: Reservoir Sedimentation Rate Citchment Area (km ) 2 Delivery' Ratio (%) Sedimentation Rate (Ton/yr) Reservoir Equivalent Storage (metn/yr) 100 56 297,000 0.22 . _______ 500 38 990,000 0.74 —_looo 32 1,670.000 1.24 5.000 21 5,600.000 4.13 —_IO.OOO 18 9,398.400 6.96 --- -__ip;000 15 15.800,000 11,70 -------- 30.000 Id 21,400.000 15.90 an rage for reservoirs in the Baro- Akobo preliminary estimates of reservoir sedimenUUon ef used to asst rented in Tab \ kiifrev s nd tudies and The east^- lr 'planning of water resources developmen 2 designs of reservoir, however, w . - liable and num Extensive monitoring program must be esta i n var ious 0 Am S-ULG Ba ro-a kobo Rjver Basin Integrated Development Master Plan IF-4WATER RESOURCES .As more data become available, it may dclemune regional variations. IT SEDIMENT STUbVts possible » develop sediment yield equations Table 4: Reservoir Sediment Accumulation It should be noted that the quantities estimated in Table 5 assume a 100% trap efficiency. Th> assumption is only valid for large reservoirs; for relatively shallow reservoirs such as Jtang Abobo the rates of sedimentation might decrease with time as the reservoir fills with sedmieD- TAMS-ULG Barn-A kobo River Basin Integrated Development 1F-5 Master F>ll,nANNEX IF SEDIMENT STUDIES mMENDAT1ONS FOR sediment monitoring 5' ^P^0US Set*" ra£raphs havC hi&hJiphtcd thc oeed for a rTwrc extensive sediment database The 19%- a the data are spread thinh 100 measurements at 11 gauging stations. As mdicated above these Mtr taken over a wide range of discharges, and it should also be encouraged in ^ure"^ ^gns. The first recommendation is to concentrate the monitoring resources at a d* of gauging stations over longer periods of time rather than to attempt the ^^en^hasxnatailLime. ment of the monitoring program will include the selection of river sections where P* e can be accurately monitored and where rating curves are well established. This the discharg^ a detailed review of the flow measurements and their processing io assess n t set of sampling sites should be established, and depending on the availability of A Tand human resources, all the sites could be monitored either every year or alternatively a ^ion of sampling sites could be defined. At each site, a systematic sampling period must be * icmented and should cover the end of the dry season as well as the entire wet season Sampling collection at the end of the dry season will ensure collection of data at the beginning of the wet season when the largest sediment concentration is often observed. At each sampling ioaiion, the objective should be to sample regularly during the wet season including at the time of the peak annual flood, if possible. In the case of site rotation, each sampling site should be the source of a systematic campaign of measurements every few years. As the data of the wet season campaign become available, a report should be prepared for each monitored location. This report should contain all the sampling raw data, the measurements and in analysis of the results should initiated. Hrs strategy will make better use of the resources and will provide a reliable basis to estimate sediment transport. In the long run. the programme might also show some trend which could be •pdicative of the deteriorating soil condition, or of the effectiveness of the reforestation program tor example. pmH SamP'ln8 site selection, the monitoring strategy should also consider rivers with particular .tpon^ °r T*vers wWch are likely to be developed. For example, the Birbir river basin is tonstruqj10 PT0^uce amount of sediment and it is also a river candidate for the 006 of the0" ° hydroelectric f power stations. A confirmauon of the problem should be Pnorities of the sediment monitoring programme, ■Uhilarly thp al loss of Abobo reservoir should be subjected to annual bathymetric campaigns to assess ^^aries th P^tream sampling locations should be selected and monitored on the main J*ludc the estahi’U 010 Mey nvers’ 35 wdl 35 on <a W °lunies v lSbnicnl gauging station with rating curves for continuous monitoring of the itself sh?uld 3150 A! ^S-ULG Baro-Akobo River Basin Integrated Development Master Plan IF - 61Sedlmant Load In Tona/dtyIkrnZ Sediment Rating Curve Keto River near Chanka Figure 1Sediment Load in Tons/day/km2 Sediment Rating C^fe Gumero River near b Figure 2S®dlm«nt Load in TcmMdny/km2 Sediment Rating Curve Ouwa River nearGuHso Figure 3Sediment Load in Tons/day/km2 Sediment Rating Sor River near Figure 4 Cun'® MetuS*dlm<>nt Laid Ln Tonsldiyikml Sediment Rating Cunre Gecheh River near Mizan Figure 5Sediment Load in Tons/day/km2 Sediment Rating C“^cp. Begwaha River n Figure 6Appendix 2 Sediment Measurem^ Ke,° River jppclldix I Measurements appendix 3 Sediment Measurements /J®*70 Appendix 4 Sediment Measurement > River „ a Gore Appendix 5 Sediment Measurements Mcasurements ■ 8 Sediment Measummenr ' '*er „ . Kunn/ R / Append 9 Sediment Measlue m n ^ Cr hebR^^C^ / ^x'° f^ent Measu. nu ‘ B>tin / .^nwater resources ANNEX IF SED'MENT STlJI) iEs APPENDIX 1: SEDIMENT MEASUREMENT, KETO RIVER NEa Drainage Area: 1,006 Km*; Mean Annual Flow 17.6 M /S ''' chank. J D-Uy Stdin L «»d (t/dav TaMS-ULC Biro-Akobo River Basin Integrated Development M»’,e IF- II'' JWx IF sediment studies „sediment measurement, cumero river gore cj> . 106 k^2’ Mean Annu** Flow 2-05 mJ/s 0.12 5.44 Concentration 105.45 46.88 14.81 12,63 Daih Sediment Uglttfeyl 1.1 22.0 43.76 34.38 26.c 18.94 51.05 8.03 10.42 8.60 0?70 33.34 162.35 37.5 83.5 12 19 9.8 bJun 1989 J6Jun J?89 _ _ 75^1989_____ 0.38 1.48 5.31 071 51.08 53.63 J8.68 161,66 1.7 69 36.1 9.9 jjNo'vl989____ ThHwo 0.86 100.64 3.63 7.5 66.04 20.7 if-inNV ATER RESOURCES ANNEX lF SED»MENT STU^ APPENDIX 3: SEDIMENT MEASUREMENT, OUWA RIVER near Drainage Area: 288 km ; Mean Annual Flow 5.75 m /s 2 J Date Flow (tn’/s) Concentration (EES) LOad (t/d . . 20 Sep 1984 14.71 556.37 a 24 Sep 1984 10.17 292.94 ~ - _ • 257 ~ - - - 707Vif~ - 14 Oct 1984 5.99 130.39 67 — 20 Sep 1985 11.96 1206.56 —■—~ / 1 247 ' -- 5 Aug 1986 9.96 — . 19 May 1988 2.77 579.42 139 28 Jun 1988 7.30 ~ 398.49 ----------------------- —_ 251 17 Oct 1988 13.70 329.17 l~26 Jun 1989 7.10 390 727.98 447~ ~ | 14 Nov 1989 7.55 304.38 14 Nov 1989 7.55 199 331.88 14 Nov 1989 7.55 216 ~ 307.81 201 31 Mar 1990 1.94 108.44 18 " 31 Mar 1990 1 94 108.13 18 31 Mar 1990 1.94 113.44 19 24 Jun 1990 2.81 421.05 102 24 Jun 1990 2.81 365.53 89 24 Jun 1990 2.81 344.74 84 TAMS-ULG Ba ro- Ako bo River Basin Integrated Development Master IF-IV planrf «KPsOVBCES ANPfEX IF SEDIMENT STUDIES 3 4; SEDl^fE^T MEASUREMENT VKa RATd ^EAR U]^ *: 53 km2! Mean Annual Flow ],2l m /, Flow (m /s) 3 m Concentration (PP > Daily Sediment Load (t/day)______ 5.09 5.89 65.63 42.71 6.12 4.17 53.13 5.4J 5.4£ 5.50 0.42 2.63 51,05 12.51 42.72 12.50 88.68 3279 28.9 21.7____ __ ______ 28J_____ _ ___ 18.4 J.8 20.0 5.9 32 2.63 2.63 3.47 7.3 9.3 6.8 147 3.47 30 Jun 1990 JO Jun 1990 .25 Sep 1990 25 Sep 1990 25 Sep 1990 480 480 480 2.13 2.13 2.13 620 6.20 620 40.71 29.99 154.76 119.76 124.99 62.86 61.19 58.37 98.44 72.50 92.19 - A ^S-UtC HlroAkobo River B«in lotegraied De velopment Mest er Plan IF-VA.NNE* IF SEDIMENT STVbl^ -------- ----------------- -------------- ------ T?7<fD^e'0PI1unl Y^MSAJLG Baro-Akobo Wver *•*»■ lnte* IF-VIANNEX IF SEDIMENT STUDIES ,VA1f!RESOlJRCES mrv 6- SEDIMENT MEASUREMENT, SORE RIVER NEAR METU 2 A ea: 1,620 km ; Mean Annual Flow 52.6 mVj . ac r ■ pfnitiJ,D-— a ”pti* Flowfm 7s) Concentration (ppm) 133 47 Daily Sediment Load (i/dav) 155.25 1.790 4.49 71.43 28 173.60 59.38 ’ < Oct |?88 - - 891 1 34 4 1?89___--------- —’ 24,02 3 2.14 17.84 3 - J UH ]_L — — ——-------- •--tt r j osfl ?l Mar J ?»■—- —' iofflO 2230 1232.53 --- 4803 2 J 75 10960 J 26 JunJzSZ-—-----— 6 SQvJZ^Z———--- 0 NQVJ yg .--------- —- ------ 455 16.58 101.90 146 - 139.76 200 J "TaVdv 1989 - 6 No* 2_*_—---- 82.14 118 16 58 178 75 256 iia Knv 1989 - 204 38 293 — 179.06 253 Ft? Jun 1990 96.18 28125 2J37 tt Jun 1990 - 95 31 792 27 Jun 1990 - 8875 738 ~3Au£ 1990 132,11 9625 1.099 3 Aug I WO - 119 38 U63 4 Aug 1990 114.51 102.19 1.011 4 Aug 1990 - 251 87 2.492 J Aug 1990 — 109 69 toss 10 Aug 1990 141.7 105.94 1,297 10 Aug 1990 — 166.56 2,039 10 Aug (990 — 127.50 IJ6I 17 Aug 1990 124.00 10812 1.158 17 Aug !99Q - 135.00 1,446 . L7Au 1990 £ - 147.81 IJ84 , 25Aug 1990 139 67 188,75 X278 .25 Aug 1990 254 38 3,070 ji Aug 1990 — 169.06 2,040 JlAjlE 1990 139.67 79.37 958 JLAtjglMO •=B 98.12 1.184 57.50 694 U-®A £_I990 j Ll| Aug IWI ^jAqg 1990 t®Aur]99O -‘■-'Laugj 99o 25532 82 50 1.608 .=. 8230 1.608 — 137.18 2.673 14039 13438 1.630 "-zS-QUg 1990 I -------- 123.13 1.494 — 117 50 1,425 r--- Jj**U 134 82 90.94 1.059 —--24i 1990 - 272 50 3.174 “-------- — 104.69 I^IAy/iwo------------ --------- --U^iwo’ ---- 1□ J. 1 x 184 69 1219 ■v i-ck 2377 - 4-D*cJ990----------- -------------- 4 80 149 j 7 7844 I jZx 33 T AMS~ULG BaroAkobe River Basin Integrated Development Mader Plan IF * VIIWATER RESOURCES ANNEX IFSEDIMenTstv|)i APPENDLX 7: SEDIMENT MEASUREMENT, KUNNI RIVER NEAR Drainage Area: 88 km ; Mean Annual Flow ^aNKa 2 Date Flow (m /s) 3 Concentration Jppn>) p-ilySedhnenf - 1 Load (t/d vi 25 Dec 1988 0.95 56.76 a 28 Jun 1989 2.18 355.39 67 18 Aug 1989 6.53 822.19 464 — 18 Aug 1989 — 480.94 271 ——- 18 Aug 1989 — 475.00 268 19 Aug 1989 6.84 607.81 3?9 ■—— 19 Aug 1989 - 529.38 313 — 1 19 Aug 1989 — 618.75 36<r 20 Aug 1989 7.26 801.25 20 Aug 1989 — 657.81 20 Aug 1989 - 714.06 nr ——j —— 503 ----- 449 ~ 24 Aug 1989 9.40 672.19 546 24 Aug 1989 469.69 381 24 Aug 1989 - 583.75 474 25 Aug 1989 8.63 983.13 733 25 Aug 1989 - 763.44 569 25 Aug 1989 - 537.19 401 4 Nov 1989 1.44 98.13 12 4 Nov 1989 - 88.44 11 4 Nov 1989 — 116.56 15 26 Jun 1990 1.56 297.81 40 26 Jun 1990 338.44 46 26 Jun 1990 351.56 42 Tams-ulg Baro-Akobo River Basin integrated Development M**,er IF-VIIInESOURCES ANNEX IF SEDIMENT STUDIES '^V^diMENT measuremevt* geche river near mjzan Ap . 79 km ; Mean Annual Flow 1.90 m /s 1 J nr ,i«-g« Are”‘ _______ ___ ___ Flow (m /s) ___ 3 P*tc Concentration <PPnO - _____----- -------- ~~ I OXfS 5.14 22224 — --- — ——jU!__ ,____ 98 7 Dii!y Sediment Load (lc/tLay > ------- 0.19 38.32 14 °—------------ i OfiJ? Qjufl Lit®- — 23 -------- ---------- 7| rp?.egp|D11Q1QO——-—-- ~2\7j rFcu/'hp[__ —— “• iT[Crcuah *19-f9_0— ~-ii Tun ! 990 is inn 1990 i Jun ! 990 ii) Oct 1939 JO Oct 1989 . 0.6 2.10 29 97 5.4 4.44 35.75 13.7 0.40 17.50 0.6 - 19.38 0.7 - 50.63 1.8 3.20 104.06 28.8 105.94 29.3 — 111.56 30.9 0.84 64.69 4.7 — 64.38 4.7 1D Oct 1989 - 69.69 5.1 26 Sep 1990 3.65 132.19 41.7 26 Sep 1990 - 15125 472 26 Sep 1990 — 108.13 34.1 27 Dec 1990 0.61 109.69 5.8 27 Dec 1990 — 103.12 5.4 127 Dec 1990 — 150.93 8.0 Ta MS-ULG Bare. Aknho River Busin lntesralHi De' elopmeat Master Plan IF-IXWATER RESOURCES ANNEX IF SEDIMF -----------------------------------------------------------------------------------—Sn't»ES APPENDLX 9: SEDIMENT MEASUREMENT, BITIN WOHO RIV£ ' NF-AR R Drainage Area: 220 km ; Mean Annual Flow 1.04 m /s 2 3 “•% Swita,,-, Lo>d£tAiav) iAi»i>uLb biro-Akobo River Basin Integrated DevelopmentttE SOl’PcES ANNEX 1F SEDIMENT STUDIES --------- -------------- --------------------------- -------- ------— sediment measurement, beg waha river near tepi i ppEc<r,IJU . - 125 km ; Mean Annual Flow 33 mVj 1 Flow p ;tc | Concentration 4<ppmj 0.59 85.47 Daily Sediment Load (kt/day) -- --- > . 4.4 2,90 74.37 18.6 - 4.66 85.82 34.6 4.90 97.24 ]6AU£jz52—— J- iQgg 41.2 i ]g AygJ^-—----------- kn Am? 1988 ' 20 AU^J_Zz— -- ----- V^a.io 19887 22 AiJg L —— —— *>0 Inn 1989 Tf>J 1989 _ 17 —■--------- rTlTu 1988 3.38 71.50 20.8 4,20 97.24 353 5.77 78.17 39.0 3.14 68.59 18.6 1.41 48.48 5.9 1.51 134 38 |115 rNSec[9X9 - 125.31 16.4 ! ] Dec' 1989 -- 146.00 183 njFeb 1990 1.00 26.88 23 Feb 1990 — 7625 6.6 21 Feb 1990 — 37.50 3.2 13 Jun 1990 6.12 117.50 62.1 23 Jim 1990 187.50 99.1 3 Jun 1990 ■ ”1 221.56 1173 23 Jun 1990 1.36 103.44 122 23 Jun 1990 — 97.50 11.5 23 Jun 1990 90.94 10.7 25 Sep 1990 2.93 132.81 33.6 ^2lSepl990 — 177.50 44.9 >51990 — 121.56 30.8 26Decj990 1.23 115 94 123 Dec 1990 — 109.06 11.6 «DecJ990 131.25 13.9 -=5 _Jjt®_|_990 T AMS-ULG Baro-Akobo Ri*er Basin Integrated Development Mister PlanANNEX IF SEDIMENT STUDIES wkterR£SOWCES APPENDIX 11: SEDIMENT MEASUREMENT, BIRBIR RIVER NEAR i: 1,563 km ; Mean Annual Flow 29.6 m /s 2 J Drainage Xrc> Date Concentration 292.81 309.69 6L2S 68.44 61.56 Daily Sediment Load O/day ) 801 848' J55_ ' 37 _42 38 IF - XUgggOURCES ANNEX 1G WATER RESOURCES COST ESTIMATING ANNEX 1G WATER RESOURCES COST ESTIMATING 1AMS-ULG Ban>Akobo River Basin [megnited DevdopiBcat Mauer Planxnzc ANN EX 1G WATER RESOURCES COST ESTIMATING __________________________________________________ CONTENTS production 1 , VIL WORKS UNIT PRICES ' ReView of Cost Experience in Ethiopia I ’ international cost Experience COST FUNCTIONS Srrii • - - r i i •4t—-iJ ■ ■ »■■ ■R 3-1 3.2 33 3.4 3.5 3.6 3.7 3 8 39 Dams .................... ................................. Spillways..-....................... - p ssure Tunnels and Shafts re Irrigation Tunnels Canals -4 .a-..>.-, -i»-- Power Plant Transmission System Irrigation Infrastructure Access Roads i ii 4 i — - r . i*i - -i ■- - 4 OTHER COST ELEMENTS 4 1 Physical contingencies 4 2 Engineering and Administrative Costs 4 3 Foreign and Local Cost Components 4 4 Operation and Maintenance Costs (O KU I 4 - 4 4 1... TABLES Table 1 Table 2 Table 3 Table 4 Civil works Unit Prices Tunnel Support Classes Transmission Line Costs Irrigation Inffastruciure Costs FIGURES Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 F'gurc 8 Figured Figure lo Figure 11 F’gure l2 F’gureis J ,gUre 14 F’SurelS Embankment Dam, Typical Section Rockfill Dam, Typical Section Dam Cost Curves Typical Spillway Profile Spillway Cost Curves Typical Section of Circular Tunnel Cost Curves for Circular Tunnels Typical Sections of Horseshoe Tunnels £ost Curves for Horseshoe Tunnels Typical Canal Sections Canal Costs as a Function of Size Canal Costs as a Function of Discharge Capacity’ Penstock and Manifold Cost Curves Power Plant. Costs Switchyard Costs Ta MS-ULG Baro-Akobo Rhrr Basin Integrated Development Master PlanWATER RESOURCES ANNEX 1G WATER RESOURCES COST ESTIMat 1. INTRODUCTION Most of the cost estimating at the master plan level of studies is based base of unit prices derived from international competitive bids for similar and other developing areas This data base of unit prices has been developed ^ 'n of projects and is continually kept up-to-date .All cost estimates are ex 3 ranSe data 0 dollars (US S) at Jan 1996 price levels The applicable exchange rate a, pr esscd , in Us 1 US$= 6.33 Birr ” ’ that date Was In order to simplify the cost estimating process (in view of the large number of under consideration), cost functions were developed for the major project featur Pr°^ec’5 expressed costs in terms of the principal characteristics of the feature These cost f$' are described in the following sections The cost estimates themselves arc included in the 'project profiles' for each option consideration, (see Annexes 1H, 11, IJ and IK). notions C oaro-AKotx) River Basin Integrated Devetoproen* 1G-1annex ig water resource COST ESTIMATING cfVlt WOBKS UNIT PRICES Review of Tost Eipericnce in Ethiopia is no recent expenence of medium to large dam and power plant construction in “P°n whJCh baSC Un” PnCCS Gll*cl-G'be hydropower project which was Xa p! Sly constructed under a special arrangement with the North Koreans is not a useful ^urcc of cost data For small dam construction, data from the Midmar Dam and Abobo Dam were examined JS well as the cost estimates for the Dire Dam This data was obtained from the Ministry of Water Resources Unit costs for the Midmar Dam (contract dated Sept 1993) and the Abobo Dam (contract dated Jan 1994) were found to be generally consistent when expressed at comparable price levels Selected unit prices for the Abobo Dam convened to USS at Jan 1996 price levels are as follows - hem Common Excavation Rock Excavation Impervious core Shell Fill Transition Material Rip-rap Concrete (025) Formwork (plain) Reinforcing steel Unit price 2.0 to 4.2 5;m3 16 OSnf 5 3 Im3 53W 16 8 SW 26.6 J/nr' 169 7S/m3 31 3 I/m1 247.3 IT bid a^°Ve Unjt P^es for earthworks are generally comparable to international competitive intePnCCS Those for concrete and formwork appear to be somewhat higher than 3pp^aUOnal prices- whi'e the Price for reinforcing steel for the Abobo Dam project Dam S tO be aboul 35 high as international prices. The price position for the Abobo depanPrOJCCl is frrther complicated by the fact that the Contractor is a government ^owed f™ 40(1 il 'S nOt ClCar h0W overhcad costs a"4 corism,ctlon «PPmenl «°Sts are ^T ’ t k PPM'S ** -- -J recent expenence in Ethiopia on underground civil works costs. Pl ^ Celling, cavern construction, shaft construction etc. above *scussion it is recommended that the cost estimating for the Master E 'hiopia ,CS bc based on international competitive bid prices, adjusted to (he conditions in TA MS-LLG Integrated Dndopment Marler Plan 1G-1WATER RESOURCES ANNEX 1G W ATER RESOURCES COST re __________________ ___ J 2.2 International cost Experience TAMS maintains a data base of unit prices for waler resources civil w experience from a range of projects tn a broad range of developing co 1 Ori recommended that these prices be used but w ith a 1 0% across the boad 11 is recognition of the high transportation costs associated with constructio 'RCrcase jn Akobo area Q IFl Ihe Bar&. A listing of the principal unit prices recommended for the study is given in Tabl are at Jan 1996 price levels and exclude taxes and duties e 1 TTicse Table 1 Civil Works Unit Prices Item Unit Unit Price $ Common excavation <4 3 83 Rock excavation nf 9 60 Mass concrete 3 't m 100 00 Structural concrete 142 94 Tunnel lining concrete m’ 186.83 Form work m1 27.01 Reinforcing steel T 1238.05 Borrow excavation, earth fill m1 3 61 Borrow excavation, core 3 m 400 Fill placement, earthfill mJ 4 00 Rockfill j m 6 77 Transition material m3 16 22 Drainage zones m3 26.11 Rip-rip m 11,20 Tunnel excavation m 69 78 Rock bolts m 67 53 Shotcretet 50mm > m2 28 14 Shotcrete(lOOm) nT 56 28 Steel rib supports m 225.10 Canal excavation m5 2.50 Canal earthfill nf 5.60 Canal lining concrete (including formwork) m 120.00 NOTE: The above prices are at Jan 1996 price levels TA.MS-ULG Baro-Akobo River Basin Integrated Development Mist® 1G-3rQOURC£S ANNEXIG WATER resources cost estimating - ---------- ----------------- 3-1 Two basic dam types have been adopted for the master C OST FUNCTIONS P»ms i D ar ^hfiU dam and centre-core rockfill dam Typical sectinn/ r.k estu™«. namely £wn on Figures 1 and 2 ' P Sect,Ons these two dam t^s read sheets have been developed which compute quantities and costs for CompuLcr - for a wide range of design conditions, foundations conditions and these d ji ns The major parameters that can be input into the spread sheets topographic roncu( no are- Dam type Dam height Valley width Dam crest length (or valley side slopes) Foundation excavation depth Upstream slope of dam Downstream slope, of dam Dam crest width Core width To illustrate the process, dam cost curves have been developed for a range of variables A selection of these is shown on Figure 3 It should be emphasised however that these cost turves are illustrative only The actual dam costs for the various projects under consideration have been specifically estimated in accordance with the specific design and layout condition applicable to each project These detailed estimates are Brien in the project profiles. U Spillways w todle tte K„tc for master planning purposes all spillways base ptn was assumed probate flood For gared spillways a Hood =»<*•'!!' for estimating purposes the spillway cost w , broken doom to Sue elemems as follous- Excavation costs (which are very she spec Headworks costs Spillw ay chute costs Stilling basin costs Spillway gates Tllcvolurno of spillway excavalionuas computed for each op’'on&0,n •> t . twines T AMS-ULG Baro-Akobo Rher Bisin lniepated tievtfopmenl Master Plan 1G-4WATER RESOURCES ANNEX 1G WATER RESOURCES COST ____________________________________________________________ _______ JSTImattNg Costs were developed for spillway headworks and stilling basins as a function discharge capacity. Costs were developed for spillway chutes as a function1 discharge capacity and spillway length s Pillwjy A typical spillway profile which formed the basis of the cost estimates is shown 4 The resulting cost curves are shown on Figure 5 3.3 Pressure Tunnels and Shafts A variety of pressure tunnels are used in the projects These include diversion tu 0,1 figure level outlet tunnels, and power tunnels. Shafis are also featured in the works nCS lou j‘ access to gate chambers such as in low level outlet works and power intakes and* ? surge shafts to power plants 50 15 Again computer spreadsheets have been developed that give costs per metre of tunne fa a range of design parameters and ground conditions r The typical cross-sections of the circular tunnels used for planning purposes are shown on Figure 6 The parameters that can be varied are - • Tunnel diameter • Overbreak depth • Concrete lining thickness (including zero) • Percent of reinforcement in lining • Support classes to suit ground conditions The support measures include combinations of rockbolts, mesh, shotcrete and steel rib supports The various classes of support that can be adopted are summarised in Table 2 The resulting cost curves used for circular tunnel cost estimates are shown on Figure 7 These costs apply to tunnels with normal invert slopes For inclined shafts the costs were increased by 60% and for vertical shafts by 100% 3.4 Irrigation Tunnels Any irrigation tunnels used on the project would be horseshoe-shaped designed to ho^ partially full Cost functions have been prepared for this type of tunnel in a sinu ar to the circular pressure tunnels The typical cross-section of the tunnel is shown on 8 and the resulting cost functions of Figure 9 3.5 Canals r y a range cl TAMS basic unit prices were used to develop canal costs per linear metre, or, sizes and topographic conditions The variables that were considered in eve cost functions include TAMS-ULC Baro-Akolx> River Basin Integrated Development Master 1G-5lVAT u resource annex ig water RESOURCES COST ESTIMATING _----------------------- ------- ------------------- - - * Depth of flow ’ Side slopes of canal * g|ope of terrain ' Concrete 1'ning thickness (including ,he of no lining) * proport’Of1 of common and rock excavation The typical canal secuons used to develop thc Cncf Typical cost functions for various size canak k h,ncr,Ons are shown r used to develop cost fonctions in terms of can i Or 11 This which are showm on Figure I2 For from 1 in 5,000 to 1 in 10,000 j.6 Power Plant ^es S PUrpo* a range of canal slopes 10 °f The features included under power plant compose. « Power intake • Penstock and manifold • Powerhouse, including all equipment • Tailrace channel Other power plant features such as dams, runnels, shafts and power canals are covered elsewhere, Power intake structures vary widely from scheme to scheme and cannot easily be standardised For this reason separate intake cost estimates have been made for each candidate scheme Penstock and manifold costs have been computed assuming the penstock is designed to take the maximum internal pressure with a factor of safety of I 5 Normal yield strength sieel was assumed (Yield strength - kg/cm2) and a minimum handling thickness (t=D/jOO) was assumed For master planning purposes a maximum velocity of 6 m/$ was adopted The resulting cost curves as a function of penstock discharge and design head, are shown on Figure 13 Powerhouse costs have been estimated using data ^search Institute (EPRI Report EM-3213) • kenerators, transformers and all associated mechanical . bv theU S Electnc Power include die turbines | ncal equipment . C ect hea7rh0US€ C°sts expressed “ 50515 PCT ’nstaUed capacity 35 “ ori the turbines The cost curve is shown on Figure 14 dCSlgn Transmi i ss on System i^anSrnissi°n system associated with hydropower development is in two components, '^ar^ and the transmission lines themselves T AMS-<JLg Ba’ro-Aitobo River Busin [clepraltd Dc^kpinent Mister PUn^■0 WATER RESOURCES ANNEX 1G WATER RESOURCES COST ESTI51att Switchyard costs as a function of installed capacity and switchyard voltage ar Figure 13 These cost functions were based on EPR1 data Transmission line costs were taken from the TAMS cost data base, as shown in Tab) 3.8 Irrigation Infrastructure 416 s^>Wn Or) Irrigation infrastructure includes main canals, secondary and tertiary canals land land forming, drainage system and pumping station costs Main canal costs arc C'eailri8- section 3 4 The other elements of irrigation infrastructure have been estimated *n hectare basis and vary with soil and topographic conditions The costs 3 ptl summarised in Table 4 The pumping station costs shown in Table 4 were based 310 expenence on similar projects. 3.9 Access Roads *AMS Access roads associated with canal construction have been included in the canal costs Access roads to other project features have been priced on the following basis - • Upgrading of existing roads and tracks 40,000 US$/km • New road construction 80,000 USS/km The above figures compare well with the reported costs of improving the Gog-Pugnido Abobo road which amounts to 2,000 USS/km TAMS-ULG Biro-Akobo River Basin Integrated Development Master PIin 1G-7kesovrces annex ig water WWCrck cost est]matog VA 0tbek cost elements physical contingencies H „.vsical coming^'1 [or most of the cM works h,„ bear s« a 2W. Thc oriv Stion is fo' P"werLh™“ COS,S’ ™™«™ Uno costs, pumM ms,s d ^•tchyard costs, for which contingencies have been set at 15%. 4 j Engineering and Administrative Costs The costs for engineering and administration have been assumed to be 10% of instruction costs including physical contingencies This covers the following items - Feasibility studies Detailed design and bid documents Supervision of construction 4J Foreign and Local Cost Components For master planning purposes the following cost breakdowns have been assumed for foreign and local costs Major Civil Works Irrigation Infrastructure Transmission Lines Meth + Electrical Equipment Access Roads 75% 60% 85% 90% 40% Local 25% 40°'o 15% 10% 60% F °reign costs include all foreign cost components of locally procured ^oods and screes 4 4 rv Pcration and Maintenance Costs (O+M) O+M ^sts have bwn O f construction costs, as follous:- ^mhJnnelS’ r°ads eIC Tc [ ^ssion Lj Systems anical and Electrical Equipment % of construction cost 0.5 10 1.5 30 TAMS-ELG Baro-Akoba River Baain Intrgnicd Dt'^lapairnt 1G-8—-■a < a MS-ULG Baro-Akobo River Baria Integrated Development Master Plani V KC2iiK OV XikJV', CjAV\ ROCK BOLTS SFtrO 3PAOWG (Mf »T««k ***CH NIB «PAC IMQ |M| DESCRIPTION \ i I 1 ! ..I I I 1 Shotcrete over % d funnel padmater 112 Rockbolt per unit length , of tunnel I B 1/2 Rockbolt per unit length of tunnel 1.5 Mo support except occasional mesh and Shotcrete No support except occasional rockbolt (SPOT BOLTING) Pattern rockbolts plus two layers of mesh reinforced Shotcrete to Shotcrete and Rock boiling over 50 % of perimeter A 1 1 100 2 — 1 J I Shotcrete and RockboHmg i over 50 % of perimeter r B 1 50 2 00 1 crown and walls Pattern rockbolts plus one layer of mesh reinforced Shotcrete to crown and walls Steel arch rib pattern rockbolts plus two layers A 100 15 2 1 I I I of mesh reinforced Shoicrete to crown and walls Steel arch rib pattern rockbolls plus one layer of mesh reinforced Shotcrete and Rockboiling over 50 of perimeter & Steel rib pattern W 8 x 24 with MG 8 x 12 steel cnannel lagging @ 0 5 in Shotcrete and Rockboltmtj Over 50 % of perimeter A , 0 fiO 200 1 1 Shotcrete to crown and walls Steel rib paltern W 8 x 24 with no logging i Nolo.1 Rockholt longfh “ 0.5 X runnel Dlunfoter TABLE G-2 TLWNtl SUPPORT CLASSES Tl IMMFI -►I WWdTABLE G-3 TRANSMISSION LINE COSTS 1 PLANT OLTPLT MW LOAD DISTANCE km i , 100 132 kV TYPE 1000S km 230kV i TYPE 1000$ km 345 kV TYPE ' ICOOS i •km E’jkV type SC 100 SC 155 100 200 DC 175 SC . 1“5 300 • 1 sc 100 DC 175 1 sc 200 20G DC-SC 2”5 > sc 175 r5 175 300 100* ?00 200 300 100 JOO 200 DC' 315 DC “SC 275 SC 175 2 DC 350 DC 315 SC 350 DC 315 SC 350 2DC 350 DC 315 sc 350 3DC 525 DC 315 S'* "*T ---------- - —■ — sc 455 300 DC-SC 490 sc 350 sc 455 100 2 DC-SC i 450 DC 315 sc 350 sc 455 1 500 200 3DC-SC 625 SC-SC 490 sc 350 sc 300 2 DC 630 DC e i: sc [ FGEND : SC - SINGLE CIRC LIT DC • DOUBLE CIRCUIT BOLD - PREFERRED OPTION NOTES: 1. ALL COSTS ARE XT JAN 1*96 PRICE LEVELS 2. COSTS ARE FOR STEEL TOWERS OVER AVERAGE TERRAiXTABLE G-- [RRIG.aTIOX LXFRSTRI CTl RE COSTS ."hfj . wersasbimh conditions . Lnv bush conditions - h’-sh condftlcr.s SC? iM - For grant; .'rrigatiGG - For sprinkler irrigation ^.stoning Distribution system (2) - Gra’> its irrigation - Sprinkler Irrigation DtuiilUgi' KystiTT: • For gravity irrigation - For sprinkler irrigation ’ lowi protection dikes (3) Pulping stations............ ^oies:- sen o •t 2C00 « a. U ZuC-603 TiS m 3?fj Sikw L, A 'l L'Gsts lij'g Jsvi *5®^ ■* 'j t-oT =.\ r ^^tnnut’hn system costs include canal roao£ Within ;Be irris***0 u,rejs craieooR dikes taken us 2.0m hLhWATER RESOURCES ANNEX 1G W ATER RESOURCES COST FIGURES — J Diver Basin Integra TVMS-ITG Baro-AkoboMtlWHE U — T Earth Embankment Dam TYPICAL CROSS SECTION Lc = VARIES VALLEY SIDE (7) IMPERVIOUS CORI DAM / SLOPES (?) EARTH FILL (T) RIP-RAP BV-VARIES -H VAR © filters & DRAI NS Cut off Depth.Varies KY 05/02/96 EARTH-50.WKAL• <ii1 Um1r i <j w R r g - 2 ROCK FILL DAM -TYPICAL SECTION Vanes (?) Impervious Core-Silty clay from Residual SdiI Borrow Rock Fill Shell clean select Rock fill from Required and Rock Quarry Rock Fill-ShelL”Random Rock Fill ftWSWSifi'SJ for Rock Fill Shells © © ® U/S Transition select small Rock size and Gravel . SktY Sand cource. D/5 fine Fillter zone - me dium to Fine Sand D/S Transition zone U/S Rip Rap Cut-Off TrenchICost of Dam (S) Millions FIGURE G - 3 <x DAM COST CURVES { Sheet 1 of 6 ) Earthfill Dam Cost Estimate Height - 40 m 35 — - D_. 100 200 300 Width of Valley (m) 400 UZS Slope 2 5 H : 1V. D/S Slope 2,OH : IV Depth of Cut off trench = 8 m EARTHDAM.WkCost of Dam ($) Millions FIGURE G - 3 b DAM COST CURVES ( Sheet 2 of 6 j Earthfill Dam Cost Estimate Height = 60 m 80-------------------------------------------------------------------------------------------FIGURE G - 3C DAM COST CURVES ( Sheet 3 of 5 J Earthfill Dam Cost Estimate Height = 80 m l_t—J-,-1_________ 200 300 Width of Valley (m) 60 U/S Slope 2.5 H : IV. DiS Stope 2.0H IV Depth of Cut off trench - 8 m EARTHDAM.WICost of Dam ($) Millions FIGURE G - 3 c* DAM COST CURVES ( Sheet 4 of 6 I Rockfill Dam Cost Estimate Height = 50 mFIGURE G - 3 e dam COST CURVES ( Sheet S of 6 l Rockfill Dam Cost Estimate Heights loom 170 ■' vmeytOH iv I'JU X* / 7-------- 7---------7--------------------- ” 1 7 z * // VWyCLSH 1 V CA ___ jf' S 0 Wtdifi ofValley (m) U/SSlope’ 6H: 1V. t>SSlof*14H n OopHnofCutofllre"^ - Sm *5 ROCKDAM W<!Cost of Dam ($) Millions Ito ■ -r FIGURE G - 3f DAM COST CURVES ( Sheet 6 of 6 ) Rockfill Dam Cost Estimate Height = 150 m U/S Slope r H 1V.D«W £ 6: 5 H:lV Deptfi ol Cut oft trendi » "I •FIGURE G - 4 LENGTH IN METERSI J;, J ■ ’ »•DISCHARGE IN MVS 233tUNIT COST IN US S /H*/S J 0 100 “i------- —i-------------- r------------r— 10OQ 1100 1200 1300 OiSCHARGE IN MVSz 'IISJ uu CH236 FIGURE G-6 TYPICAL SECTION OF CIRCULAR TUNNEL/■ CJ - r Ctwr «3W C/ttUL!>»/? TTJWfl T f 5ftwf f of * J Tunnel Cost lEstimate / Meftsi i_e«igth With No Concrete Lining A HI - A III - B V-A V- B - VI - A VI - B TUNNEL1.WT4Thousands FIGURE 6-7 COST CURVES FOR CIRCULAR TUNNELS I Sheet 2 of h ) Tunnel Cost Estimate / Meter Length With No Concrete Lining A HI - A III - B ... V-A V- B _ VI - A VI- B \ V O« l_»mnr.«»pllnn Of L»fJpuII T yp"For DescrlpUon ot Support Type SetThousands COST CURVES FOR CIRCULAR TUNNELS I Sheet 4 of 4 I Tunnel Cost Estimate I Meter Length With Concrete Lining FIGURE G-7 qL pof O<»crlpl»on of Bupport 1yp« TableFIGURE G-«41 horseshoe tunnel - typical SECTIONilFIGURE G - 9 (Sheet 1 of 5 ) COST CURVES OF HORSESHOE TUNNELS With No Concrete lining a. 15 ’ 14 t ! : T- 13 I - —-- - I---- r III - A - Ill - B V-A V- B -VI-A VI- B Por Description of Support Type See Table S - 2 HORSE-1Cost ($) Per Meter Thousands FIGURE G - 9 (Shppt 9 a i COST CURVES Of HORSEsSe TU^ 6 With Partial Concrete Lining (Bottom Half only)Cast (3&> P*er IMIelnr Thauaanda rlGUQE G - 9 (Sheet 3 of 3) COST CURVES OF HORSESHOE TUWLS ° With Full Concrete Lining Tunnel Finished Diameter (M) For Description of Support Type See Table 6 - 2. HORSE-1 W.MCANAL-FWK-'FIGURE G - 10 (Sheet 3 of 31 C TYPICAL CANAL SECTfQN b Canal Section in Flat Plains | *1 I i 1 _ .-1— 1 i J 5 50 35 J 20 25 30 35 X-Axis 40 45 50 55 60 65 70Cost ( $ ) per Meter Length HGURF G - IT (Sheet 1 of KI)- - - - - - - - - - - - - - - - - - 57 CANAL COSTS AS A FUNCTION OF SIZE CANAL ON VALLEY SLOPE (15 %) With Concrete Lining 1.400 - — -------- — - ----- ---------- ---------- W = iOD 200 ------______________________ 1____ 1____________ __________ _______I 0.5 1 0 1.5 2 0 2 5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 Water Depth ( m ) For Cross Section Detail See Figure G - 1Q_ ' °S/24/96 CANAL-S.WK4Cost ( $ ) per Meter Length FIGURE e- fl TSfieet 2 6f 10) h CANAL COSTS AS A FUNCTION OF SIZE CANAL ON VALLEY SLOPE (30 %) 1,900 1,800 1.700 1,600 1,500 1,400 With Concrete Lining 1,300 1,200 1,100 1,000 900 800 700 600 500 400 300 200 Water Depth ( m ) Section Detail See Figure 6 - ‘ ky \ 06/24/96;iflO 3 OC>J canal costs as a function of size CANAL- on VALLEY SLOPE (45 %) With Concrete Lining ------ --------------------- — i------ __ WVtoo — -- FIGURE G - tl (Sheet 3 of tOF' c ' .’«» _ _______ ____ __ I ~-------------- ~~A — Water Depth ( m ) ^ or Cross Section Detail See Figure ® ’ CANAL-SWK4Cost ( $ ) per Meter Length r-' aC^AL C STS AS A FUNCT| G - 11 Sheet 4 of 10) ------------------- ° ON OF SIZE cL 800 CANAL ON VALLEY SLOPE (15 %) With No Concrete Lining I KY \ 06/24/96FIGURE G -11 (Sheet 5 of id) '—2— CANAL COSTS AS A FUNCTION 0F $i7f 6 CANAL ON VALLEY SLOPE*30 o/ o) With No Concrete Lining I I I 1 Water Depth (m) For Cross Section Detail See -Fiji* •» canal-s**4Cost ($) per Meter Length FIGURE G - 11 (Sheet 6 of 10) (45 %) 1 2.400 2.300 - CANAAN With No Concrete Lining 2,200 . W = 2.0D 2.100 2,000 1,900 I 1,800 1,700 1,600 1,500 1,400 1,300 1,200 1,100 1,000 900 I 800 700 600 500 400 200 Detail Seer FIGURE G - tl ( Sheet Im «a .__________ - CANAL COSTS AS A FUNCTIONi L V ' CANAL IN FLATWnT With Concrete Lining <30 Water Depth ( m ) - For Cross Section Detail See Flgu* 6 - • % CANAL-F WK4KY/06/24/96— FIGURE G - fl ( Sheet 9 Of 10 ) 7~ CANAL costs as a function of size CANAL in FLAT PLAINS (ABOVE GROUND) With Concrete Lining I I ! >l i , L i 1 i 11 i 1 -----------/v“ —7---------- - Water Depth (m ) For Cross Section Detail See FI(M* G - CANAL-AG WK4FIGURE G - fl ( Sheet 10 Of 10 I \ CANAlW>®'» GROUND) With No Concrete Lining KY / 06/24/96250 FIGURE G - 12 (Sheet 1 of 3) CANAL COSTS AS A FUNCTION OF DISCHARGE CAPACITY lined canals on sloping terrain DISCHARGE CAPACITY IN m^/s259 FIGURE G - 12 (Sheet 2 of 3) CANAL COSTS AS A FUNCTION OF DISCHARGE CAPACITY UNLINED CANALS ON SLOPING TERRAINunit cost IN OS S/m 260 FIGURE G - 12 (Sheet 3 of 31 CANAL COSTS AS A FUNCTION OF DISCHARGE CAPACITY CANALS ON FLAT PLAINS DISCHARGE CAPACITY IN mVsI II261 FIGURE G -13 PENSTOCK AND MANIFOLD COSTS 1. Naxiurmjmriter-fidl head [mJ 2 Costs are at Jan 1996 price levels .k ’i;262 FIGURE G -U POWER PLANT COSTS263 FIGURE G - 15 WATER SUPPLY COSTS AS A FUNCTION OF NET AVERAGE DAILY SUPPLY CAPACITY § X sn Nl 1SOJ 1INH Mthi
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