FEDERAL DEMOCRATIC RLPORUC or Hi MINISTRY OF WATER RESOURCE)
BARO’AKOBO RIVER BASIN
INTEGRATED DEVELOl’MHN I
MASTER PLAN STUDY
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FINAL REPORT
ANNEX I PT. 1
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WATER RESOURCESI
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IFEDERAL DEMOCRATIC REPUBLIC OF ETHIOPIA MINISTRY OF WATER RESOURCES
BARO-AKOBO RIVER BASIN INTEGRATED DEVELOPMENT MASTER PLAN STUDY
ANNEX 1
WATER RESOURCES
Part 3
Annex  1C
Annex   ID
Annex IE
Annex  IF
Flood Studies
Ground Water
Reservoir Operation Studies
Annex 1G
Sediment Studies
Water Resources Cost Estimating
TAM^LG
River Basin Integrated »evelopni^^3j^tcr p|anINDEX OF VOLUMES AND ANNEXES
Volume I:......................................——
Volume IT:................... .................. ....
Volume TH:....................................... -
Volume IV:
Volume V.................. ................. . ........
H4 TER RESOURCES Annex 1 A c,nm iuiu y
Executive Summary
Resource Base And Development Options Master Plan Development
Project Area Maps Pre feasibility studies
annexes
aB
Annex IB
.Annex 1CFlood Studies
Annex IDGround Waler
Annex IE
Annex IF Sediment Studies
Hydrology
Reservoir Operation Studies
Annex 1G Waler Resources Cost Estimating
Annex 1H............................... Irrigation Projects
Annex 11...
Annex 1J Hydropower Projects
Water Supply Projects
2.          NATURAL RESOURCES
Annex 2A Land Evaluation
Annex 2B Soils and Soil Conservation
Annex Annex 2D
.Annex 
2C
Geology 
............................Mineral Resources 2EForestry 
Annex 2F................................................ Wildlife Annex 2G Tourism
Annex 2H
Annex 21
Annex 2J Renewable Energy
Apiculture Agriculture
Annex 2K .............................................. Fisheries
Annex 2L ..................................... ...Livestock
3.          SOCIO-ECONOMICS
Annex 3A           .... Population Aspects
Annex 3B
Socio-Ethnic Groups .Analysis
Annex3C                    Economic Infrastructures
Annex 3D.............................................. Social Infrastructures
•Annex 3E — 
.............. Economic and Financial Analysis
Annex 3F ............................................. Institutional Support
4 ENVIRONMENT
Annex 4.............................................. Environment
TAMS-ULG BaroAkobo River Basin Integrated Development Master PlanWA IFR RESOURCES
ANNEX 1C FLOOD DIES
ANNEX 1C
FLOOD STI DIESWA
TER RESOURCES
ANNEX 1C FLOOD STUDIES
CONTENTS
1.
2.
INTRODUCTION- AVAILABLE DATA f
a*MM»»w*M***••• *■* ■■■■■ ■”
3.     DATA             Af SIS -
4.
5.
FLOOD DISCHARGES AT DAM SITES GA MBELA 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 Conclusion..................
6.
CONCLUSIONS AND RECOMMENDATIONS-.. 
TABLES
6
....... 6
7 ..9
Table I Flood Frequency at Gauging Stations Table 2 Design Flood at Dam Sites 
Table 3 Gambela Plain Flooding
Table 4 Flood Water Levels in the Gambela Plain Table 5 Probable Maximum Precipitation
................................. ...... ............................. 4
FIGURES
1C-1 Flood-Frequency Curve - Ketto River near Chanka
1C-2 Flood-Frequency Curve - Baro River at Gambela
IC-3 Flood-Frequency Curve - Gumero River near Gore
IC-4 Flood-Frequency Curve - Alwero River at Abobo
1C-5 Flood-Frequency Curve - Uka River at Uka
1C-6 Flood-Frequency Curve - Metti River at Dembidolo
1C-7 Flood-Frequency Curve - Sor River at Metu
1C-8 Flood-Frequency' Curve - Gilo River near Pugnilo
IC-9 Flood-Frequency Curve - Birbir River near Yubdo
IC-10 Flood Frequency Analysis - Baro River Basin
IC-11  Flood  Frequency  .Analysis  -  AJwero  and  Gilo  River  Basins 
1C-12 Flood Map 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 Rt.tr at ABOBO............................................................. ............................................j
APPENDIX 5 Uka River at Uka
.APPENDIX 6 Metu River near Dembidolo
APPENDIX 7 Sor River at METU.....................
j
APPENDIX               8               Gilo                  River                  star                  Pugnilo
>
2
APPENDIX 9 Birbir River near Y’jbdo ............................................................................................ 2
TAMS-t LG H»m-Akobo River Buin lntcgraud Development Muter PJanWATER RESOURCES
ANNEX IC FLOOD studies
I. INTRODUCTION
The purpose of the flood frequency analysis performed for this study is mainly to establish values of design flood at the locations of various projects in the Baro-Akobo basin In particular, dam spillways are designed to pass the 1.000-year or 10,000-year flood, the villages and towns should be protected against the 20-year or 50-year flood, irrigation projects are protected against the 10-year or 20-year flood
TA.MS-ULG Baro-Akobo Rher Basin Inlejriled Development Master Plan
IC -1water resources
ANNEX 1C FLOOD STUDIES
2. available data
Peak  annual  floods  were  collected  from  the  available  records  at  the  gauging  stations  monitored  in  the
basin  Of  the  seventeen  gauging  stations  in  the  basin,  annual  peak  discharges  were  provided  for  13
gauging  stations  The  records  of  three  of  these  stations  have  periods  of  less  than  ten  years  which  is too short to allow a statistical analysis These stations are
the Baro at I tang. 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 Al were at Abobp,
the LTka at Uka;
the Sor at Mein, and,
the Meti at Dembidolo
For the other three stations  only  the annual maximum daily  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 Mizan with a catchment area of 79 km2 In the case of the station at Pugnilo on the Gilo, the drainage area is  10,137 km2, 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 is  1,563 km2, although the records are maximum daily flows, the analysis was also carried out
TAMS-ULG Baro-Akobo River Basin tnuj>raled Development Master Plan
1C-2\s attr resovrces
ANNEX 1C FLOOD STI D^
1 DATA ANALYSIS
Tbr peak discharges of the rune gauging stations wttc plotted against the two distribution
cwuncoh uwd for flood frequency analyss the log-Pearson Type HL, and the Extreme-Vahe
Type 1 The former appear to preside a bet 1 er fii and therefore was used uniformly over the entire
base
The   Kuhns   was   performed   using   the   HEC-FFA   program   developed   by   the   U   S   Army   Corps   of Er^m«n The program outpuis arc presented in Appendices 1C-1 through 1C-9
Figures  IC-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 I Flood Frequency at Gauging Stations
River           Location                Catchment       2-yr flood Are* (km )
J
10-yr flood      100-yr flood (m /s)
J
500- yr flood (mVj)
Kcno            near Chanka              1.006                    105
140
181
210
Biro            al Gambell               23.460                 1.260
1,520
1,770
1,920
Gumero       nr Gore                         106
11
15
21
26
'
Al W CTO      at Abobo                    2.800                      66
103
179
275
Uka             at Lka
S3
6.1
7.6
100
12.2
Mett*          ai Dcmbidolo                 144                       12
18
27
34
Sor              at Metu                      1.620                    233
358
553
731
Gilo             at Puanilo                10.137                    266
366
S32
706
Bifbcr           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 m the order of 1,100 m’/sfor a catchment area of about 3,600 km: The rainfall on the BaroAkobo basin are rdativdy high and the river profiles are steep, and although it is not an absolute indication of flood discharges, it is unlikely that the flood w ould have such low value of peak discharge
TAMS-L# LG Biro-Akobo Rhrer BjuIu Jnicfriltd Development Miller PUn
IC-3water resources
A.WC tC FLOOD STUDIES
4. FLOOD DISCHARGES AT DAM SITES
The first relationship for the Baro Rjver basin was  developed based on the statistical arohni of the two gauging stations  with the longest period of records  i e Gambeia and Sor A plot of the Seed peak  discharges, as  a function of the drainage area was  prepared as  shown on Figure IC-10 The flood discharges for the dam sites were derived from this figure by interpolation
The second relationship for the other basins  i e Alwero and Gilo was  derived from the stalistxai analysis  of the gauging stations  at Abobo on the Alwero 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 10-11 The flood discharges for the dam sites were read from this graph
The following table provides an estimate of peak flood discharge at each of the dam considered
Table 2 Design Flood at Dam Sites
Dam Site Cntchmcnt
Aren (km')
10-vr flood |0d-yr 500-yr
flood                  Hood
()
l,W0-yr
10,000-yr
flood                  flood (m’A)
Chiru                        733
27                    58                     102
114                     199
Mtv
353
13                   31                       61
69                     131
Dumbos                 LIDO
41                   81
135
251
Gilo-1
7.573
275                  416
522
580                     761
Gilo-2
9,640
348                  510
618
686                     874
Gilo-3                    9.820
355                  518
626
694                    384
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
Gambda              23,461                  1.520
1,770
1.920
1.980                  2,200
Bong a                22,290                  I 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                   1100
Gumero                    443                     182
313
462
507                     750
Baro
1,620                    355
545
725
780                   1060
Beko                      1.815                      67                  124                     192                   214                     335
Kashu                       449                       17                    38
72               81
150
Saku-Guda               378                     165                  297                    433
473                      739
TAMS-ULG Baru-Akobo Rher Bajin Integrated DoetopmeDt Maitrr Plan
IC-tAM5XX 1C n oon  sTTD^
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KiW-f V-d' tfpdrfittl (be t*o fc&TKtnp reavr.i for the flooding problems of the tower basin.
•            fvx>Jri roaulbns from overfkrws of rrsw banks and.
•            St>Td=i£ rcwHmg from rimfali and poor drainage
The ?AX*i=T£ rcsiHmg from the rrvtr overflow >s  slated M lhe consequences  of two posable ..'O-J.vv-; « rrsxs  hapkfull capacity  log jetuJ] and lhe backwater effect from the Pibor Riser and the *<feei R.*t—
Fum4s^ a tbr Gtm'icia Plain vanes  from'm to >rar For each flooding situation the Study  has r^^tnatrif the ~ ohabjhn rrf the land flooding The total area of the lower basin subject to repeated !kv»ie!* ri 9*20 kJft\ this  wea » shown on Figure 1C-10 The Russian Study  has  estimated ibe pcxncip af Uml flooded io be a> shewn tn Table J
Table J Gambela Plain Flooding
Rrcarrmcr lolmib Flooded Area
Rrndfing from
River
Flooded Area
Resulting from
Rainfall
Total Flooded Area
Ivx#
1%
20%
28*i
1 I'Vsctr
|
37%
58%
95%
| Sthysr
100%
•
100%
5.2 Flood Coatrot Pouwllai Benefits
During the I9tg flood (estimated to be equoakn: of the Xhyear flood), which was  observed in <SetaJ by  the Runix-, expens  ibe town of Itang wu mtueh under water and a considerable pan of Gantt*!3 wai £10 tnurdaied The consequences  were quite severe particularly  for the town of Garabela where w-.tral adrwmttraint buildings, houses  and hotels  were inundated The power station was  sbo flooded and became mopcmivc  for one month Seine difficulties  followed, including the supply  ol food and drinking water for the people affected by  the flooding An attempt to assess  the economic losses  readrmg from the 19S5 flood, has  been made by  valuing the grain destroyed the posable lost rt niETutcri to be 4 6 to 4 $ million Birr
A: presen:, the land of lhe Gambela plain that i> subject to frequent flooding is  essentially  used as pasture for cattle The Russian Study  also estimates  that if lhe land were not regularly  flooded it wtwld be unusable for perenma] pastures For this reason, putting any economic sakie on the damages
TAMS-l IX Baro-Aknbe Rhff B«lId fal*fr>i*d Ita rJopiscafl Matter Ptaawater resovrcfs
IC FLOOD STVDttS
rcultinit   from   flooding   of   pastures   a   impose   In   addition   there   has   been   no   mv-sted   uap*d   nthe pastures si it1 feet to frecjiteTit tlwdinst
Future developments  in the Plain Mich as  Netted areas  of irrigated agriculture vfl require ?«*«**"
iyM
mr   flood   rhe   costs   of   these   protective   measures   will   need   to   be   incorporated   in   the   «cwghtk
and  financial  evaluation  of  these  protects 
5J Ptt-wible Flood Protection Measures
There  are  essentially  two  possible  flood  protection  measures  to  be  considered  for  the  Gat&btU  Ptsri These ire
•            construction of dikes to prevent the over topping t>f over banks, and,
•           construction of reservoirs to store and control (he runoff from the upper watershed
5,3, I C <wtnicif<«t of FHkrs
The Russian Study  proposes  the construction of dikes, drains  and pumping stations  for the protector? of che towns  ofGmnbela and Itang for example The protection of Gumbela consists  in building 2 4 km of dikes  along ihe right bank  of rhe Bum River and its  nght tributary  the Jncbe River with a frvt- meter wide road on the crest A portion of the dike is  replaced by  a concrete retaining structure to accommcdale existing houses  The dike would be supplemented by  a  1 4 km canal to divert the runoff from the elevated unprolreicd areas nbove Gnmbch Similar dikes are proposed for the town of fun?
Ths  approach can also be considered Tor iho proteclion of the proposed irrigated agriculture For thx purpose n is  customary  to select the 10-ycnr flood as  the design Hood, this  is  usually  established it 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 protecuon dike* required for some of the most viable irrigation projects  has  been determined The development of 50,900 hectares  of net irrigable area on ihc  right bank  of the Baro Raver at hang 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  I ID km of flood protection dike* The construction cost of these dikes Us  been estimated to be $20 6 million and $37 H million for lung and Gilo-2 devdopmerss respectively
5.3.2 Construction of Reservoirs
The second approach, which consists  ot providing flood control storage capacities at daim ^stream of the considered developments, should also be evaluated on its  economical merit !a th* of the Gambela Plain due to the complexity  of the flooding proceia and the large number of ufiksew- factors, it is uncertain that this approach is practical
The flooding of the plain is caused by a combination of events tor which there are very few knew* facts, including the flooding of the Fiber over which forms the border with the Sudan «d the fareted capacity of the Sobat river downstream of the Pibor in the Sudan These factors wedd need to be investigated m particular, the survey of these two overt as well u the hvdrakspcal record.*
be needed to establish the extent of the backwater effect in the Cambria pLm Based on Uss evaluation. it would be possible to determine if controlling the runoff hem the Ekro- Akcbo baams
TAMS-LLC BatoALaJm Bh«r BaMb tBArgraird Dm                         M«—r FUaU            Ml MM K* 1 s
AN5TX IC FLOOD STVntK
‘♦'f i
«®»a «* '•*
' wrTS ^*xk F« (he Lard upstream of the ar^
i
> «*■ turner oh* Hbat vC the S*« the rocnw? on be u«d to wore runoff
■ Sai s? j& tvt rtiwtf hnk-W- capaoh of (he ttitt
•_*< iVjr -,Sr I AMS Aar- Wf«a rttjuet * flood «*or*ee voiurw of I J*) traJxxi cubtc ~er-a
-xe?:*? .err-.* «r £M5» mc* s> the If^w fhod «v? -eiease si a rate not exceeding the '-mkfjj
. —gs.^ ■> TW Gr of m' *k Ma c-rnxpcmda to a dam 156-meter high for the k>.
rvnuxc 'f flood < Pw erxBjr -esjusrrd to control the 1 VKyeax flood would be 3.950 rep
t ?          ' -«»<- h*:u dacr. Atcnwn-eh the I AMS dam cruid be txoh as a muhrpurpc«e protect vty
I  flxwi  Ujaoci  .  r-jv’-tr-T  and  «  hydropower  cacwldi-,  The  tkffsnmces  in  energy  generated  herwee. dv  P^wct  w-ehcv?  fl»i  control  nJ  that  with  fhrxj  control  would  be  695  GWh  per  vear  and  I  jij <7»A v io: fcx pTTtectKxi warns the l<M»f and the lOC-vear flood a respectively
It o dcr that the crnt of thr d«rn or the kn» of hydropower benefits  ts  htdh For example a 15< rent -x  3.' after iarr. r the 1 AMS nte art ecmated to coxt approxmuteb VW and 5I r»<A million Tapectn^v  The ecus  of the energy  codd be vdued at JO 06 per kUh winch correspond! to in am-a lew of benefit of Ml ’ rmSIrcc  for protection against the IQ-sear flood and S82 •( million fix *.rx (CG_« flood
P*  Chru  rcxr>Titr  :»  ihr  oflh  localinn  where  a  umlar  scheme  could  be  doe  Jo  ped  on  the  AJwaro Mam  the  r<hc  darr.  utci  in  the  haun  iDumhong  and  Abobo)  don  l  prov-rde  sufficient  storage
tr hr>c  a ttpxficaot rcgulatins  cflcct The CTiru rwrvrxr with a tuxage capacity  of up to 200 million srfMC mare for the sole pjrpow of flood attcnuairon. would control flooding of the China River Th* dam howarr corrtroh onh 2$*4 of the catchment area of rhe Alwero at Abobo. and cannot icxr crcigfi to prevent the AJurro River from overflowing
FuSrfy  « the Crus  Rn<r. if the Gtk>] reservotr is  considered a* a flood storage project it could praxlc  a capacm of 1.460 ratoon cubic  metres  to ensure a release which docs  not exceed the full- bank rr.tr capacrti of 2S< m‘ sec
Ai s.la-ated *t<y.r the eflednmes* of the flood control dams  remains  to be fully  tn*estimated to lietemunr if the tettJWti would reduce flooding tn rhe lower plain, or if flooding is  mainly  caused by  dewnsream control of the Soba! and Piixe men. and the poor drainage conditions  in the GimbeiJ phn The preb-km is  extremely  complex  and dearly  outside the scope of this  studs  Flood plain Sdroloj^- rnu-u be carefully  anahicd based on aerial photographs, field observations  and rtuppmg la the case of the Bare-Aaobo basin the previous  study  by  Sdkhorpfomcxpori includes  a number of c.bKr .aiMjr.i n recommended as  many  aerial photographs  as  possible ut obtained to prepare an iiveafl avsestment of the problem The anaiy-xts  must also include a mathematical modelling which wdl ecw the pjbor and Sabot nven in the Sudan
£1J (jHiefaiion
The corwtnjction of dikes  to protect the development of irrigated agriculture is  clearly  the most ec.-jvterjtcal aryl effcane approach The study  by  Selkhorpnunexport provides  a statistical analysis of the water level tn the flood plain which is likely to be more reliable than flow measurement!
TAMS~( t£ Ram-Ak«4« Uhrr Hula fai*grai<d DareSvpaKnr Mutrr Ptftn
IC-7IV ATFR RESCH RCFS
an’hfa ir flood sri dies
These value-: is shown on Table 1 should be 'jsed for EjlarnrrB of protection -rricturss as Akes, ditches and pumping stations
Fable 4 Flood W atrr Lr*eh la the Gembefa Flam
Return Period
Bora River near Gambell
Boro River ax (tang Dam Sire
Bare* Rjver at Jtkiwc
Aiw-ero Riv er at Abobv
IO-jr
45' 14
428 70
4 ItJ 11
452 51
2 (Fye
lOtLyr
435 JI               B = M              t>6 m     --- a
428 85
4|0 15
129 20
410 23
*: > so       1
4: a 33
452 58             4 $2 71
452 as
■J
Xlwen? River at Poked!
42« (M
429 06
129 08
42'# 13
Gilo River at Xgentp
456 38
416 ^0
416 70
416 M
TAMvl LG tuo-AUfe
b,utr«^
M
r ruaJWATER RESOURCES
ANNEX IC FLOOD STUDIES
6. CONCLUSIONS AND RECOMMENDATIONS
The results  of these statistical analysis  indicate some relatively  low flood discharges  with what would be expected in other part of the World or even in Ethiopia, in other basin For example recent detailed anahsis  tor sites  in the Omo basin have found the lOO-year flood on the Gcjeb over to be n» the order of 1.100 m3 s  for a catchment area of about 3.600 km' The rainfall on the Ba/o- Akobo basin are relatively  high and the river profile are steep, and although K is  not an absolute tcdxanon 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 is of the records of measurements
For stations  such as  Gambela, Abobo and Pugnilo. which are located tn flood plain, the study  by Selkhozpromexport have clearly  indicated that the river bank-full capacity  is  significantly  smaller that the 10-year flood It is  therefore very  doubtful that a reliable rating curve for large Good could be developed During flood event a very  small variation in the water level which is  unlikely  to be noticed, might correspond to a very  large difference in discharge This  factor combined with the difficulties of making observ  ations  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 Even for large drainage areas  such as  that at the TANIS dam. a detailed review of the nver flow during flooding in the stretch between the site xnd 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 h'gn flows  For that purpose, water level should be continuously  recorded at all active gauging <a irion*
These  should  be  manned  with   technicians  capable   of  assessing   the  conditions  of  the  water  levd recorders and making small repairs, replacing charts and pens as necessary
Rating curves  at gauging stations  should be established by  making frequent flow measurements, particularly  during the rainy  season from May  to November. For small streams  with drainage area less  than 500 km;. measurement should be performed at least twice weekly  during the initial period of measurements  (for tw o consecutive rainy  seasons) After that initial period, if the measurements have resulted in a stable rating 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 complete several measurements  in a week, at least two measurements  per month should be performed co esubhsh a rating curve Gauging stations that have already been established may be subjected to a
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 availabiEty  of funds  However an initial goal could be established approximately  one reliable station per 2,000 lonJ of catchment area, with a complete range of drainage areas.
For the purpose of determining design floods ax the dam site, it is recommended comparing the flows obtained through statistical analysis with the results of simulation based on precipitation and the
TAMS4JLG Barv-Akobo Rher Bajtn InCetmted
Master Planfi
water resources
“ 1C
nsvff   mxxScs   Such   mathematical   moddhna   can   be   performed   using   commercially   avails leftww   wd;   v   HEC-   I.   ■   r™'5d    doeioped   by   the   US   Army   Corps   of   Engineers   A   river   ba^   -4 rxdc£W   •   brn^ed   rumba   of   parameters   for   catchments   with   uniform   type   of   vegetative   cov-- Ocve   «r*i   nwtvd   rfope   The   model   can   be   called   by   inputting   measured   rainfall   and   comparing ttwitiu    t    e.    oatput    hsdrognpfo    with    measured    discharges    Upon    calibration    of    the    model,    , -rec^atuxi   ftjmYitert   to   the   PMP11    introduced   in   the   mathematical   model   to   estimate   the   probate axwsxss  tkxd.  usulh   uwd  for  the  design   of  the  spillway  As  a  preliminary  step,  estimates  of  tfe PMP ts the bisn have been prepared
Tabk S Probable Maximum Precipitation
Ramfoil Station
Mean Annual Maximum Daily Recorded
(mm)
(mm)
Maiimum Est Point-
PMP
(mm)
Xbobo
72.1
990
435
Chen
57 4
75.5
377
Jiang
55 9
93 4
522
Poicwo
73.1
1105
484
Gore
67.7
120 1
400
Metu
59 7
983
336
Ydd
62 7
93.9
451
Arfa
58 6
75.0
259
.Assosu
589
880
355
Bimbcsi
57 6
93.1
323
Hcna
70 8
102 7
•Ml
Mervdt
67 9
89.5
408
Ncdio
63 0
1308
295
Sole Kaba
63 4
96.0
306
Dengoro
87.5
165 0
374
Jano
73.4
93.3
423
Kiltu Kara
61 2
71.6
300
Rob Gtbo a
69.5
998
599
1 Mixgi
73 1
111.0
601
Bonga
48.2
705
265
Getcma
50 1
66.1
188
Hurumu
68.9
104 8
501
The results of these calculations show that the PMP vary between 188 mm at Get ema and 600 nun at Mugi, with a large number of stations  having value close to 400 mm. Although not a very  high estimate, this value tends 10 indicate that peak flood should be higher than those observed and further reinforced the need for a carefol campaign of river flow measurements.
TAMS-VLG Biro-Akobo Rntr Buiii Integrated Dcveloptornt Muter Plan
!C- 10water RTSOI RCES
annex ic FLOOD STUDIES
APPENDIX 1 CHANKA RIVER AT KETTO
TAMS-t LG Biro-A kobo River Bai io Integrated Dex etopment Muter PUn IC-AppendixPeak Discharge (m3/s)
1000
Percent Chance Exceedance
FLOOD FREQUENCr ANALYSIS
K                y »r_n»ar Cfn r» Ar wwater resources
ANNEX LC FLOOD STUDIES
FFA
ELOCt FREQUENCY ANALYST? PROGRAM DATE: FEB 1993
VERSIDNi 3.: PL’S DATE AND TIME:
C3 MAY ^6 O9t3JriH
*        U.S. ARMY CORPS OF ENGINEERS 4
* the hydrologic engineering CENTER ’
*
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* SWTS, CALIFORNIA 95616
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PLOTTING POSITIONS- 101005 - 2HANKA RIVER AT KETTO - DA-1036 SQ
EVENTS ANALYZED
FLOW
MON DAY YEAR, CMS
ORDERED EVENTS
WATER               FLOW      WEI&ULL RANK    YEAR               CMS           PLOT ?OS |
■ ■■ n
3       0     1990                — * ip« ■-
9       3     19 El                L20 . 6       0     1992                   34. 3       0     1903                   96- 9       a     1904                   92, 9             0     1905                   92. 9       0     1386                   91. 9               13&7                   65.
■• p
IB. W 0 1990
92.
9 a 1909 116.
B 0 1990 11^.
7 c 1991 111.
9 0 1592 142*
9       c     19971              134.
1         1992                  142.               6.67
2         1993                   134.            13.33
3         1991                  131,            20.00
4         1901                   129,           26.67
5         1990                  117,            33,33
6         1909                   115.            4 0.00
7         1960                   111.            46-67
&         1993                     96.           53.33
9         19B9                     92.           50.00
10         1905                     92*           66.67
11         1904                     52*           13*33        | 12        1.966                     91.           B0 *00
13         190Z                     04.           66.67 I 14         ■997                     65-           33.33
TAMS-ULG Ba ro-Ako bo River Basin Integrated Development Master Plan 1C -AppendixWHTRRIMH *05
ANNEX 1C FLOOD STLDfu
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TAMS-LIZJ Birr^Akobo Rhcr Bit hi folcgrated Dr* ctoptntol Mailrr Plan
IC AppmdliAlERRESOlRCrS
ANXtX ir wood stithes
APPENDIX 2 BARO RIVER AT GAMBELA
TA MS-U LG !Un>Ak*>bo Rhcr Bai in Intr^nied OcNvinpoMni M^tur H-n
IC -ApprsdiiP«ak Discharge (m3/s)
Percent Chance Exceedance
FLOOD FREQUENCY AfiLALY'SJSWATER RESOURCES
ANNEX 1C FLOOD STUDIES
«
Fr A
•  FLOOD FREQUENCY ANALYS I S
-            PROGRAM CATE: FEB 1995
• 
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•             RUN DATE AND TIJE: 03 MAY 96
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13:33:51
U.S. APKi CORPS OF ENGINEERS
THE HYDROLOGIC ENGINEERING CENTER 6C9 SECOND STREET
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77    BAR3-AKOBO    BASIN    -    FLCOD    FLOW    FREQUENCY    ANALYSIS
TT PREPARED BY TFM - NEW YORK, MAY 1996
TT    LOG-FEARSCN    TYPE    III    DISTRIBUTION    ’    PEAK    FLOWS    IN    M3/SEC
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-PLOTTING POSITIONS- 1-207; - 9ARO AT GAMBELLA-DA-234 61 SQ KM
events analyzed
MON DAY     YEAR
FLOW
•quje
CATERED events
WATER               FLOW     WEISULL
RANK    YEAR               CMN
PLOT POS
;a        0      1967             1324 .
a        0     1966             1195.
9        lj           1969             1 C 9 9 . 9       n      19^3             14:16,.
9        0     1971             117 4 . 9       c      19“2                950.
» i ••’• 4
0       3      1973                H — W . 9       3       if;           1470.
3       C     . ;? ;•             1302 + a       0     1976             im.
&       3      197“              14 9C. 10       0     1 97 s            1241-
9       C      19'9                 932.
R
I99C               1610.                 3.57
2         1999               160’.                  7.14 3        1 977               14 90.              10.71
I
*         1974               147g4                      14 .29 1993               1456.               17.86
6         1992               1420-              21.43 7         1973               1424 .              25.30
1970               1416.              20.57
9         1991               1330.               32.14
10 i9«e 1324. 35.71
11 1963 1316. 39.29
12 197-5 1302. 42.96
-j         1900               12B3.
9        ur          199 j            1230.
1
46.43
9u
n
.9        c     ■ Sts ■?        11LC - 9       n       i m               1316.
•y               19GJ             1165. 5        c     L9BF             t Ti Z 9        0      19St             1162- H       Q     1997             1092.
13 R 1-J0 3 1607.
9       rUt           19&9             1263 . 9        0     1=9?             -612 . fl        c          1.991             133C- 9       Li           1992             1429.
1961             1231-
14 1909 1260. 5C.03
15 1979 tE40. 53,5’
16 1961 1231. 57.14
T “        1 985               ’-220.
60.71
V           1991             14 56 .
R
13          I960               1195.              64.2 9
. Q--
19                                1174              S7 A k 20        19H4               1169.               71.43 21         1986               1162.               75.00 22         1969               1D9E.              79.57 23         1967               1992.               92.14 24         1976               lose*               05.71 75         19E2               1010,              99.29 26         1972                  95C.             32,06 27          197$                  932.            9 6. 43
TAMS-ULG Barn-Akobc River Baiin Integrated Oevetopment Muter Plan 1C -AppendixWATER resources
-outlier cists • u* CCTUC* TEST
ANNEX 1C FLOOD STUD|£$
svrr ch- r events. :c percent outlier test value kcni - 2.519 c low cvniow identified belch test value cr 0-2.4
&IGK OUTLIER TEST
HASED CK 2* EVENTS. :c PERCENT CUTLIER TEST VALUE K(N) - 2.519 0 HIGH CUTLIER(S) IDENTIFIED ABOVE TEST VALUE OF 1011.
-S?ZW WEIGHTING -
EASED jS :* EVENTS. MEAN-SOUARE ERROR OF STATION SKEW - .208 DEFAULT CR INPUT >£AN-SQUARE ERROR OF GENERALIZED SKEW - .302
CUENCY
- BARO AT GAMBELLA-DA-23461 SO KM
COMPUTED EXFECTED
~ LT              E S tat= IL? TY
FLOW IN  045
PERCENT
CHANCE EXCEEDANCE
CONFIDENCE LIMITS
.05                   .95 FLOW IN C MS
1640.               1920. 1750.               1630. 1720.               1770. 1673.               1700. 1530.               1630. 1510.               1520. 1420.               1430. 1260.               1260. 1110.               1110. 1040.               1030.
932.                 9«e. 575.                 849.
2
• —
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1.3
2.0
5.0
10.0
20.0
50.0
80.0
90.0
95.0
99.0
2090.               POO.
1990.                 1690. 1920.               1600.
1840.               1560. 1720.               1490. 1630.               1430. 1510.               135C. 1320.               1210. 1170.               1050. 1100.                  965. 1050.                  899.
950.                 781.
SYSTEMATIC STATISTICS
| LOG TRANSFORM: FLOW,    CMS
NUMBER OF EVENTS
1 MEAN
1 STANDARD DEV
3.0994
.0630
1 COMPUTED SKEW                         -.2339
' REGIONAL SKEW
.0030
ADOPTED SKEW                          -.2003
HISTORIC EVENTS                        0
HIGH OUTLIERS                  0
LOW OUTLIERS                   0
ZERC OR MISSING              0
SYSTEMATIC EVENTS               27
-ZKRTTE: /RARC-AKOBO/BARO RIVER/FREQ-H.OW/MAX EVENTS/1967-19 93/NATURAL ANNUAL PEAKS/
-2WRITE: /2ARO-AKGBO/BARO RIVER/FREQ-FLOW/MAX ANALYTICALZl967-1993/NATURAL ANNUAL PEAKS/
♦  END OF RUN
*  NORMAL STOP IN FEA
TAMS-ULG Biro-A kobo Rher Buin Integrated Development Muter Plan
1C-AppendixWATER RESOURCES
ANNEX 1C FLOOD STUDIES
APPENDIX 3 GUMERO RIVER NEAR GORE
TAMS-L'LG Baro-Akobo River Baiin Integrated Development Matter Ptan LC -AppendixFLOOD FREQUENCY ANALYSISWATER RESOURCES
ANNEX 1C FLOOD STUDIES
FFA
n,:<JD FREQUENCY ANALYSIS PROGRAM CATE; FEB 1995
VERSIONt 5.1
RUN DATE WL TIME:
32 MAY 36            IC?fl0;05
U.S. ARMY CORPS OF ENGINEERS THE SYDROLOGre ENGINEERING CENTER
€09 SECOND STREET
2AV:S CALIFORNIA 95616
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•’TITLE RECORD 151**
— BAROAKOSD EASIN - FLOOD FLOW nEGUENTY ANALYSIS
--
BY 3FM - NEW YORK, MAY 1996
TT LOPEARSCN TYPE TH DISTRIBUTION - PEAK FLOWS IN MJ/SEC
TT GUMERS R1 »ER NEAR GORE
70S RECORD :S: * ’
1FFC       ISKFK        IFF. XT           IFMT           iWfR          IUNIT         ISMRY
JI C 9 0
••STATION IDENTIFICATION’*
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101007   -   GLMERO   RIVER   NEAR   CORE-DA-106   S2 KM
T PNCH         I REG 0
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**SYSTEMATIC EVENTS**
12              EVENTS TC BE ANALYZED ♦•END CP INPUT LATA”
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FINAL RESULTS
•PLOTTING POSITIONS- 1 3*. DC” - GUMER3 RIVER NEAR GOFE-LA-106 SQ KM
EVENTS ANALYZED
FLOW
MON DAY    YEAR
ORDERED EVENTS
‘WATER               FLOW      XI BULL
RANK    YEAR               CMS
PLOT FCS
1i
9 0 L9-32 12.
9 0 19 = 2 U -
7 J L9B4 14*.
1         199G                    17.               7,69
2          1903                    14 .            15.19
i
199 4                    14-             23.10
c      1985                     9.
9       D      19*6                  ♦* p.. a
9       0     19E^
4 1 -
1C       □     19.SE                 13*.
n
9       d     19P9                     9. s        0     1993                  1” . 9       a     19 91                  1.0, 9       c      1992                  30.
1 3 0 1993 12 ♦
■w
13 15=6 i J i
4         1999                    13.             3C.77
5         1932                    12.             30.46
6         1993                    12*            ■16.15
7          1997                    11.             53.95
0          1992                    10.             61.54
9        1591                    10.             69.23
7 6.92
11         19&9                       9.            54.62
12         1995
9.           32 - J1
TAMS-ULG Baro-Akobo River Basin Integrated Development Muter Plan JC - AppendixWATER RESOURCE
S
ANNEX 1C FLOOD STUDl£S
-OUTLIER TESTS •
LUN OUTLIER TEST
BASED CN
13
PERCENT OUTLIER TEST VALUE K:N) =■ 2.134
0 HIGH CUI-LEF 'S)         IDENTIFIED ABOVE TEST VALUE OF
-SKEW WET7HTTN- -
RASED ON 12 EVICTS, MEAN-SQUARE ERROR OF STATION S-EW =
.427
TEFAULT CR INPUT MEAN’-SQL ARE ERROR OF GENERALIZED SKEW -
.302
FINAL RESULTS
-FREQUENCY CURVE- 101L3? - C7JMERO RIVER .'EAR G0RE-2A-1C6 SQ KM
c> EXPECTED CUr. ’.E pribasility
FLOW  IN IMF
PERCENT
CHA' E EXCEEDANCE
CONFIDENCE LIMITS
• 05                     .95
FLOW IN   OHS
21.                    2C. 20.                     23. 15.                     21.
t •» ( 19.
16.
• >
15. 15.
13. 14.
11. 11.
9. 9.
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12.
12.                     1C. 11.                       9. 10.                       7.
j.
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•
5.
SYiJTEXATIC STATISTICS
LOG TRAN SIFORM! FLOW, IMS
NUMBER CF EVENTS
MFAN
■3 . Z*w • . “J’ I L'i. V
CXFUTED   SKEW
REGIONAL  SKEW
| ADOPTED 1KEW
.0509              HISTCHIC EVENTS
.0R92             HIGH OUTLIERS
.346? LOW OUTLIERS 0
• 0C1C ZERO OR MISSING c
0
.:?55        | SYSTEMATIC EVENTS                      12
—- ■
PARO-AKOBO/GUMERO RIVER/FREQ-FLOK/MAX EVENTS/1992-1993/NATVRAL ANNUAL PEAKS/
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TaMS-I'LG Baro-Akobo River Basin Integrated Development Master Plan IC -Appendixwater resources
ANNEX 1C FLOOD STUDIES
APPENDIX 4 ALWERO RIVER AT ABOBO
TAMS-VLG Buro-Akobo River Burn Integrated Development Muter Plan
1C -Appemliz
-—                       —Peak Discharge (m3/s)
Percent Chance Exceedance
FLOOD FREQUSNCY ANALKS/SWATER RESOURCES
ANNEX 1C FLOOD STL’DTES
FFA
FLOGL FREQUENCY ANALYSIS PROGRAM DATE: FE? 1995
YERS I Gti;      3-1
R'JN TATE -ND                 7UE: 06 ?W 9r
U.S, ARMY CORPS CF ENGINEERS
*
THE HYDROLOGIC ENGINEERING CENTER
505 5ECCWD STREET
*
DA'/IS, CALIFORNIA 9 St lb
’
;?ib: TSG-1104
INF-T FILE NAJCi ?K-:=-DAT OUTPUT FILE NAME: ?K-D5*3UT
DES FILE NAME: PK-35.DSS
------- DSS—ZOPEN: New file Opened
File: PK-35.D8S
UrtlT:                    DSS  Version: 6-.7B
•’TITLE RECORD[Sj •-
77 3ARO-AKO0O BASIN - FLOOD FLOW FREQUENCY ANALYSIS
77 PREPARED BY JFK - NEW YORK, MAY 1996
LDG-PEARSON TYPE HI DISTRIBUTION - PEAK FLOWS IN M3/SEC
77 ALWERO "C’.TR AT £3030
-‘JOB RECORD-5!•*
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-♦GENERALIZED SKEW’*
I STH      T-GMSE       SKEW
1976-93
C-S 2005
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*‘ENL OF INPUT DATA**
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• 
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—--------------- -------------------------- -FINAL RESULTS
-PLOTT ING POSITIONS - XCZ03S - ALWERC RIVER AT ABOBC - DA-29CC SQ
E    NTS ANALY ZED                                         DEDEREE   EVENTS
FLOW                            WATER              FLOW      WEI BULL MON  DAY     YEAR           CXS                   RANK     YEAR               TiS           PLOT PCS
10       0     '     ■ p.
7 0 197 6 as.
fl 0 1977 62,
1        1090                    139,              0-33
2       1976                       as.            16-67
63,
3       1992
a        0     1^9                      Sfi, 9       0     1 9 = 0                 55. 8        0     19 = 1                  50. a        0     1552                    60, 9       0     198 9                  42.
0     195:                   133. a       1     1992                   81 r 6       0     199-3                 61 -
4 197 9
5       IS" ’
6. 1393
-        1982                      60 .            59.33
3        1 = B1                    □a.            66.67
81,            25-00
63. 33.33
ST.            41.67
t:.            50.00
9        1979
10 1900
11 19S9
56. 75.00
55. 03 .33
49, n,«7
TAMS-ULG Baro-Aknbu River Baxin integrated Devebopment Muter PLxn 1C -AppendixWATER RESOURCES
-outlier tests
HIGH CUTLIER TEST
BASED ON 11 EVENTS, 1C PERCENT OUTLIER TEST VALUE K(N) = 2,068
ANNEX 1C FLOOD STUDUS
1 HIGH OUTLIER(S) IDENTIFIED ABOVE TEST VALUE OF 123.
NOTE - COLLECTION OF HISTORICAL INFORMATION AND COMPARISONS
WITH SIMILAR DATA SETS SHOULD BE EXPLORED IF NOT INCORPORATED IN THIS ANALYSIS.
LOW OUTLIER TEST
BASED ON 11 EVENTS, 13 PERCENT OUTLIER TEST VALUE K(N) - 2.089 0 LOW OUTLIER(S) IDENTIFIED BE LCW TEST VALUE OF 36.3
-SKEW WEIGHTING -
BASED ON 11 EVENTS, MEAN-SQUARE ERROR OF STATION SKEW -
.960
DEFAULT OR INPUT MEAN-SQUARE ERROR OF GENERALIZED SKEW -
.302
FINAL RESULTS
-FREQUENCY CURVE- 1020C5 - ALWERC RIVER AT ABC60 - DA-280C SQ
COMPUTED EX petted CURVE PROBABILITY
FLOW IN CMS
PERCENT
CfL NCE
CONFIDENCE  LIMITS
a
EXCEL DANCE
.03
FLOW IN CMS
.95
179.                 2.75. 153.                  214. 143.                  179. 129.                  151. 111.                  122.
99.                  103. 85.                    07.
€6.                    66.
52.                    51.
47.                    45.
»i
43.                    «* • -
325. 133.
269. 121.
232. 113.
199. 104.
159. 92.
131. 93.
■06.
73.
37.
33.
.2
.5
1.0
2n
• u
5.0
10 .0
20 • 0 .
50 .0
80 .0
93 .0
95 .0
99 .0
76. 56.
60. 41.
55. 35.
Si. 31.
45. 25.
SYSTEMATIC    STATISTICS
LOG TRANSFORM:  FLOW, CMS
NUMBER OF EVENTS
MEAN STANDARD LEV
COMPUTED SKEW
.8247
.1269
. 7e02
nr is I CK-— 5’Kr W ADOPTED SKEW
.0000
.4000
BIST DRIC  EVENTS                     0
HIGH OUTLIERS                   0
LOW CCTL :ers                  0
2LBO CH MISSING               0
SYST EMATIC EVENTS
—EWRLTE: /2ARO-AKOBO/ALWERO RIVER/FREQ-FLOW/MAX EVENTS/1976-1993/NATURAL ANNUAL PEAKS/ —ZWRI.t: /2ARO-AK090/ALWERO RIVER/FREQ-FLOW/MAX ANALYTICAL/197 6-1993/NATURAL ANNUAL P^K'
*  END OF RUN
♦   NTAXAL STOP IN FFA
1AMS-ULG Baro-Akobo River Basin integrated Development Master Plan 1C -AppendixWATER RESOURCES
ANNEX 1C FLOOD STUDIES
APPENDIX 5 LKA RIVER AT UKA
TAMS-l'LG Baro-Akobo River Built Integrated Development Marter Plan 1C -AppendixPeak Discharge (m3/s)
100
Percent Chance Exceedance
FLOOD FREQUENCY ANALYSISwater resources
ANNEX IC FLOOD STUDIES
FLOOD fUEWENCY ANALYSIS PROGRAM LATE: FEB 1991
VERSION: 3-1
RUN DATE AND T1ME:
03 MAY 55              1C±:3;J6
*       U.S. ARMY CORPS OF ENGINEERS
* THE HYDRO LOGIC ENGINEERING CENTER
*
6Q9 SECOND STREET DAVIS, CALIFORNIA 95616
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TT BARO-AKOBO BASIN ’ FLOOD FLOW FREQUENCY ANALYSIS
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TT      LOG-PEARS IN TYPE III DISTRIBUTION - PEAK FLOWS IN M3/SEC TT UKA RIVER AT UKA
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----------------------- - ----------------- FINAL RESULTS
-PLOTTING POSITIONS- 1010C6 - UKA RIVER AT LKA - DA-54 SO KM
EVENTS .ANALYZED
•LOW
MON DAY YEAR CM5
ORDERED EVENTS
WATER               FLOW      W* 1BULL
RANK    YEAR               THE
PLOT PCS
K c 1990 □
IC 1931 6,
ID 1982 9 .
9               1983                    8.
9       £      1984                    8 .
R 19SS 6-
ID - i<m 7 r
9               1987                     6.
13 1986 7 .
9               1989                    i.
*3
I         1993                       9.               7.14
1989
3         1981
"• 1       1990                       6.             Z3.57
7. 14.29
6. 71.43
3 1983
G 1994
7
£. 15.71
£, 42-36
a         1987
1952                       5.            50.00
6.            57.14
0 1990
-•
6.
13                1992                     9.
9         1905                       6.             54-29
10         19B4                       G.            71-42
n         1983                       6.            73.57
13
*      1983                     6.
12 1367
13 1989
5 „ 65.71
5. 92.06
TAMS-ULG Barv-Akobo River Buin Integra red Development Muter Plan
IC -Appendix-
water resources
annex ic flood stud
IEs
-OUTLIER TESTS - _____________________________ _______  ________________________ HIGH CVT1IER T£ST
BASED CN 13 EVENTS* 10 PERCENT OUT LIEF TEST VALUE K(N) • 2.175
1 HIGH CUTLIERISl IDENTIFIED ABOVE TEST VALUE OF
NOTE - COLLECTION OF HISTORICAL INFORMATION AND COMPARISONS kith SIMILAR DATA SETS SHOULD BE EXPLORED IF NOT INCORPORATED IN THIS ANALYSIS*
LOW OUTLIES TEST
BASED ON 13 EVENTS, 10 PERCENT OUTLIER TEST VALUE K'N!
9.
0 LOW OUTLIER(S)
NTIFIEC BELOW TEST VALUE. or
2-lTg 4 .4
-S-SW WEIGHTING -
BASED ON 13 EVENTS, MERN-SQJARE ERROR GF STATION SKEW » DEFAULT OR INPUT MEAN-SQUARE ERROR OF GENERALIZED SKEW • FINAL RESULTS
.514
.302
FREQUENCY CURVE- 101006 - UKA P
DA-54 SQ KM
COMPUTED expected
CURVE       PROBABILITY FLOW  IN CMS
PERCENT
CHANCE
EXCEEDANCE
CONFIDENCE LIMITS
.05                      .95
FLOW IN     CMS
10.                      12.
10.
c _ 10,
9.                       9.
11.
13. 9.
12. e.
11. 8.
11.
e*
E.
B.
7 .                       a.
7 ..
7
9* 7.
9. 7 .
6, ■5.
5. 5.
a.
7.
6.
6.
b.                       5.
5.
5.
5. I.
4. 4 ,
.2
.5
1,0
2.0
5.0
1G.0
2C.C
50-C
ao.o
90.0
95.0
99.0
5.
5.
5,
4.
4.
4*.
LLCs TRANSFORMS FLOW.
NUMBER OF EVENTS
MEAN
,7659
HISTORIC EVENTS
STANDARD DEV
.0663
COMPUTED SKEW
HIGH OUTLIERS
1.0254
LOW OUTLIERS
REGIONAL SKEW
.0000
ZERO  OR  MISSING
ADOPTED SKEW
.4000
SYSTEMATIC EVENTS
-INRI      ixr      /BAA?-«j>,UKA      RIVER/FREQ-FLOW/MAX      EVENTS/1      990-1953/NATURAL      ANNUAL      FEAKS' -ZHRITE: /BrAQ-AKOBO/UKA RIVER/FREQ-FLCW/MAX ANALYTICAL/1560-1 993/NATURAL ANNUAL
+ END C" RUN
- NORMAL STOP IK FEA
• * 
• -r
. * * . *4 «
TAMS-ULG Baro-Akobo River Basin Integrated Development Master Plan IC -ApprhdiiWATER RESOURCES
ANNEX 1C FLOOD STUDIES
APPENDIX 6 METTI RIVER NEAR DEMBIDOLO
TAMS-ULG Baro-Akobo River Batin Integrated Development M«terPlan
1C -Appendix
”■-------- ywy*100
10 8
6
4
2
1
Percent Chance Exceedance
FLOOD FREQUENCY ANALYSISwater resources
ANNEX 1C FLOOD STUDIES
«
FFA
»                      FLOOD FREQUENCY ANALYSIS
*
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PROGRAM DATE: FEP 1995
VERSION: 3.1
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U.S. ARMY CORPS OF ENGINEERS
TRE HYDROLOGIC ENGINEERING CENTER 6C9 SECOND STREET
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TT BARS-AKC'B" BASIN - FLOOD FLOW FREQUENCY ANALYSIS
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—---- ------------------------------------ FINAL RESULTS
-PLOTTING POSITIONS- 1C1C06 - METT I RIVER NR D.DOLLC-DA-144 SQKM
EVENTS ANALYZE!
FLOW
MON DAY YEAR OXS
ORDERSI EVENTS
RANK
WATER YEAR
FLOW CMS
WEIBULL PLOT POS
9
0
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11.
■
1990
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19.
5.33
0
1902
11 -
2
1900
15-
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16.67
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1963
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9
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1955
13.
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13.
41.67
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13.
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7
1933
12.
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50.33
1900
19.
9
1992
11.
65.67
5
3
1990
19.
9
1991
0
11.
75.00
3
1991
9.
ID
1991
9.
52.32
9
3
1992
1J.
11
1996
7 •*
91-67
TAMS-ULG BaroAkobo River Bits in integrated Development MoterPlan IC -Appendix
miriANNEX 1C FLOOD
WATER RESOl’RCES
STUDi^
. .> cvtueris; ioentified be wk test value of
zs
:i events. 10
HIGH
PERCENT OUTLIER TEST VALUE K(N) IDENTIFIED ABOVE TEST VALUE OF
2.08e 22
-SKEW WEIGHTING -
EASES CN 11 EVENTS. MEAN-SQUARE ERROR OF STATION SKEW -
.446
EEFAL’LT CR INPUT MEAN-SQUARE ERROR OF GENERALIZED SKEW •
.302
•FREQUENCY CURVE- 1C1C02 - METT I RIVER NR D .DOLLC-DA-l 4 4 SQKM
COFUTED
CURVE
EXPECTED
FRC5A5ILI Ti
FLOW ls GMS
PERCENT
CMNCE EXCEEDANCE
CONFIDENCE LIMITS
.05                       .95
FLOW IN     IMS
27.
34.
43.                       21.
25 •                    3C •
23.
27.
39.
35.
20.
19.
22.                      24.
31.                      19.
•©.
21.
19.                       •e. 16.                      16. 12.                      12. 10.                     9.
9.                        e.
E.
6.
7.
5.
2
.5
1.0
2.0
5.0
10.c
20.0
50.0
60.0
90.0
95.0
99.0
27.
23.
16.
15.
19.                       14.
14.
11.
11.                        5. 1C.                         6.
9.                         6.
8.
4.
SYSTEMATIC STATIS•TICS
LOG TRANS • IRM: FLOW. CMS
NUMBER OF EVENTS
MEAN
STANDARD  DEV
COMPUTED SKEW
REGIONAL SKEW
ADOPTED SKEW
.0886               HISTORIC EVENTS
.’.224                         HIGH OUTLIERS                       0
.2262               LOW  OTHERS                          0
.COCO            ZERO    OR MISSING              0
0
.1000               SYSTEMATIC EVENTS                     11
—ZWRIT'         /BARC-AKIBI ME
RIVER/FREQ-FLOW/MAX EVENTS/1980-1993/NATURAL ANNUAL PEAKS/
.WRITE: /HARO-AKOBO/METTI RIVER/FREQ-FL-QW/MAX ANALYTICAL/1980-1993/NATVRAL ANNUAL
♦   END OF RUN
•   NORMAL STOP TN FFA
TAMS-ULG Baro-Akobo River Basin Integrated Development Muter Plan 1C -AnnrndiiWATER RESOURCES
ANNEX IC FLOOD STI DIES
APPENDIX 7 SOR RIVER AT METL
TAMS'L'LG Baro-Akubo River Basin Integrated Development Muter Plan LC Appendix1000
Percent Chance Exceedanoe
FLOOD rflBQUKNCYANALYSiSWATER resources
ANNEX 1C FLOOD STUDIES
FFA
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——---------------- ------- —-------------- FINAL RESULTS ——------------------ - ------------------------ -
-PLOTTING POSITIONS- 101009 - SCR RIVER AT METTU-ZA-144 5QKM 1967
EVENTS ANALYZED
FLOW
MCN DAY      YEAR             CMS
3REERED EVENTS
WATER                FLOW        WEIBULL
RANK      YEAR               cms                  PLOT PCS
9                 19«7
fl
u                                                4L5.
9 0 1969 315-
9 D 197; 235.
9 0 19 7 2 L92.
9 iwfh 1974 453,
9        0          1975
ies.
s        c       1976                  7'55
9        Q         197?                  370 .
9         c          1973                  224.
1 1974 453. 4.00
2 1967 41$. a, oo
3 197“ 3?C. 12.00
4 1920 13 5. 16. CO
5 196S 305. 20.00
6 1908 305. 24.00
7 1991 292, 29. OS
6           I 39j
273.               32,03
9        U         197 9
IT.
173.
H 0 1930 335.
9 0 198L 202..
& 0 1992 169.
10        0        1 9 = j
239.
9        0          1994                   143. 9        0          1996                  191. 9        a          1986                    m.
10        0          199?                  305, 8         0        19 = 3                 225. 9         0          1939                  175. 9        0          1990                  181. 9        0          1S91                  194. 9         0         1992                  239, 7         0         1993                  273.
9          1904                   23 9.               36.03
10         13 92                    239.               40.00
11           197’                     235.               44.00
12          1998                   225,.              40.00
13          1976                    224.               52.00
14          1976                    222.               56.00
15          1536                    201.               60.00
16          1991                    134.             &4 .GO
17           1972                    132.              63.0-3 13          1985                    191.               1J.00 19         197 5                    133.             ?€.OO 20          1990                     iai.               80.0-3
21           1989                    175.              34.00
22          1979                    173.               59.00
23          1902                    169.               92.03
24          1954                    142.               34.00
TAMS-ULG Bare-A kobo River Bai in Integrated iXcvelopment Master Plan LC ’Appendixu \HR RI5OIRCES
ANNEX IC FLOOD
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SYSTEMATIC EVENTS
24
*   pc :r run
• NOttSvL STOP IN FFA.
TaMS-ULG Biro-AJcobo River Buin In I rented Development Muter PL>n
IC -AppendixWAirR RESOURCES
annex ic flood studies
APPENDIX 8 GILO RIVER NEAR PVGNILO
T A MS-1’LG Biru-Akobo Rhcr Bai in Integrated Dr> elopcnewt Mai ter Ptxa
IC -ApwndiiPercent Chance ExceedanceWATER RESOURCES
ANNEX 1€ FLOOD STUDIES
FJA
FLOGC FREQUENCY ANALYSIS
U.S. ARMY CORPS OF ENGINEERS
PROGRAM DATE: FEB 1995
*
THE HYDROLOGIC ENGINEERING CENTER
VERSION: 3.1
*
6C9 SECOND STREET
RUN HATE AND TIME:
*
CAVIS, CALIFORNIA 95616
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--------------------------- --------------------- FINAL RESULTS--------------------------------------—-------------■--------------
'PLOTTING POSITIONS- 102007 - SILT RIVER NR PU3CILO-DA-10137 SGKM
EVENTS ANALYZED
FLOW
MDN DAY YEAR GMS
ORDERED EVENTS                                I
WATER                 FLOW
RANK     YEAR
CMS
we:BULL
PLOT PCS
H
7       U     19""                    276. 10        c      19” 9                2?7 ,
9 c 1379 242 . 6 0 Z.9SQ ZT5 . 9 Q 1981 244.
1 3                1982                   446. 10       c      1993                   260.
9       D     1984                 242- 9       0      1985                 231. 9       0      1986                 244. 3               1987                   223. 9               1 99C               370 .
1         1902                    446.
7.69
1993                    370 .              15.39
3          1977                    27B.              23.08
4         197 9                    277.             3C.77
5          1934                    260,             38.45
6          1983                    2S£.               46,13
7          1961                    244.               53,65 ?         1986                    244 .              61.54 9         1984                    242.               69.23
LC          1979                    242.               76.92 11          1965                    231.             04-62
12          199”
223 -
JLLJI
TAMS-U LG Barn-A kobo Rher Bnln Integrated Development Master Plan LC -AppendixWATER RESOURCES
ANNEX 1C FLOOD
-OUTLIER TESTS -
HIGH OUTLIER TEST
E.1SID ON 12 EVENTS, ’.0 PERCENT OUTLIER TEST VALVE K(N) - 2.134
1 HIGH OUTLIER(S) IDENTIFIED ABOVE TEST VALUE .
419.
COLLECTION OF HISTORICAL INFORMATION AND COMPARISONS
WITH SIMILAR DATA SETS SHOULD BE EXPLORED IF NOT
INCORPORATED IN THIS ANALYSIS.
LOW OUTLIER TEST
BASED ON 12 EVENTS, 1C PERCENT OUTLIER TEST VALUE KN) ' 2.134
3 LCW OUTLIER IS. IDENTIFIED BELOW TEST VALUE OF 174.3
-SKEW WEIGHTING -
BASED OK 12 EVENTS, PEAK-SQUARE ERROR OF STATICS’ SKEW -
.932
DEFAULT CR INPUT MEAN-SQUARE ERROR CF GENERALIZED SKEW =
.302
-FREQUENCY CUrVE- 1O2007 - GILO RIVER NR PUGNILC-DA-’. 313*? SQKM
| COMPUTED EXPECTED CURVE PROBABILITY
FLOW IN CMS
PERCENT
CHANCE EXCEEDANCE
CONFIDENCE LIMITS
.05                       .95
FLOW TN    CMS
539.                    706.
495 .
462.
599.
532.
430.                     475.
799.
701.
633.
567.
442.
414.
392.
371.
397.
354 .
410.
366.
496.                      341.
427.
316.
319.                    325.
266.
227.
266.
224.
21C.                    235.
196.
178.
191.
166.
2
5
1. 0
2. 0
c0
1C. 0
20. 0
50. 0
90. 0
93. 0
95   0
99. 0
3?C. 289.
295. 240.
251. 195.
234 . 175.
222. 161.
204.
138.
SYSTEMATIC    STAT I STIGS
LX- TRANSFORM:    FLOW.   CBS
NUMBER OF EVENTS
MEAN
1 STANDARD DEV
2.4315
.0892
COMPUTED SKEW                     1.7769
REGIONAL SKEW
.Dcce
.ADOPTED SKEW                           .40CC
HIS TORI2 EVENTS                         O HIGH OUTLIERS                   0
LOW  OUTLIERS                     Q
ZERO OR MISSING              0
SYSTEMATIC EVENTS               12
-2WRITE: /BMO-AKCBO/CWKR RIVEP/FRXO-FLCWMAX E’.TNTS/’980-1993/NATL-JUU. ANNUAL P
--ZW.TE: BARC-AKC-E-■ CHAVKA RIVER ■■•REQ-FtCK/MAX ANALYTICAL/1983-1993/HATVRA1 ♦ ♦ •*•+ + 4 ♦*> + ■♦•• A > •
*■ END OF RUN
* NORMAL STOP IN FFA
‘
TA.MS-CLG Baro-Akobo Rher Batin Integrated Development Matter Plan 1C-Appendixwater resources
ANNEX tC FLOOD STUDIES
APPENDIX 9 BIRB1R RIVER NEAR YUBDO
TA MS-C LG BiroAkniK) RJvcr Buin lnUgrUrd Development Muter Plnn 1C -AppendixPeak Discharge (m3/s)
Percent Chance ExceedanceWATER RESOURCES
ANNEX 1C R OOD STUDIES
FFA
FLOOD FREQUENCY ANALYSIS PROGRAM DATEs FEB 199S
VERSIOH:         3.1
RUN CATE AND TIMEi
26 AUG 96 l5sODt52
U.S- ARMY CORPS OF ENGINEERS THE HYDROLOGIC ENGINEERING CENTER
63 9 SECOND STREET DAVIS, CALIFORNIA 95616
fSlfi] 756-1104
ZNPUT FILE NAME; 2K-17.0AT
OUTPUT FILE NAME; PEC-17-OUT
DSS FILE NAME: ?K-T. . D5S
---------- DSS—-ZOr: £x;;5'in<- File Opnned., Fil*:
Unit: 71; DSS V*rs ta A i 6-IB
•*TTTtX RECORD (ST*
TT BAH3-AKCBO BAS’5 - FLOOD FLOW FKECPENCT ANALYSIS
Tf PREPARED BY JFM - NEW YORK, MAY 1936
?T LOG-PEAKSCN TYPE III DISTRIBUTION - PEAK FLOWS IN Hl SEC
7T 3TRBIR RIVER AT TUB DO
•♦COS RECORD IS; *’
:pps iskfx ifro'JT ifmt iwyr
JI
D50                                       0
•* STATION IDENTIFICATION**
ID 101 Cl? - B1R=Z3 RIVER Al YUBDC-BA
••DSS WRITE PATHNAME**
IUN IT 2
SQ KM
1SMRY 0
IFNCE              I REG 0
197T-93
ZW / BRA -AKOeOy  = IR3 IB RIVER/ EREQ-FLOW/ ZI977-1591/ NATURAL AMFJAL PEAKS '
••GENERALIZED SKEW”
I S TN      GGMSE           SKEW
GS   101.7
.0C0              ,C:
**SYSTEMATIC EVENTS**
16 EVENTS TO BE ANALYZES
’’END 3F iSrFJT LATA**
— C b 4 ♦ •*+■++ + * •■■■ ► * ► * ► + ■ +■ 4 * +..*>>■■■• «•■■.■■! f f * ■*». + «■>> + » « * * ■ <
M    M H * I * b * * -* *■+* + ^- -b-t + +-b-b+++ + +-r++ -r t f * i * f
H
‘---------------- - ------------------------------ FINAL RESULTS
-PLOTTING POSITIONS- 1CLCI7 - BIR3TR RIVER AT YUBDO-DAw
-------- - ---------- -------------------
SQ KM
EVENTS ANA LYZED
FLZSi
MOE    DAY
YEAR             CMS
CHEERED
WATER
RANK     YEAR
EVENTS
FLOW WE’HULL
OlS PLOT FCS
r.  197 7                  125.
9u
■
9 L" 1978 133 .
I         1993                     212.
5,0 3
r-
9 U 197 9
r
6        L   1980                  146. 9      I*  1981                  19G . a        0  19E2                     99.
n
a       w   L983                  122- 9        3  1984                   106.
126.
■
"■ 1989
2 1981 190. 11.76
3 1991 L6D-. 17.65
159.               23-53
9
n
w I 9E5
■“■
9w
: 956
■ If
141,
9       3   lirE"                  131- 9        0   1999                  159- 9        0  1 935                114 . 9        0   1990                  154 .
0  1991                  160. 9        0  1 993                  212 .
5          1991                     154.               29.41
6           iss:-                     146.               35.29
7         15S6                     141.               41-10 9          1=75                     133.              4 ■ ,06 9        1 97 9                     126.               52. a;
10          1977                     125.               50,32 11         1903                   ■* 22               M .71 12          1905                    120.            1Q.59 13          190-’                     120 .              76.4 ■ 14           198*                     1U.                32.35 15          1984                     106.               90-24 16          19B2                       99,            94.12
TAMS’ULG Baro-Akubo River Baiin Integrated Be^dopment Master Plan
1C -AppendixLOW T’JTLIER TEST
ON It EVENTS, 1C PERCENT OUTLIER TEST VALUE K(N) = 3.279 0 LOW OUTLIER(S) IDENTIFIED BELOW TEST VALUE OF SZ*3
HIGE OUTLIER TEST
EASED CN U EVENTS, 10 FERCENT OUTLIER TEST VALUE K[N1 = 2.279 C HIGH OUTLIERiS) IDENTIFIED ABOVE TEST VALUE OF 223.
-SHEW FLIGHTING -
EASED ON 16 EVENTS. MEAN-SQUARE ERROR OF STATION SKEW = IE FAULT CR INPUT MEAN-SQUARE ERROR OF GENERALISED SKEW -
FINAL RESULTS
-FREQUENCY CURVE- 101017 - BIREIR RIVER AT YUBDO-DA-
.330
.302
SQ KM
COMPUTED EXPECTED                       PERCENT
CONFIDENCE LIMITS 1
OJRVE probability FLOW IN CMS
CHANCE
EXCEEDANCE
.05
FLOW IN CMS
.95
352.
31B.
293.
220.
207  .
19E.
1BQ + 174. 162.
14B.
123.
00,0
90.1
T KAMS
NUMBER CF EVENTS
MEAN
2.1315
-0948
HISTORIC EVENTS
STANDARD DEV
T0MFUTED
HIGH OUTLIERS
.scie
REGIONAL
LOW OUTLIERS
ADOPTED SKEW
ZERO OR MISSING
SYSTEMATIC EVENTS
—2WRTTE:
—ZWRITE:
+ END OF RUN
'i*ARO-AKO9_ BIRBIR RIVER/FREQ-FLCW/MAX EVENTS/1977-19?3/‘NATURAL ANNUAL PEAL* /EARI>m-^30/3LRBIR RI’-ER/FREQ-Flcw/MAX ANALYTICAL/1977-1 $93/NATURAL AlNVAl F-'
♦ +JL + + .4--. ►_
* NORMAL STC? IN FEA e
--- ’ • +- + ♦ +-‘T f + ♦
1 AMS-ULG Baro-Akobo River Basin Integral rd Devdopmcnl Master Plan 1C -AppendixPeak Discharge (m3/s)
FLOOD FREQUENCY ANALYSIS
Baro River Basin
Figure 1C-10Peak Discharge (m3/s)
1000
FLOOD FREQUENCY ANALYSISFLOOD MAP OF THE GAM0ELA PLAIN
Hqixe 1C-12^•jUTER RESOLiRCES
ANNEX ID GROUNDWATER
ANNEX ID
GROUNDWATER
TAMS-ULG Baro-Akobo Rhtr Bijin Inirpratcd Drvttopmcnt Muter PlanWATER resources
INTRODUCTION™------------------------------C--ONTENTS
A3NEX ID GROUNDWATER
Project Location and Area. ................. ...
Scope and Objectives . ............. ...... .. Gerjeni GeoetraphicaJ Description General Hydro logteal Features
Ciintat* arui Prtcspttatwc 
>mii va.au^M«Tl Hl
/.//
1 4.2
Surface Water Condir.ons 
j 5 General Geological Features 
I 5.1        UegTO^f Geofrorp/iotojncn/ CAcmocfrnjftcr ........... ........... .
1.5.2        Ge#fog7cX7f Formanoo Desertprims ........................ ..................
444*
. I I B. ■*■**.. I
1 *4*
1.5.3
Project A rec Srrafi^rnpAi c and Structural Condi Hons 
1.6
1.6 i 1.62 I 63 164
1.7
I 8
1 81
182
I 9
Project Area Hydrogeological Conditions...............................................
Occurrence and Afowwtr of Groundwater.. 4 „ M, t........... ..............
Barer ffeanng CAarucfrnjftcj of Aquifers............. . .................. .......
Aquifer Recharge and Discharge............ t............_.......................
n raf?r Oua/jfy ..................................................... ................... ,......
Use and Production of Existing Springs anc! Wells ....................... . ......
Future Groundwater Development Potential ............... ..........................
locuftdwj j&r GrauncAvater DrvWopmtfrn Potential........... ............
X Proposed Groundwater Test-Production Programme for the hang Vicinity 
I Lii. ri •
-**             M I 1 - I
Project Area Groundwater Policy'................. ............. *....................... ..............................
2.     GROUNDWATER RESOURCE BASE.
3. PROPOSED GROUNDWATER DEVELOPMENT POLICY
3.1       Community Water Supplies (CWS) ...
II
32
Irrigation Water Supplies (fWS)......................................................
I ■»■ IHI|4H
IMMH-MIfMli
4.      GROUNDWATER DEVELOPMENT OPTIONS
5. GROUNDWATER DEVELOPMENT PLANNING SCENARIOS   16
5.1       Community Water Supply Planning Requirements 
52
53
54
5J
6.
7.
Commumry                Water
Supply 
Planning                Scenarios 
16
16
Constraints to Development of Community Groundwater Supplies .................... 16
Irrigation Water Supply Planning Requirements............................................................................ 16
Irrigation Groundwater Supply Planning Scenarios................................... .......................... 16
CONSTRUCTION PROGRAMME FOR THE GAMBELA PLAIN___________ _________16
GENERAL METHODS AND PROCEDURES FOR IRRIGATION WATER SUPPLY „ 16
1      RECOMMENDED  PROJECT:  TEST  PRODUCTION  WATER  WELL  DESIGNS     16
8I 82 83
9.
91 9.2 9.3
10. 101 102
Alluvial
Aquifer
Wells 
16
Basement Complex Wells............ .......... ......♦«.... ................... .......................... «>..................... 16
Project-type Water Well Drilling Capability in Ethiopia ....................................................... (6
water well costs.......—_ ___ __ ________________________ _______ ________ 16
Cost Estimate for a 150mm Diameter Well (1-10 l/s) tn the Gambcla Plain________ __ 16
Cost Estimate for a 250mm Diameter Agnculture Well (5 - 50 l/s) in the GambeLa Plain,16
Cost Esumaic for a 150mm Diameter Basement Complex. (I - 10 l/s Water Well) .
16
ESTIMATED COSTS FOR PROPOSED INTERVENTIONS,,^—--------- ------- —------------16
The Community' Water Supply Intervention------------- ----------------- ------— 
— 16
The Irrigation Water Supply Uucrvcniion ........... . ............... .. ............. ........... ..................... 16
A fPENDIX L COMMUNITY WATER SUPPLY SURVEY
TAMS-L'LG Birv-AJu*4 River Basin littzratal Do eminent Staler Plan
ID-iwater resources
ANNEX ID GROUNDUP
--------------------- ’ATrR
TABLES
T able 1          Summary of Mean Climate Data on a transect through Bare- A kobo Ba Table 2           Stratigraphic Column of the Baro Akobo Project Area
Mn
T^ie 4 Water Supply Conditions in each Wereda
Table $ Prdmunary Cost Estimate for a 1 0 to 10 l/s Sedimentary Community Wa?
Supply Well in the Gambda Plain
Table 6 Prdmmary Cost Estimate for a 5 0 to 50 Is Agricultural Well tn the Gi->.
Plain
Table' Preliminary Cost Estimate for a 10 litre per second Basement Complex Community Water Supply Well in the Gambda Plain
FIGURES
Ftg>xc I General Location and Distribution on Geological Formations
Figure 2 Typical Design for I to 10 Vs Sedimentary Community Water Supply Well in Gambda Plain
Figure 3         Typical Design for Agricultural Wdl to produce 5 to 50 l/s in Gambda Plain Figure 4         Tipteal Design for 1 to 10 l/s Basement Complex Water Well
TAMS-ULG Biro-Akobo Rhrr Batin Integrated Development Matter PlanwaT
er resources
annex id groundwater
introduction
] i Project rotation and Area
The area of interest includes  some 76.000 sq km tn the west central part of Ethiopia It a bounded on the west by  the Ethiopia-Sudan, border and on the north east by  (he Abav  Basin and on the south by  the Onto Gibe Basin All surface flows  in the project area are tributary to litter ^e Baro Riser 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 respectTvely
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  dnve  vehicles,  particularly  in  the  western  sectors during rhe wet season
IJ 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 farther 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, which is to develop an existing national resource for the benefit of the people of Ethiopia Within the scope of that objective is
' the improvement of the quantity and sanitation of community water supplies, and
- the development of irrigation water supplies in an area of the Baro-Akobo Basin if
suitable aquifers are present
It is  already  known that water supplies  of some quantity  are present in proximity  to most rural communities, but the location and hydrogeological characteristics  of potential irrigation water applies have not yet been proven.
TAMS-II LG Baro-Akobo River Baxia Integrated Dcvelopmcat Master Maa
ID-1WATER RESOl’RCES
! J (W Gcop’P^ ^P,ion
0
ANNEX id GROUNDWat^
.   .nd   ccncnllv   contained   within   the   map   co-ordinate,   * the -wed ° ,JKSUUI - 0 Jd3? I*’ Rc**Onally’ lhc ,and B
a--'"* *
wt *wird r-*** wn
in .1-•—>-
SUxsaum dnncruwj of the project area arc about 600 Ion north-south and 360 km ea The touJ ira included tn the project is about 76,000 km3
The major population centres m the project area include Gambela, Moan Teferi and Gom Numerous smaller tillages are also located throughout the area Total population in the rJ.
Akobc catchment is approonialeh 2 million
1.4 General Hydrological Features
•"
nim.tr  and  surface  water  conditions  are  closely  correlated  in  the  Baro-Akobo  basin Together  they  define  the  various  hydrologic  features  in  the  project  area  Steep  gradien streams originating tn eastern highland seciors, with high rainfall, debauch onto western plans areas that have relatively low rainfall and moderate to low river gradients Climate types range narrowly  from  tropical  rainy  io  warm  temperate  rainy.  Average  annual  precipitation  (all 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) and warm temperate rainy (type C)
The tropical rainy climate can be divided into warm temperate rainy, with dry months in winter (monsoon and upland savannah) and warm temperate rainy climate having more soil moisture tnin the warn temperate rainv climate
About 45% of the basin is wnhin the type A tropical rainy zone The remaining 35% of ll» *7“ ‘ cT??'n*‘! by we C warm temperate dimate The distribution in time and span
and
“* dou“y «r vegetation and soil cover, contribute to reduce
potential Mpouznsptrauon and increase infiltration io groundwa.er
Ttete iZ^.
wTXlZ           .Tr^°”5           C'
to
“f^Seui variations within the project area ““««““*““"I           Kombolch.           (Wolleg.)»
JTh     Z5     T     ,     Of       G*mbd*     *ro™d       Akobo     Maximum     seasonal     temperaturs     »
tet^arures 
° f l‘°my 10 APnl Th' momhly ra™m“”f
ZZZ         wetZ^l         V*n“°nS             ™8'         from             14-|6°         C         in         the         lowtah** ^d^Z.^TruT’""10 Wo“ ,0°c “ ,sola"d ”
TAMS-ILC Baro-Akobo River Buin Integrated Development Master Plan
1D-2waT£R resol rces
ANNEX ID GROCNDWATEB
Pnt«TtiaJ evapotranspiration, as may be expected, is lowest over the highlands. then increases
seasonal rainy period decreases in duration from south to north Thus in Keffa, the wet pencd
ranges form February-March to October/November while tn the north western parts of the
niubabor and Woilega regions it includes the period from April/May to October November
The hiahest average annual rainfall (>2000 mm) is recorded in Keffa around the Masha vd
vfrzsn Teferi areas In contrast, the lowland areas around Itang. Pokwo and Kurmuk receive
[ess than 1000 mm
A  companson  of  meteorological  parameters  shows  that  altitude  directly  correlates  with  rainfall and   potential   evapotranspiration   Rainfall   exceeds   evapotranspiration   above   1150   masJ   The region  above  this  altitude,  which  is  described  as  a  zone  of  water  surplus  for  groundwater
3
recharge and surface run-off. measures 32.682 km .
The   Isohyetal   Map   (Map   31.   Volume   IV)   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  values  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 Waler 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
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 Apnl Flows reach their maximums at the end of the wet season in September.
up  to  80%  of  their  total  annual  flows.  Surface  scream  flows  between  seasonal  high  land  low water periods are fairly consistent The greater part of annual surface runoff occur* in
niasl Most regional streams flow to the Gambela Plain much of which lies below 600
TA.MS-LLG Baro-Akobo River Basis Intetralcd Development Master Maa
ID-JWATER RESOURCES
1.5 General Geological Features
1.5.1 Regional Geonwrphological Characteristics
ANNEX >D GROUNDAT^
The major morphological features  of the Baro-Akobo Rivers  catchment area from east to Wes are high mountains, high plateaux, and lowland ranges  and plains  Volcano-tectonic metamorphic  and epeirogenelic  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 basaJl capped in places by resistant quaternary' silicic  volcanic  rocks. Elevations  in these high ranges  vary  from 240(1 to 3300 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  Gambela  Plain  is located  west  of  the  Masengo  ranges  II  is  an  extensive  plain  that  falls  from  aboui  475m  at Gambela 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 Gambela Plain, are 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 Gambela 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 Gambela
Plan. 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.
1.5.2   Geological Formation Descriptions
Rocks  in the Baro-Akobo project area includes  three general types. From oldest 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 the following text
1 Pre-Cambrian Meta-igneous and Meta-sedimentary Rocks (Pi)
Pre-Cambrian  rocks  outcrop  south  of  the  Guraferda  Plateau  in  the  Akobo  River  Valley and extend northwards following the Masengo Ranges to the extreme northern part of1 1r
TAMS-ULG Baro-Akobo River Buio Integrated Development Murer PlanGENERAL LOCATfON AND D/STRIBUTiN THE GEOLOGIC FORMATION
M 1 77V
St JPAMESE
SYNf-X M '.K
! .'! I ll< HU AN
IHC <1 IL AND
I   Transition I
I
ORDER
Wub.il.ior
Low Plain
I
MORPI1OSTRI/CWRES |
MORPHOSTRt JCTURES I
zone
OF TI IE lllulx iixir
GF THE
Mascngo
Me >i inklings
of
ORD Eli
Pl io c one— Low er Qu CJL rtemary surface of
p kin at ion
Slopes Plateau Fit      Ma- Iconnen
Lacu sir ir i e-alluvial
modem plain
| Upper-Quaternary 
j lacustrine—ailuvltil
plain.
Pliocene-Lower and
Mkldlej
surt ace|
Quarternary
of
Clumpy
ridges
planation
1  Graben-
I      syncline 1  troughs
ittsr +'
Ferrol Itic crust « ES Clays
Loams with debris
^jSancl
] Argillites | Al were
HPT7! Basalts
jr i| Syenite
Clays with debris / | Sandy loam
J 
3
' fonM-Wr;--------------- 1
|        )Trachyfes
MtJl’pl Ki.^hxic-Lurnl Liymit o! Working area
Sandstones   ft
+ + b Greinltcd
r- I Gneisses and
-------Jgranito gneisses
*~T
zfWATER RESOURCES
ANNEX ID GROUNDWATtR
project area These rocks arc generally dominated by northwest trending stri]Ctu
particularly in the area south of the Guraferda Plateau Such structural trends, tnclud?*'
fold axes and foliation, persist in a north and northeast direction from about latitude 6
North According to the ARDCO-GEOSERV report, these rocks have been classified s' previous workers as the Akobo, the Surma, and the Hamar Domains, all of which V
based on geostructure. The Akobo Domain consists of at least 12 mappable varieties^
meta-volcamc and meta-sedimentary formations The Surma Domain comprises stron
lineated and layered gneiss and granitoid rocks unit encompassing tectonic nieta-igneou$ crystalline and meta-sedimentary rock types.
2. Tertiary Igneous Rocks (Ti)
Tertiary  Igneous  Rock  formations  exposed in the project area include the Akobo Basalt (the oldest Tertiary  volcanic  yet found in Ethiopia), the Undivided Pre-Rift Volcanic succession of basalt flows, rhyolite, trachyte and ignimbrite, the Maji Flood Basalt and Stratoid Volcanics and the Maji Silicics.
Other Tertiary  volcanic  formations  include the Mekonncn Basalt, Surma Basalt, Dembidolo Trachytes, and hypabyssal intrusive rocks  The rock  units  named above are located, for the most pan, in the mountains and plateaux in the Upper Basin of the project area
3 Undifferentiated Quaternary Rocks (Q)
Quaternary rock formations exposed in the project area include the Holocene Tepi Basalt and Holocene-Pleistocene Undifferentiated 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 the 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 the Bare Akobo Project area
J. 5. J Project A tea Stratigraphic and Structural Conditions
The Precambrian meta-igneous and meta-sedimentary (Pi), and Tertiary igneous rocks (Ti) arc combined herein to constitute the Basement Complex Aquifer The general regional extents of these formations in the project area are shown on Figure 1,
Precambrian metamorphic rocks form the regional platform upon which ail younger formations in the project area arc based Subsequent to placement more than 600 million 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 are the Palaeoceite- Oiigocene-Miocene Ashangj Group and the Miocene Shield Group.
TAMS-LLG Baro-Akobo Rh er Buin Inte^reted be^iopmem Miner Plan. \TER RESOURCES_______________  ANNEX ID GROUNDWATER
eth e emplacement of the Shield Group the Pre-Pliocene rocks  in the project region have ^ eroded, transported to the west and deposited in the Sudan Synclinal Basin, in which the r mbela pIain n0W resides ‘ deposited rock  debris  that now constitutes  the Pliocene Ahvero Formation that is not exposed in the project area, but is present in the subsurface of Je Gambela Plain Table 2 indicates regional project straligraphy in some detail
post Palaeozoic structural activity, from geologic map information, appears to have been
immal Through out the project area several short minor faults are shown to occur in the precambrian formations, a few in the rertiary volcanics and only four are noted to cut
Quaternary deposits
1 6 Project Area Hydrogeological Conditions
The  eeology  of  the  Baro-Akobo  Basin  directly  affects  the  groundwater  environments  therein Such environments can generally be divided into,
j  The  relatively  unconsolidated  lacustrine  and  alluvial  sediments  that  form  the  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 volcanic rocks were deposited non-conformably over
the pre-existing disrupted rocks and became a younger pan of the Basement Complex.
Pliocene sandstones and Quaternary alluvium were then deposited on the Basement Complex 
in the southern sector of the project area and into Sudan.
The groundwater enxironment 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
^taring crushing and solution during post-depositional periods of structural activity
h d. J Occurrence and Movement of Groundwater
^oundwater  in  the  project  area  is  derived  from  direct  infiltration  of  rainfall,  percolation  along Carn courses and lateral subsurface down-gradient movement of water in aquifers
W   RntC°n,PleX
m
cent
e     ' a$cmem Complex rocks of the project area in the eastern highlands, groundwater is 
within aquifers formed in fracture fissure and crush zones of otherwise dete^h consolidated rocks in localised aquifer environments. It is not possible to
such went, permeability, recharge conditions an^zd&ection of water movement in
Aiuiijai
site specific investigations are conducted Generally, with-, the known SUrface water runoff, and relatively small amount of groundwater use. the
Wl ^ be totally replenished essentially every season.
ID-6WATER RESOURCES
ANNEX
Groundwater movement is. in general, from east io west, and covers an area of some ;&
fan sq The alluvial plain and environs vary in elevation from approximately 475 met 800 Gambela to 400 metres at the western extent of the project area, a distance of about at
These dimensions result in a rather flat average surface gradient of 0.5 m/km from east to across the plain
Gambeta Plain
Groundwater within the Gambela Plain is  derived primarily  from infiltration of surface
**
flows  from the numerous  streams  that cross  it. Secondarily, direct percolation of rainfall^
subsurface   inflow   from   Basement   Complex   aquifers   in   hydraulic   continuity   with   the   1
alluvium probably  also occur In general, groundwater movement in the sediments  of the 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 prevail 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) wherein 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 lacustrine-alluvial deposits (2) are phereatic 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
3
tested transmissivity of 120m /day and storativity of 2,4 xlO’^ It was presumed that th aquifer represented oniy part of the regional aquifer in the vicinity of borehole 104
15
Groundwater moving down gradient across the Gambela Plain within phreatic aquifer(s) in dl 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 rivers into Sudan
1.6.2    Waler Bearing Characteristics of Aquifers
Four  aquifer  systems  have  been  recognised  in  the  project  area.  To  summarise,  they  afC follows:
•      The Basement Complex aquifers that are related to localised fracture and crush zof^
resulting from geologic structural disruptions in consolidate rock These aquifer5 found only in the Basement Complex rocks and intermontane valleys of the
area highland In the Russian Report these aquifers were included in the Rcf?10 Aquifer.
•      The aquifer in alluvial deposits, longshore bars, and Holocene deltaic formation aquifer is herein referred to as the Holocene Alluvial Aquifer.
•      The aquifer in Holocene and Pleistocene lacustrine alluvial deposits, is herd11 refers to as the Quaternary Lacu-alluvial Aquifer
This
TAMS-ULG Biro-AJcobo River Bavin Integrated Development Master Plan
ID-7ANXEX ID GROUNDWATER
 ATER
w
•pje   Regional   Aquifer   This   aquifer   includes   the   Pliocene   deposits   of   the   Alwero Formation which is considered to include an artesian aquifer penetrated at Russian Test Bore 104 This aclL,^er’s termed the Regional .Aquifer herein
Basement Complete Aquifer:
Basement  Complex  Aquifcr(s)  in  the  project  area  Such  information  indicates  borehole and spring production to range from less than 1 0 1/s 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 by  pre-Quatemary  Basement Complex  rocks  Most spring flows  from the Basement Complex are in the lower range of less than 1.0 1/s.
Because the Basement Complex  rocks  contain only  aquifers  having secondary  porosity’ they do not lend themselves to accurate analyses of water bearing characteristics, such as transmissivity, storativity etc . as do those of primary porous media
Aquifers  in the intermontane valleys  of the Basement Complex  area arc  most frequently  of limited area, depth and/or capacity  and therefore can usually  provide for only relatively small water supply demands.
2.       The Holocene Alluvial Aquifer:
This  aquifer, for the most pan, 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 Alluvial Aquifer are generally  poor with reported low permeability  (O.lm/day) and well yields  ofO. I to 1.0 1/s. Water levels  in this phreatic aquifer are usually less than 5m below ground surface
The Qua ten wiry Lacu-A iluvial A quifer:
This aquifer occurs throughout the Gambela Plain generally westerly of Meridian 34°
east  The  aquifer  ranges  tn  depth  to  about  30m  Deposition  of  this  alluvial  aquifer  has occurred from Upper Pleistocene throughout Holocene time ft is effectively separated
l/s    Phreatic   water   levels   in   this   Aquifer   range   from   ground   surface   to   about   7m depth
Regional Aquifer:
ecause of the wide distribution of the Regional Aquifer, i.e, from the project area Rhlands to the western extent of the Gambela Plain, it has several environments of
Occurrence Crtncm-iumtlw itc n,a»»r.tw>orino rhamr-t^rictins ranoft hrnarllv This annifi*r
■Plain and continuing beneath the Gambela Plain to and beyond the Ethiopia-
Baro-Akobo River Basin Integrated Dcvdopoient
1D-8WATER RES
OURCES
ANNEX ID
GR
O
UNDWATE
R
Sudan
Border   T
he
format
ion
c
omprisin
g
this   Reg
ional   Aquifer
is 
p
redominantly 
Pliocen
e  Alwero
Fo
rmation
an
d
Lower
to
Middle
Pleistocene  a
lluvi
al
depots  of
the
Gambela Plain Because of the varied sedimentary  environments  in which the Regional Aquifer occurs, its  water bearing characteristics, naturally, also vary  Transmissivity  in the sedimentary formations has been tested to range up to 120 mJ /day, while test well production has  ranged form 0.01 to 2.5 l/s  Water levels  in this  Regional Aquifer are known to vary from about 13 8 to 30 1 m below ground surface
In general, geological conditions  and test information in the project area tend to confirm that although alluvial aquifers  are abundantly  present, they  consistently  have poor to moderate water bearing characteristics. As  a consequence individual wells  constructed therein would ordinarily  be expected to produce only  modest quantities  of water from relatively  deep pumping levels
It appears, however, that the Regional Aquifer, largely  comprising the Pliocene Al w ere Formation, could produce significant quantities  of water Table 3 lists  information contained in 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  capture Alwero Formation groundwater, to range from 3 0 to 20 1/s. Such recommended production may  be possible considering the lithology, thickness  and hydraulic characteristics of the Alwero Formation, but this is yet to be proven
1.6.3   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 2ones, move down gradient as  subsurface migration, surface flow and7or rising water flow After fully  recharging the Basement Complex  Aquiferfs), these surplus  waters continue westward and subsequently  recharge the downstream regional. Quaternary  lacu- alluvial, and Holocene alluvial aquifers.
The fact that recharge and discharge occur is reflected in seasonally changing water levels tn
all aquifers. Such water level variations, as indicated in the Russian Report data, are usually 
less than 5 metres, although some may fluctuate more than 13m, such as at Borehole 102.
The seasonal water level change in a possibly regional artesian aquifer penetrated at Borehole
104 was recorded to be only 0.31m This small variation suggests low water discharge andcr
use in the aquifer forebay and restricted down gradient outflow from the aquifer.
Considering the quantity' of potential recharge waters  and the relatively  small seasonal fluctuations of water levels in the project area aquifers, it is probable that all basin aquifers art effectively  recharged fully  during each rainfall season. Deepest water levels  in wells  art indicated to usually occur in April-May and the highest in October-November.
TAMS-ULG Baro-Akobo River Basin Integrated Development Master Plan^RWSOURCES
annex id groundwater
the I’”'"*’Of 'l'JC pro,r " "°t '“BWe 10 a valid
Srologic ^ance °f lhC B"°-Akobo basln! A" availability estimate presented j, the Russian e-ort indicates the potenual recharge of groundwater to be 128 4 a | 6 ^3/..^
0
Xue. as noted in the same report » only a general one and is probably an overestimate vn indict’011 's s‘ven 35t0 the metllod derivation of the estimate, which should be used
„th caution The other source of data, the ARDCO GEOSERV report, gives no estimauon of charge sufficiently authoritative to use for planning purposes
/Sl / Water Quality
b
course  of  the  Russian  investigation  (1590)  and  the  ARDCO-GEOSERV  project  (1995)
water samples  were coUecled from riveTS- sPrings. wells  and test bore holes  throughout the Baro-Akobo project area These water samples  were analysed for inorganic  chemical content to determine the chemical characteristics of project area waters
Appendix  2 8 of the Russian Report fists  126 water quality  analyses  and the ARDCO- GEOSERV report describes  the results  obtained from 273 sampling points  .As  would be expected water quality from the sampled sources and locations of the large project area vary considerably.
In the Gambcla Plain '.icinity  (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 to 955 mg/1. Of note is  the quality  of the water from the artesian aquifer (AJwero Formation ) encountered in Borehole 104. This  water was  found to be of excellent quality  with a TD5 of 313 mg/1 A pH of 7 0 and generally low in all constituents, including rare elements
In 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 nuneralised springs ranging to 2307 mg/1 TDS, most spring and well water occurring in the
PPcr 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.
should be noted that the discussion presented above relates only to chemical characteristics > e water samples No information is presented relating to the bacteriological or hazardous 
COlstnu«iU content of lhe waters
Use and Production of Existing Springs and Wells
^dica^ C ^n^Ormatfon regarding the use and production of existing wells in the project area
Waier es that currently functioning wells sene primarily as village or indiiridual household
Applies Mosl w ells are hand dug and seldom reach depths of greater than 20 metres
J, Use °f w3ter resources on the Gambela Plain is graphically described in the
as foll0WS
loc5?‘DayUse of Water Resources. The present day water consumption in the river basins In the area under study is insignificant and therefore impossible to calculate. The total
TAMS-ULG B*ro-Akfiio River Burin tmegrited Devdopmem MMer Plan
ID- tUWATER RESOURCES
ANNEX 1D GROUndWater
water consumption from surface water sources, groundwater sources, street taps and so ’ makes up about 1 8 - 2.5 mcm/year’’.... “Thus, as can be seen from the above, the
resources of the Baro-Akobo Valley Rivers are practically in a natural state. ..”
’ Wwer
I
Judging from the above quote, the Russian work completed in 1990 appears to indicate th»
little well production of groundwater is currently occurring within the area of the Low
Basin, including the Gambela Plain
The Upper Basin Study  of the Baro-Akobo project area conducted by  ARDCO-GEOSERv (1995) identified 183 springs, 59 hand dug wells and 21 deep bore wells Developed springs in the Upper Basin are estimated to produce about 2 0 million m’/year to the local population Hand dug wells  are estimated in the ARDCO-GEOSERV Report to produce about 675 000 m’/year of groundwater to the population of the Upper Basin There are 21 machine bored wells (deep bore wells) in 15 towns of the Upper Basin Production ranges from 0 3 to 8 2 I s 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 nP/vear 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 developed 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 by ARDCO-GEOSERV for their 1995 report This survey included 54 weredas and included information regarding major sources of water 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 to be adequate
Information regarding production in the Upper and Lower Basins of the project area indicate that only a very small amount of the total groundwater available is utilised by the regional population. Springs and wells that are properly constructed and maintained offer the prospect 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 evaluation indicates  that groundwater is  available in substantial quantity  in almost all sectors  of the project area Such water has been developed for local population water supplies from springs, hand dug wells, and deep well bores Water from these sources is used primarily for drinking and other household purposes Although some irrigation of private gardens has been observed a few significantly large groundwater irrigation projects are also known to be presently active
In the ARDCO-GEOSERV Report of 1995, Volume U.C, Hydrogeology, section '6. Irrigation Water Requirement. 10 locations of self-help small irrigation sites were identified Such sites included a total area of 1100 ha. Gross potential irrigable area in the Upper Basin
TAMS-ULG Baro-Akobo River Buin Integrated Development Muter Plan
ID -11wAT£R RESOURCES_____________________ ANNEX ID GROUNDWATER
_ beCn  estimated  to  total  some  109,000  ha.  However  there  is  a  lack  of  specific  data  and  the "J^acteristics of existing developments should be investigated as pan of future studies
No   mention  of  listing  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
were    defined    (Jikawo-Baro,    Baro-AJwero,    Alwero-Gilo,    and    Gilo-Akobo)    which reportedly should provide bored wells ranging in production from I 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 the project area. This  is  largely  because of expected low production capacities  and low specific  capacities  from wells  constructed into low permeability  formations 
1.8.1 Locafioni far Grou ndwater Development Potential
There is  some eroundwater 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  (lest wells indicate potential water bearing zones between depths of about 60 gnd 1.70m in both electric and lithology  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 initialed 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 benetiL could be derived by  the local population if dependable and sanitary wells  are provided to village communities  If water wells  of 0 2 to 10 1/s  capacity  with sanitary  construction and maintenance could be provided to village and rural dwellers, the «alth of the people and efficiency' of the workers  in the project area could be advanced S| gnificant|y
ML 2 .4 Propped Groundwater Test-Production Programme for the hang Vicinity
bases of information available from previous studies of aquifer conditions in the Lower
the                     Aquifer. AJwero Formation, a test-production programme is recommended in
l «tg vicinity The hang vicinity, as herein defined includes the area contained within co-
a < a1es               10' and 8° 15’ north, and 34° 10' and 34° 10' and 34B 20' east [tang is located
5 l° West bY °ad of Gambeia Gambela is the largest population centre on the upper
r
C a Plain and is accessible by road from Addis Ababa most of the year
An ‘ •
char^*1 tesi‘Pr°duction programme in the Itang vicinity  could verify  the water bearing 011 the e^'cs ot *be Alwero Formation while providing water to a potential irrigation sector a ctua] UPPCr Ginihela Plain The specifics  of this  proposed project cannot be defined until an
acce .
sh
S 'le    ls     elected   on   the   basis   of   agricultural   suitability,   surface   topography,   site
rttaieriah Property availability, and availability of well construction equipment and t AMS-LI.G HaroAkobo River Busin Integrated Devetopment Muter PlanANNEX id GROUNDSATtR
WATER RESOURCES______________ _
1,  Project Area Groundwater Policy
..   r.n.   Ministry   of   Waler   Resources   Development   md,eate   thj
Discussions with aulhontresjof'          ™ O *
groundwater nghts „
there    is       currently    no    codified    nauoinal    p    O    for      a      has    been    prepared.    k„;
control. There is some mdtcatrorrttal is still in the formative stage
by the Ethiopian Government
. L ol„^;« is oresently formulated on a case by case Groundwater policy, as d'“Xso^ Governments No written pohey upon which the
,Ud8'men,S ‘ “ ““
iXMS-Vl-G Baro-Akobo
River Bisin Integrated Development Master Man
ID • 13waTBR RESOURCES
ANNEX ID GROUNDWATER
g POUND"'A TER RESOURCE BASE
r f supplies, with minor exceptions, are derived from surface water resources, groundwater ources or a combination thereof This Master Plan Development Report section is 
concerned primarily with the groundwater resources aspects of water supply widnn 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, they  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 condilionfs).
2.         Potential^   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,
The  hydraulic  and  physical  conditions  (occurrence  and  movement)  of  groundwater  is favourable to continuity within large parts of the Baro-Akobo Basin
Climatic  and  hydrologic  conditions  are  favourable  to  rapid  and  total  seasonal  recharge of regional aquifers
Project  area  aquifer  characteristics  are  indicated,  to  date,  to  have  low  to  moderate water well production rates (less than 1.0 I/s to about 20 1/s).
res ource base for groundwater in (he Baro-Akobo Basin is the abundant, naturally
P^Ctuity a resource
TAMS-I'lg Baro-Akobo River Basin Integrated Development Master Plan
ID-14WATER RESOURCES
ANNEX ID GROUNDW' ATR
I
3. PROPOSED GROUNDW ATER DEVELOPMENT POLICY
Based upon what is  known at this  time (February  1996), the policy  for groundwater development in the Baro-Akobo areas  as  proposed herein are twofold, both of which can proceed individually or simultaneously This policy includes:
1.          The  development  of  new  and  upgraded  sanitary  groundwater  supply  systems  for various rural communities and,
2.           The  exploration,  testing  and  development  of  groundwater  resources  for  use  as potential irrigation water supplies
3.1 Community Water Supplies (CWS)
The policy  relating to development of sanitary' CWS would have a rather rapid beneficial impact on the health and well-being of people living and working in the Baro-Akobo Basin 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 community 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 Water Resources  Community  participation in providing the local water supply should also be encouraged through water use committees  A Community  Water Supply Survey is described in Appendix 1 of this report
3.2 Irrigation W ater Supplies (IWS)
The 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 CWS, 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 construction programme in a location with suitable agricultural conditions, as well as
TAMS-ULG Baro-Akobo River Basin Integrated Development Matter Plan
ID -15ANNEX ID GROUNDW
'eristics, none of which has yet been defined This type of circumstances)   It   would   require,'   perhaps   f-iea'rs to institute (three years under most favourable
ttATER resources
favourable   hydrogeological   characteri:   '
project    would    require    several    vears    t0
realised to a groundwater irrigation p
ro C
jo’
c "* years after start-up for initial benefits to be
■
,rn gation system from
'
In Annex 1H, it is mentioned that ihP - with surface water
gr0UndWa" »
r
mp
«e
T AIM s - f L (Fr"-------- --------- --
Rl,er
ID -16WATER RESOURCES
ANNEX ID GROUNDWat^
4.         GROUNDW ATER DEVELOPMENT OPTIONS
Currently, February  1996, groundwater is  used primarily  for subsistence drinking Water supplies  throughout the project area There are no known groundwater irrigation supplies  of size in the Basin At this time the well of choice in the Baro-Akobo Basin, for both individual families and small communities, consists of a small diameter well pipe that has been lowered into the ground a few metres, by digging or boring, then fitted with a simple hand operated pump These water production units  are perfectly  suitable for drinking water supplies  if the are properly maintained and kept in a clean sanitary state
The possibility of developing groundwater resources to a level suitable for irrigation has been 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  water supplies  In addition, the exploration, testing and development evaluation of a groundwater irrigation supply  should be included as  part of the subject Master Plan, even though an adequate and reliable groundwater irrigation supply has not yet been located
Considering the reported condition of community water supplies and the limited knowledge 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 water 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 Water Supply project, an Irrigation Water Supply project, or a combination of both a Community' and Irrigation Water Supply Project
Conjunctive use of surface and groundwater is a possible consideration in the very long term in the Baro-Akobo Basin. The relativity  small quantities  of groundwater currently  bein? produced will not justify artificial recharge facilities’ construction, operation and maintenance costs.
Artificial recharge is normally instituted after an overdraft is observed to be imminent in a groundwater basin or production area Facilities  for artificial recharge are designed on the basis of site-specific geological, hydrological, hydrogeological and aquifer hydraulics data and
"     “       ” TAMS-L’LG Baro-Akobo River Basin lntejjrated Boelopmem MoteTl’Iau ~~HATER resources
^formation  Such  data  and  information  are  ou  •
fhe basin aquiferfs) to be artificially recharged TJ the d^loPmcflt . aw, occur before artificial recharge is considered
This Master Plan includes recommendations for ■ ■ Project Area As part of such develoDm^r ,n,t,atinS ground™^ j . recharge might be done in the future InXd'** adv,sab|c to contiS continuous data base in each groundwater n
spectfic artificial recharge facilities can ba^UCt,On upon which the
foUo*s that aqlT dOpCTation
the
useful to nnim. ^ ,hal "^oal
resign of srtC,
LG Baro-Akobo River Basin Integrated Do«k)pmeot Master Plan
ID-J8WATER RESOURCES
ANNEX ID
GROUNDwATtR
5.         GROUNDWATER DEVELOPMENT PLANNING SCENARIOS
5.1       Community Water Supply Planning Requirements
Once a community  groundwater supply  (CWS) development policy  has  been adopted and codified, on both national and local levels, a compilation of community  water facilities information should be made A situation data base should be developed by  the Ministry  of Water Resources that locates, identifies and defines the conditions of all existing and proposed CWS within the project area Such a data base compilation would be of a reconnaissance level to determine
1.         The specific locations of communities
a
b.
community name,
community map co-ordinates location,
2.
Resour
ce geologic setting,
3 Type of access to the community.
4.         Specific on-ground directions to source(s),
5.         Existing water production and delivery facilities,
6 Facilities delivery capacity (litres per second),
7.  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.         type 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   of facilities,
10 Provide sketch map of facilities layout
This  community  water facilities  reconnaissance survey  could be conducted by  a project- 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 satisfy1 anticipated policy- which would lead to the preparation of a community facilities data base that could be used for planning
TA.MS-ULG Baro-Akobo River Basin Integrated Development Master Plan
ID - 19wAtERHESQURceS
annex ID GROUNDWATER
Community Waler Supply Planning Scenarios
53
cpveral scenarios  are possible for the collection and use of information in the proposed data
bX Such 5CenanOS include as foIlow;
I Scen* ’°
r
' C°^ect reconnaissance information in the project area before
selecting 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 CWS on basis of need, then start the construction phase of the project at those locations with the highest priority of need
? Scenario No. 2 - Divide the project area into geographic  sectors, then select sectors  to be improved by  construction from east to west and north to south ai ever increasing distances from Addis Ababa along the existing road network. Select, say, up to ten sites 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 (I) and (2) above, by which a survey is made of all CWS with a data base prioritising the levels 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
s -3 Constraints to Development of Community Groundwater Supplies
Constraints to the development of Community Water Supplies are centred on:
The availability of water resources, and
Capitalisation of equipment and labour for the construction of facilities
Usual|Y the case, in the project area, that groundwater supplies can be developed by wells near vicinities of communities An insurmountable constraint to a proposed
su pply would be if no groundwater were available in the community vicinity.
^e construction and outfitting of community wells, springs, pump drives, ^.P> valves, reservoirs piping, etc will be dependent upon grants and loans from the
G° eminent or international
v
institutions.
u 5Uaj]y TtS C° development of dependable and sanitary community water supplies are therefrQ ' Mosi P°Putations approve of and welcome the benefits that can be derived
^hile resulting environmental damage is minimal.
Tams-ulg     Baro-Akoto River Baiin Integrated Development Muter Plan
ID-20WATER RESOURCES
5.4 Irrigation Waler Supply Planning Requirements
ANNEX ID GROUNDWat^
I
The planning and construction approach to development of a groundwater Irrigation w
Supply (BVS) differs substantially from that of a CWS. The IWS usually require *
ugnificanih greater production capacity than a CWS to be economically and
feasible Further, an IWS must be located in some proximity to land suitable for wmriZ
crops basing some sort of profitability
The Russian report of 1990 identifies  potential areas  for groundwater development in the northern and eastern areas of the Gambela Plain, in the vicinities of Jikaro-Baro. Baro-Aktro. Ahvero-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 m those named basm sectors  However, aquifer testing to date has  been minimal and actual groundwater conditions  in the Gambela Plain have not yet been confirmed as  suitable fa 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 vianity of the project area
53 Irrigation Groundwater Supply Planning Scenarios
Planning scenarios for development of ground water irrigation water supplies arc rather limited in number because the sourcefs) of water has  not yet been determined, either spatially  or quantiutiveh With the current level of knowledge regarding groundwater in the Baro-Akobo Basin there appears  to be only  two scenario options  One scenario is  to conduct an exploration and testing project in an appropriate location The only  other scenario that appears available is that of not doing a groundwater irrigation water supply project.
TA MS-ULG Biro-Ako bo River Basin Integrated Development Master Plan
ID-21n ,Art:jt resources
ANNEX ID GROUNDWATER
* CONSTRUCTION progra
MME FOr THt CAMKu p| w
One of the unknown factors m the project area with
groundwater to be used for irrigation water sup |
p ies
10 ««*««. is lhe
B<n>A^obo Project
Qf
Only two groundwater studies are known to have „ Area One is the Selkhozpromexport report, the
completed in 1990, the other the .ARDCO-GEOSER V Pr Russ»®» report, whrch was 
Of   the   areas   evaluated   in   the   course   of   these   two   nrn^'   *“   con»P*«ed   in   1995
spears to hold any prospects for development of sufficient                    7
*^n area
Urge-scale imsauon W.thrn the Gambela Plain area the rid ^° ^
U  waTer "PpR« to support
mtficate that a favourable location for an initial groundwat^rT" Md °lher general vranrty of Itang. Itang is |ocated abou* a' ’« programme would be in the
near map co-ordinates 8 45' North and 34 00' East programme near Itang are as follow
V* COfn™™y of Gambela conditions favourable to initiating a test
] There has  been some groundwater testing done in the vicinity  of Itang that indicates good potential for constructing wells  of 20 l/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 ground water 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 the groundwater testing Programme is successful at lung, the test wells constructed could be handily used as irrigation supply wells
t AMS-ULg Baro-Akobo River Batio Integrated Bodopmeot Master PUa
ID-22WATER RESOURCES
annex id groundwater
7.             GENERAL    METHODS    AND    PROCEDURES    FOR    IRRIGATION    WATER SUPPLY
Following is  an outline of items  to be completed, essentially  in sequence, to confirm the existence or non-existence of a groundwater irrigation water supply. This  outline would be applicable in the Itang or any other potential irrigation water supply area,
A   Select   general   locations   where   development   programmes   could   likely   be   conducted using existing studies and maps.
B.        Field inspect each site
I To confirm topographic and hydrogeological conditions in each site area.
2.         To confirm agricultural 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-tesl study  to  determine  the  programme  wells’  optimum  locations,  sequence  of  drilling, drilling  pattern  and  types  of  testing  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  of  materials  and  special  required equipment should be done.
G.          When  purchased  materials  and  equipment  arrive  in  Ethiopia,  the  contract  for  wel' construction   would   be   let   and   notice   to   proceed   given   to   the   selected   drilling Contractor
H.          The  drilling  Contractor  would  then  commence  operations  at  the  first  test  well under the direction of representatives of the Ministry of Water Resources.
L After the first well is completed per specifications, the Ministry would formul»ie'
conduct, and analyse tests, then would direct the well driller to where the second we
in the programme is to be constructed
J.  Procedures  (H)  and  (I)  above  would  be  repeated  until  all  six  imgation  test  wells  of  d* programme are constructed, tested, and analysed
TAMS-CLG Baro-Akobo River Basin loie^raied Development Master PlanWATER resources
K The Ministry of Water Resources would th,.
test well project to determine whether nr for irrigation purports. If lhe ™"Z °' “ w°uW >* Se an irrigation programme, ccnstmc, addhfoS'’ fomrptae another test irrigation «» program^Xtt
GROUNDWATt:R
the success level „r.L ,h ' Mnirtw^i'?"'1"""
,OMJ
I
AMS W C
-
Integrated Doelopment MjuuTP1sd
ID-24WATER RESOURCES
ANNEX ID GROUNDHA^
8.  RECOMMENDED PROJECT: TEST-PRODUCTION WATER Wj.
DESIGNS
U
Three general  water  well  designs  are recommended for exploration, testing and develops of groundwater resources in the Baro-Akobo Project area Two of the designs are for wells ' be drilled in the alluvial aquifers of the Gambela Plain and one is for Basement Complex rock wells to be drilled throughout the rest of the Baro-Akobo area In some cases, however the alluvial aquifer well designs may be appropriate in intermountain valleys of the highlands to the north, east, and south of the Gambela Plain
8.1        Alluvial Aquifer Welk
Of the two alluvial aquifer test-production wells, one is designed for a production rate of I 0
to 10.0 Vs. primarily for community water supplies (see Figure 2), and the other for
production races from 5 0 to 50.0 1/s (see Figure 3). is designed for irrigation wells
| Both of the alluvial aquifer well types are designed to be drilled and constructed using the conventional mud rotary method, with a gravel envelope installed in the annulus between the final ream bore and the well casing.
Interviews with and visits to the offices of water well drillers in Addis Ababa rev ealed that the alluvial aquifer wells, as designed herein, can be easily constructed by at least two local drilling organisations
8.2    Basement Complex W ells
The Basement Complex well as shown (see Figure 4) is designed to produce as much as 10 Vs from fractured rock  aquifers  using the down hole air hammer drilling method This  well design also includes emplacement of stabiliser gravel pack in the annulus between the final ream bore and the well casing
83 Project-type Water WeU Drilling Capability in Ethiopia
During  the  preparation  of  the  groundwater  section  of  this  report,  visits  were  made  and discussions held with water well construction contractors The contractors contacted were
Hydro Construction and Engineering Company, Ltd
Addis Ababa
Tel 51-48-04,51-57-03, Fax 51-49-44
Contact Ato Negash Awoke, Chief Hydrogeologist
Water Well Drilling Enterprise
P O Box 5693, Addis Ababa
Tel:       15-00-13.51-35-88
Contact: Ato Aretine Gebrehawariat
TaMS-ULG Baro-Akobo River Baainhnegrated Development Master Plan
ID-25WATER resources
Both organisations contacted have the personnel reared to c ,
pwjec, No assistance from intern,.'' , ,o be reared to eonstnmt fr,e Projec!
' **g
------- __ATKR
"
design^ or8 nisations w
a
Ou id for thjs
° e ^xpeciedTYPICAL DESIGN FOR
1 to 10 l/s SEDIMENTARY COMMUNITY WATER SUPPLY WELL IN GAMBELA PLAIN
p IGURE 2
NOT TO SCALE300 m Casing Assuats 200 m Blind Casing Plus 100 m Slot Ptrforattd Casing
TYPICAL DESIGN FOR AGRICULTURAL WELL TO PRODUCE 5 to 50 l/s
IN GAMBELA PLAIN
4-----------4&0 mm 250 mi
-i------------- -—.
F,&JR£ 3
NOT TO SCALE15 m
FIGURE
TYPICAL DESIGN FOR .
1 to 10 l/s BASEMENT COMPLEX WATERWELL
NOT TO SCALEffATtBRESomcES
ANNEX ID GROUNDWATER
0  WATER WELL COSTS
y*
At  ihe  time  the  local  water  well  construction  contractors  w™  ■  •  u prepare general cost estimates for matenals and procedureT^'^J^ Were
to
project wells as shown on Figures 2, 3 and 4 Thet^U follow
M  Cost Estimate for a I50mm
C<?nstruct desi^
51 Kbmates are summarised as
The estimated cost in Gambela Plain to construct one water well rr m  < 100mm diameter casing and 100 metres in depth is about Snl r
2 > ^th a
the actual cost of well construction would depend lar
i  5?°?
Bc v
real price bid by the construction contractors *'
* Ahould ** ™ed that dcpth of well and the
92   Cost   Estimate   for   a   250mm   Diameter   Agriculture   Well   (5   -   50   l/s)   in   <he Gambela Plain
The cost of a well of the design indicated (Table 6 and Figure 3), based upon cost data provided by  two waler well contractors, would be about 500.000 Birr Naturally, the cost of each well constructed will be determined by the true finished depth and the actual price bid by the construction contractors.
9.3     Cost Estimate for a 150mm Diameter Basement Complex. (1 - 10 Vs Water W ell)
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.
TAJviS-LXG Bam-Akobo River Basin Imegrated Development Master Ptan
1D-J7WATER RESOURCES
ANNEX ID
10. ESTIMATED COSTS FOR PROPOSED INTERVENTIONS
Costs   for   the   Community   Water   Supply   (CWS)   and   Irrigation   Water   Supply interventions have been estimated herein on bases of similar work conducted in Ethiopia
10.1 The Community Water Supply Intervention
This intervention will include
1. A Community Water Supply Survey (CWSS),
2 Construction of six new wells;
3.         Improvement 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
Item
Description
Amount (Birr)
1.
Estimated cost to conduct a 1 year Community Supply Survey (2 survey teams)
288,000
2.
Estimated   costs   for   construction   of   six   new   wells   for   the communits water supply intervention
2.1
Ethiopian  contractor  construction  of  four  basement  complex  wells (see figure 4)
500.000
2.2
Ethiopian contractor construction of two 150mm diameter Gambela Plain wells -{see Figure 2)
256,000
2.3
Engineering,  construction  supervision,  contingencies,  etc  for  1 year
500,000
3.
Estimated cost for improvement of six  yet undetermined water supply  facilities. Materials, labour, engineering, etc. One year lump sum budget
360,000
4.
Estimated cost for repair of six  yet undetermined water supply facilities Materials, labour, parts, engineering, etc. One year lump sum budget
Total estimated cost for this community water supply intervention for one vear
180,000 84.000
TAMS-ULG Baro-Akobo River Basin Integrated Development Master Plan
ID-28wA
ter resources
annex id groundwater
10.2. The IrriSat*<)n Water Supply Intervention This intervention will include
*
A pre-project study by representatives of the Ethiopian V •
The construction of six new test-production wells ?
An analysis of test-production drilling to determine th f uv 
groundwater resources tn the vicinity of [tang C reasif”,rty of developing
° f Water Kcs°U''cesT
( e«n
t           Description
Amount (Birr)
"Estimated costs required to formulate the proposed Itang vicinity im'oation water supply intervention for three months
280,000
i’
_ - — 
Estimated  costs  for  construction  of  six  new  wells  for  the  Itang irrigation water supply_____________
TT
Ethiopian contractor construction of three 1.0 to 10 0 l/s Gambela plain wells (see Figure2)
384,000
2.2 ’
Ethiopian contractor construction of three 5 0 to 50.0 l/s Gambela Plain wells (see Figure 3)
1.500,000
15
Engineering, supervision of construction contingencies, etc., for
one vear
600,000
3- Estimated cost required to analyse the test-production well construction and data collected to determine the feasibility  of developing a gToundwater irrigation project in the vicinity  of itang. for a period of two months
200.000
4.          Total  estimated  cost  for  this  groundwater  irrigation  water  supply intervention for one year.
2,964,000
5.          Estimated  total  cost  for  both  the  community  water  supply  and groundwater irrigation water supplv interventions
5,148,000
TAMS-ULG Baro-Akobo River Basin Integrated Pevetopmcnl Master Plan
ID- 29WATER RESOURCES
ANNEX ID      «otnw
ATIs
TABLES
Table 1 Summary of Mean Climate Data on a transect through Baro-Akobo B Table 2 Stratigraphic Column of the Baro Akobo Project Area
Table 3 Borehole Test Information Modified from the Russian Report of ioga
2 IV.3
Table 4 Water Supply Conditions in each Wereda
Table 5 Preliminary Cost Estimate for a 1.0 to 10 l/s Sedimentary Communitv m Supply Well in the Gambela Plain
Table 6 Preliminary Cost Estimate for a 5.0 to 50 /$ Agricultural Well in th* r
n
’
Plain
"
Table 7 Preliminary Cost Estimate for a 10 litre per second Basement C Community Water Supply Well in the Gambela Plain
b,mbeU ° mp ex
TAMS-L’I.G Baro-Akobo River Basin latep-atal Development Master Plan
1D-JOTkjbJe J                 Summan of nicaw cltmnre data on ■ transect through Baro-Akobo Bwiin, September 199S
l(i>
' Altitude / OrO
1                  Temperature
RH (%)
LfTecUve \ Deticii        \
! Max
i 1 Min
Mean
Wind
(km/d)
Sunshin
c(h)
Radiation
(mJ/mVd)
ETo
(mm/d) |
Rainfall  '|  T (mmZd) 'i
I
rain         \ immJd) i
/ Ano
1 mean
| 2565
7“2-14
102
16.8
74
97
6.1
17 9
1239
1«M6
im
424          \
I HMM
i
24.7
10 7
94
121
8.4
214
41
11.98 |
54             ’
3.4           \
I min
21 0
9 9
53
69
2 3
12 9
1
2.5
06 1
06
0
Gore
mean
2130 J
235
13.1
18 3
76
130
60
17.8
1263
2318
1331
300
Jita.v
26 7
14.3
89
IS6
8 3
20.6
4 4
11,8
5.3
2.8
rnin
20 3
12 3
59
112
2.3
12 9
2 5
1.2
11
0
Bcdele
mean
2090
255
104
18
82
130
6.0
17.8
1300
1906
1158
474
ITUX
28.5
122
92
156
83
20.6
4.5
11.2
5.3
3.2
min
22.2
6.7
73
112
2.6
13.2
26
0.5
0.5
0
Dembidolc
mean
1850
26.5
15.0
20.8
76
130
60
178
1354
1195
923
545
max
293
16.1
88
156
8.4
206
4.5
6.4
4.4
3.9
ruin
23.5
14 4
63
112
18
12 1
2.6
0,2
0.2
0
Agaro
mean
1560
282
12 3
20.3
80
104
60
178
1359
1657
1152
400
max
30.4
13.8
87
181
8.0
19.6
4 7
8.8
4.9
2.8
min
25.3
10 1
73
69
3.5
14.2
3 1
1 0
1.0
0
T*c>pi
__
mean
1200
28.9
13.7
21J
81
130
5 8
17.6
1391
1292
896
686
max
304
13 2
97
156
7.8
21 5
4.7
8 4
49
38
inin
27,9
13 2
62
112
1 8
12 I
27
0 2
02
0
llang
mean
550
34.4
187
26.6
67
121
60
17.7
I6J7
1216
813
903
— —
max
38.6
20 5
83
130
85
213
5.5
126
5.3
5.2
mm
31.5
16,9
51
112
2 1
12.5
3.3
0
0
0
Abeita
mean
530
349
16 I
25.5
71
134
5 9
176
1682
1568
1046
732
max
38.5
184
88
147
8.4
210
5.7
11.1
5.2
4.6
min
31.3
140
53
121
1 8
12.1
16
0 1
0.1
0
Gambela
mean
480
348
204
276
66
121
5.9
17.6
1658
1327
933
925 ____
max
38 4
22.1
80
no
8.5
20.6
5.5
8.7
49
4.8
min
31.6
18.2
50
112
1.8
12.1
3.3
0 J
0.3
0
Pnkuin
mean
425
34.8
20.9
27.9
67
120
60
17.7
1650
979
77J
917
max
38.7
23.3
77
130
8,8
20 6
5.5
_____5.6
4.1
5.2
min
31.3
19.3
58
112
1.8
12 1
3.2
0,1
0 1
0
Jikaux?
mean
410
34.4
J87
266
85
121
6.0
179
1545
756
611
946
max
386
20.5
95
130
7.5
199
5 2
4 I
49
min
31.5
16.9
73
112
5.1
155
3 5
0
0
0WATER RESOURCES
ANNEX 'PGROUxnu ^
Table 2. Stratigraphic Column of the Baro-Akobo Basin Project Area
Period
Stage
Formation
Name
Rock type
-
Quaternary
Holocene
Alluvium,   longshore   bars   and   del^T^ deposits
Holocene- Pleistocene
Lacustrine-alluvial deposits
Tertiary
Pliocene
Alwero
Formation
sandstone
Alkaline Plug
Lavas
trachytes, phonolites
Miocene
Magdala Group
rhyolites, trachytes, ingimbrites
Shield Group
alkali basalts, tuffs, agglomerates
Palaeocene/Olig ocene/Miocene
Ashangi Group
olivine basalts, tuffs, rhyolites.
Unconformity
Palaeozoic
Permian
Gilo Formation
sandstone
Non conformin'
Pre
cambrian
Riphean
Post-tectonic  granitoids  - granite,
diorite
Gabbro
Svntectonic granitoids - undifferentiated
LHtrabasics - dunite
Tsaliet Group
andesite lavas, tuffs, greywackes
Archean
Lower Complex
undifferentiated                                   __
Burji Gneiss
biotite gneisses and schists                 —
TA.MS-l’LG Biro-Akobo River Basin Integrated Development Mailer Pin’!~~:r.
table 3                     Borehole Mt inrorrnation modified from the Russian Report of 1990> Table 2.1V.3
Depth   to   water (m)
Yield <l/s)
Drawdown (m)
Specific
Capacity
(1/s/mdd)
Recommended Production
Producing
Formation
24 3
1 89
1 0
1 89
100
Alwero
203                           / 55
28 9
I 2
20
0.60
IS
.Gog
JOO                        1 79
30.1
24
— ■ o 
--------
6.0
0 40
5 0
Alwero
111
55
12 0
1.1
13
084
7.0
Gog
104
130/
20 1/
2 5/
1.1/
2.21 •
20 0
Al wet o
AM
35
20 8
0.6
2.0
0 30
3.0
Alwero
4
63
250
0.5
10
0.50
5.0
Alwero
159
67
156
5.0
9.0
0.55
70
Gog
38
26
13.8
3.5
20
1 75
70
Alwero
176
176
26 3
0.11
-
-
-
Gilo
these are production rates thought to be appropriate for the boreholes tested for the Russian ReportWater Supply Conditions in each WoredasU^cr fviartM tri IMaUf fluvfklr
j M»w              1 tferia^    J IprtRO                       1 Mand
J L**"
. Saunii ar Supply
!■ MBiRT l|
■daquxla ',
M4MW ii, Q8*r«4j>^i« MWkt^fMam                                    Vl.
Pump
B*rtrxt    1   TfmllfaiQ. \
BOTnH     1
Mart Mb'     \\
|l
□*f‘l         1  LMfl                WM1E       1  MwH>        \                      *ii
DHtincii ]
1
l»«n I IltEMkUiE I'l
MWw 1
If 2JHMGU
■■
.
*
HabCtabCjl TM1
a
J
1              -\
~n.
iu
//         larjrp HtfeJ               L L
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TAMS4JLG     RARO.AKOAO RIVI R FI AKIN FNTFGR ATFT) DFVFI fhPMFNT MASTER PI AN
MR_
Ma|or Source* of Water 5uoo»y
Piped Waler
Meant Io Overcome ih< Problem
Werada
WtIV
River
Storage.!)
Ml
Lake
Hand
Pump
Other
Localloo
Source* of Supply
U water
•upply
adequate Yoo-1No-0
Spring
Dev't
Travelling
Long
Dialance*
Digging
Wed*
Seeding
Help
From
WGO'e
Adminl-
tuallvo
Meaeura
«
Sprng
1
•
-
49 Boro
■
a
0
-
WKwd
a
a
■
r
0
a
*
51 3>.etfta
B
M
0
■
M
MOeaha
_
a
1
-
MGottya
a
0
X
a
-
■
*
a
-
■
•
•
1
•
•
■
Source: ARDCO-GEOSERV, May 1995resolves
ANNEX ID GROUNDWATER
preliminary Cost EstiTnate for 11 10 <© 1° •«>« P«- «cund Sedimentary Community
-supplywdi in thc G"nl’ela Plain
Description
No
—Move onto site, mobilise, demobilise and
move to next drill site___________________
”i Doll total approx 100 metres 150 mm
diameter test pilot bore______________ ________ Electric  log test pilot bore to total depth of
I
Unit Price (Estimated Birr)
Lump sum IWm
25/m
approx_ 100 m.____________________________
Ream  total  approx.  100  m  360  mm  diameter 1 250/m final bore ________________________________
Ream total of 15 m for 400 mm sanitary seal bore _______________________ „
~' Provide and install approx 30 m of 150 mm 1 diameter slot perforated casing
350/m
720/m
400/m
50/m
Total Item Price per well
(Estimated Birr)
5,000
isTooo
2,500
25,000
5.300
21,600
28,000 4,300
J
|
Provide   and   install   approx   70   m   150   mm diameter blank steel casing__________________ [ Provide and install approx 85 m of designed
grav el pack material into annulus between the
I 150 mm diameter casing and 360 mm ream
bore
Install 13 m of cement in the 400 mm diameter lower case sanitarv seal bore
Preliminary  develop  well  by  airlift  method  for approx 6 hours
Develop    well    for    approx.    4    hours    using
360/m 500/hour 660/bour
turbine pump
_
I   Test   pump   well   for   6   hours   with   turbine    660/hour I pump
Firri $h wellhead and dean well sne Es( i mated total price per well Sav 
Lump sum
5,400 3,000 2,640 4,000
3000
127,740 128,000
r AMS-ULG Baro-Aknto River Balin integrated Development Muter PlanWATER RESOURCES
_____________________________________________________
ANNEX1DgwN^
Table 6: Preliminary Cost Estimate for a 5.0 to 50 litre per second Agricuhural Wm
Gambela Plain 
’’S
item No.
Description
Unit Price
(Estimated Bin)
T--------------k Move   onto   site,   mobilise,   demobilise   and move to next drill site
Lump sum
loot'
2.
Drill   total   approx.   350   metres   150   mm diameter test pilot bore
180/m
Electric  log  test  pilot  bore  to  total  depth  of   15/m
1                           approx. 350 m
4. Ream total approx. 300 m 400 mm diameter 300/m
final bore
1 5.             i Ream total of 15 m for 550 mm sanitary seal bore
500/m
J 6                 Provide and install approx 100 m of 250 mm diameter slot perforated casing
1050/m
low
7.                Provide  and  install  approx  200  m  250  mm diameter blank sted casing
700/m
140.00?
1
8                   Provide and install approx 300 m of designed gravel pack material into annulus between the
L                     casing and 400 mm ream bore
50/m
15.000
r?               i Install 15m of cement in the 450 mm diameter lower case sanitary seal bore
360/m
5,400
10. 1 Preliminary develop well by swabbing and
1 bailing for approx. 12 hours
500/hour
6,000
it
Develop  well for approx  12  hours using 
turbine pump
660/hour
fooo
12 Test pump  well for 24  hours with  turbine
pump
660'hour
16,000
13                Finish wellhead and clean well site
Lump sum
3,ptt
T Estimated total price per weD
465,150,
1 Say
L
TAA1S-ULG  Baro Akobo River Baxin integrated Development Master PlanRtSOUBCES
ANNEX ID GROUNDWATER
py-diminary Cost Estimate fora 10 litre per second Basement Complex Community
TaWe 2 nnh Well the Gambeia Plain
tfater SupP'?
[ m No
[e
' Description
Unit Price
(Estimated Birr)
Total Item Price
per well
(Estimated Birr)
”C
‘"Move onto site, mobilise, danobiLse and move to next drill ate
Lump sum
3,000
T
Drill    total    approx.    100    metres    150    mm diameter test pilot bore
Hso/m
18,000
Ream  total  approx  100  m  300  mm  diameter final bore
240/m
24,000
7
Ream  total  of  15  m  for  400  mm  sanitary  seal bore
35Wm
5,300
T"
provide  and  install  approx.  50  m  of  150  mm diameter slot perforated casing
720/m
36,000
_6~
Provide   and   install   approx   50   m   150   mm diameter blank sled easins
400/m
20.000
_7'
Provide and install approx  85 m of designed gravel pack  material into annulus  between the 150 mm diameter casing and 300 mm ream bore
2Mti
1,700
8
Install  15m  of  cement  in  the  400  mm  diameter lower case sanitary sea] bore
Wm
5,400
9
Preliminary develop well by airlift method for approx. 4 hours
300/hour
1,200
10.
Develop    well    for    approx.    8    hours    using turbine pump
600/hour
4,800
11.
Test pump well for 4 hours
bOO/hour
2,400 1
12.
Finish wellhead and clean well site
Lump sum
3,000
Estimated total price per wdl
Sav
-------- ------------ -------------- -                          —
I
124,800
125,000
^A5tS-ULG Baro-Akobo River Basin Integrated Devetopioeat Master PlanI
I
'I
1
‘t
I?ANNEX ID GROUNDWATER
COMMUNITY WATER SUPPLY SURVEY
Baro-Akubo River Basin Integrated Development M alter PlanIindicated in •eetLan 3.1 ©f this report that it It.»•s               paaeible to improv* wltwy condition! and
woa^CIAabillt3l water
existing pumping units and/or repairing and improving up^Tkion piping, valving and other facilities. In order to
P ro<1_lne thaat and other specific conditiona at exirting
by Constructing new water veallm,
r°^lo
eTied la
. water systems, a atxrvay should he conducted to define |  X action required at each water delivery facility.
. woUld probably be within the perview of the Ninlatry of Water « ■aurGOW to Provide the funding of funding, equipment,
^infportr materia la and nan power required to eonduet the
fer Alined eurvcy and referred to herein as the ComauAity water JJ^ly Survey (CWSS).
■shior level engineer wouldba required to load the propeaped with two aaaistent Larval engineers to provide the senior
' DaLne«r with technical and sdalnistrative support. Two or more field teaaa consisting of two technltLans each, one of junior engineer level and the other of engineering or geologic aid level, could constitute each teas. The field teams would do
the actual survey intonation collection and recordation.
Field survey team support, acheduLiug and planning would be done in an office of the Ministry of Water Xesouroee in Addis Abeba by the senior engineer end his staff.
Such planning would include:
4
,  Determination of the names and locations of coommity water
■upply eysteaa to be visited by the field team during each work week.
2.   Development and Institution of a systematic procedure for
survey visits based, for example, on papulation, a grid
location, wereda by worada eoverage or aotne other system.
3.      Formulation    and    organization    of    a    plan    for    the    use    of information collected in the field,
*• Plan required management, direction and support to field
survey teams.
5.   Modify working methods, locations and personnel as required
° conduct field and office activities*
t ®aj«ia would be provided with information sheets upon which
■rf. rations and salient water a yatea information could be
j ‘                Buch Information sheet a would be tranaaiiteed weekly
by 
that ?1C* 
in dicatea the type of information which would be useful xn< euggsstad Community Water Supply Survey.
field to the Ministry in Addis Ababa for processing
Tbe             ^Le^ia a pro forma information sheetTABU
Pro forma Information Sheet
For A Coanunity Water Supply Survey,
Baro-Akobo Nester Plan Project
Ministry of Water Resources, Ethiopia Community Nemo: ___  . __ __ __________ ________ __
Date of Visits  Survey Teae Leader:
coauaunity  ElevationtK Nap Coordinates!
Notes s~
~ \------ —
Nap Scale:                                      .  Woreda Naae:
Water      Source:      Well      Spring      Surface      Water      Other Notes: ~~~
well Water Level, Belov Ground Surfacer
Type of Discharge: Open Pipe  Valve  Stand Pipe
Other:  None
Notes_
Reservoir: open Pond  Open Concrete  Closed Concrete
Neral    Elevated    Natal    Ground         Other         None Notes: _________________________________________________________ Pump   Type:   Hand       Electric       IC   Engine       Animal
Other None
Notes:____________________________________________________ .
Pumping Equipment Condition:
Storage Equipment Condition:
Piping Condition:  -
General Sanitary Condition:                               ____________
I teas Requiring Immediate lopair:__________________________ - Botes:_________________________ *~~~
Unusual Conditions Observed:REs ervoir
annex IE
°’,ERATlOxsnrDrEsffATEB»«0l'RO;S
ANNEX IE RESERVOIR OPERATION STUDIES
Contents
i.
2.
3.
i.
1
6.
[PRODUCTION.................... ........ •.........................—
methodology...................................... ....
rE5ERVO1R YIELD....... ■■............... ....... ...... ....... reservoir operation for irrigation
hydroelectric operation.................. —.......—™ multipurpose PROJECTS..—
.1
2
,.5
7
9
.11
7 SYSTEM OPERATION AND BASIN MODELLING------------------------ -------------------------------------- 13
7 ] Hydropower system operation ........................................................................... ..................... .................. 13
7 2 Hydropower system on the Birbir River ........................ ....................... . ............................. ................... 13
7 3 Hydropower system on the Geba River........................ ■..................................... ............................ ....... 13
7 4 Indirect benefits of hydropower development in the upper basin........................................................ .. 13
7 5 Ultimate hydroelectric power of the Baro River Bas tn............................ .................................. •.......... 14
TABLES
Table 1. Reservoirs Net Evaporation (mm)................................. ....................................................... ..-..........4
Table 2 Yield ofProposed Reservoirs.................... ........ .................... .............. ...................................-......■ ■ 5
J
Table 3 Monthly Irrigation Requirements in m /sec per 10,000 hectares....................
................. ......7
Table 4. Reservoir Storage for Irrigation ........................... ..................................................................—........ 7
Table 5, Hydroelectric Power Plant Characteristics.................................................................................... .-.9
Table 6. Hydropower Potential ofProposed Reservoirs........................ .................. . ........... ......................... 10
Table 7. Hydropower Potential of the Baro River Basin ................................. ...................................... .15
FIGURES
Alwero River Basin - Reservoir Operation Model
- Gilo River Basin - Reservoir Operation Model
4         Gdo*I Multipurpose Project - Regulated Flow Histogram
$ Gambela Multipurpose Project - Regulated Flow Histogram
6               Ftvu ^JVer Basin - Reservoir Operation Model
7                   R^er Hydropower System - Regulated Flow Histogram
8        Geba River Hydropower System - Regulated Flow Histogram
5            e^a-A and Baro Hydropower Developments ■ Regulated Flow Histogram River Hydropower System - Regulated Flow Histogram
2JJENDIX 1                    .AREA CAPACITY CURVES appendix 2               hec-5 sample output
1 AMS’ULC Baro-Akobo River Basin fetegnted Dtvetapancit Study
lE-iWATER RESOURCES
ANNEX IE RESERVOIR OPERat^.
L introduction
.
The       resenw       operation       stud**These       reservoirs       are       planned       for       the       re^.r
oerformed urre aimed at determining the benefits denved &0C]
implementation of reservoirsin
electricity at hydropower plants located at the
sequence. The time senes sei
extension and transPosrtlO"?1 f 74
unregulated monthly flows tune senes
at mo$t of the dam sites The methodology used to den.t
assaagKsaa:
of data, and poor cordon «hh other gwgrrtg srarrons
a™- >b °{*■ »■« te “*-
TAMS-ULC Baro-Akobo River Basin Integrated Development Study
iANNEX IE RESERVOIR OPERATION STUDIES
sVAlEKKfS0VRCES
METHODOLOGY
2*
ir oneration model used for this project is HEC-5, a computer simulation model for flood The ^water conservation and hydroelectric generation systems This program was des eloped by the
£0
ntrol." ^  p
or  S of Engineers to assist in planning studies for evaluating proposed reservoirs in a
in sizmu conservation storage requirements These objectives are accomplished by the sequential operation of a system of reservoirs of any configuration for short intervals of
^^cal hydrological events or for longer duration non-flood periods The program can be used to Jet ermine
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, ihe operation rule can be, for example, to release a discharge which will not exceed a targeted value such as  the bank-fijll 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’ for either 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 considered reservoir or for the global deman o a hydroelectric power plants In this latter case, the re the remaining stored water in the reservoirs is P  P° , the system This operating rule, which can also be 1
rO
to meet the demand defined either for the several reservoirs equipped with
reservoirs is determined such that distributed among the reservoirs in
t the particular requirements of $ame urne Balancing the
a project, provides for all the reservoirs to be
storage of several reservoirs can also be achieved ® 1 f
or water supply when two or more reservoirs provide storage tor
■     .the model consists of the capacity as a
Q f ^ter conservation for irrigation
[ar gCt point
•           the reservoir characteristics
In addition to the flow sequences, the
^ch as the area capacity curve, the ou ®
tte net evaporation over the reservoir and a «'
0
awe. active slotage and flood a®'0
considered in the Baro-Akobo basin are pres The monthly net evaporation was detc , ^eorolo&cal
f operating rules, me
upaoty curves m Appendix IE-1,
• ncd for each reservoir
reservoir level, dead storage, buffer
f 0T the reservoirs availab]t
evaporation is
ler losses due to the
^uiements of pan evaporation at ne V & nc^aUve number)i defined as the increase (or decrease when t i.e. without the
^tion of the Tcservoir. The original water los^
^encejietween the precipitation and runo -------------------------------
’
crtiraated as the
^^rv^
^^dtoy^PjL^—
TAMS-ULG Baro-Akobo River Bajelu Integrated Development StudyWATER RESOURCES
ANNEX IE RESERVOfR OPFd *
----------------------------------------------------------------------------------------------- —
After  the  filling  of  the  reservoir,  the  water  losses  are  equal  to  the  lake  evano used is 
E*ci = E2 — (P — Ro)
ratlon Tbeft^
The  lake  evaporation  was  taken  as  70%  of  the  measured  pan  evaporation  Tabl evaporation calculation performed for each reservoir.
e s ^Ows
W  storage  level  is  the  level  below  which  the  reservoir  level  should  not  it The   rcscrvoir/~.*   8     it     is     kerfed   to   be   above   the   expected   maximum   level   of   sedme,
operated, at the mini
Undcr ccrtain circumstances, this level may k
1 7"'UJah'0heXn   thM   absolute   minimum   for   example,   in   the   case   of   a   hydropower   plan, r^voi. level may be dictated by rhe minimum operating head for turtune operate
A hydropower plant is characterised by an installed capacity, head losses, tailwater rating cun« and efficiency. All the variables used by the program are shown in the sample output presented i Appendix IE-2
TAMS-ULG B«n>Akotx> River EUshHategrated Development Sind?Table 1. Reservoirs Net Evaporation (mm)
1   Jan
1    r<-*
| Mar
Apr
Ma/
Jun
Jul
Aug
Oct
No*        |
D«             \
Total          '
■ /tang
(      99.3
/       99 r
j 1147
74 n
-27 7
14 9
-30.0
37 0
87 8
65.4
JU
949              ’
685 9          |
1 Giuubcla
/ 101.9
|     C0J.2
| ICM2
746
-291
■26 1
.66 5
■206
169
65.6
83,6
93.8           |
SOO.B       I
B&nfs
101 9
101 2
104 2
74.6
-29.8
-262
666
-20 H
16 7
65 4
85,6
93.7           |
499-8          |
TAMS
102 5
1016
104 7
73.4
-28 6
-23.3
-61.9
-14 8
23.0
70 1
17 6
94 7
510 9
AboM)
567
619
692
36 2
-402
44 3
-90.7
-39 6
-21 5
20.7
37.9
55.9
1069
Cidra
5X6
624
69.7
37 1
■31 1
-30 4
-83 7
-53.4
459
25.9
40 6
57 3
127.1
Mey
57.1
61.3
69 3
31.2
m.2
■16.6
-86 8
-48 0
-13 8
25 9
42 8
59.0
125.2
Dumbong
573
62 2
69 5
167
-319
-319
-87 5
■556
-17.9
240
39 6
56.8
114.4
GUv 1
60.2
64.0
13.4
406
■31 3
■21.7
81.3
-474
- 85
31.1
45.2
63 3
1990
GDo 2
60.0
63,9
83 0
40 4
■31 8
•226
-822
-48 5
- 96
109
44 7
63 5
191 6
Glto-J
59.9
63 8
178
40.2
-32.1
■23 2
-82.8
49 J
10 3
30.2 ~
44.3
63,2
186.8
AlrMr A
89 J
952
79 5
47 3
-101 6
•2IX 6
■221.3
-177.5
-150 2
22.3
91 4
97.6
-346.5
CubtR
700
68 4
26 4
-62
-120 5
■61 8
- 94
61.1
76 2
10.3
75.8
69 5
311,9
Grba-A
15 5
64 7
24.3
43.9
10.7
1066
427.0
-108.5
-40.0
30 1
105 4
1 1018
-73.7
St»e
85 5
647
243
43 9
107
■ 106 6
-127.0
-108.5
-40.0
30.1
105 4
102 8
-737
Ser
70 J
72 1
-30 3
19.3
■ 1014
139 2
-78 2
3.8
36
■16
58 6
71.2
170
Giaiwra
70.2
585
17.8
24 0
1439
-211.5
-1627
-147.7
-124.5
91
12.7
63.4
582 6
Bare
70 3
72 1
-30 3
19.3
108 4
-1392
-78 2
3.8
-3.6
816
186
71 2
17.0
BaLo
63.1
725
75
-311
-920
-73 3
-100.3
-113 3
■712
*3.1
30 6
51 6
-266.0
kah
CIS
H9
-3.6
■ 1274
-75.2
-29.4
-95,3
■78 4
-86 7
472
21 7
22 6
-410 1
Kpho-Cuda
67.6
-
69®
29.6
■12
-117.9
-621
-40 8
NO
115
53 4
74 7
691
167.7
UlrWr-ll
69 9
71.2
29.6
-5 5
123 5
-72 9
■44 6
22 8
24.1
45.8
74.4
73 6
163 0WATER RESOURCES
ANNEX IE RESERVOIR
operatk*
3  RESERVOIR VIELD
The first use of the: model for For the purpose of this sm .
guaranteed every month o’ _tn to 2% of the targeted yieio
.  I  for  this  study  was  to  determine  the
defined as lhc constant montWy flou,
yield
of  the  proposed  reserve
penod ^th a 98% reliability. i.e., the shortage^
|         the simplest form of
( for Ae sitnu alion 1S
nce thc characteristics of the reservoir impounded bi i*
modelling    consisting    of    an    itmo    h   •    requirement    The    methodology    used    to    detenwtM
proposed dam and a constant m
vield is a trial and error process.
inflow 5^^ 1S routed through ih released every month of the simulation penod ft
reservoir   such   that   a   constant   g   varied     until     the     shortage   in   water   delivery   for   the   can
targeted reservoir relcare B succ«use<) (0 d simulation penod !S equal to 2/o oi m
rhe tidd rfa,. ARDCO-GEOSERV and Selkhozprome^r
Table 2. Yield of Proposed Reservoirs
Project Name
Mean Annual Flow
3
(m /»)
Active Storage
(Mem)
Yield at 98% ReL
3
(m /$)
Itang
390
249
99
Gambela
371
6,600
362
Bonga
368
6,682
358                 ____ -
Tams
353
4,807
329
Abobo
17.7
57 3
920        _______ —
Chiru
547
378
5 47      . _____ ----- -1
Mcy
2.73
27.2
2 56                   ------ J
Dumbong
7.75
133.1
7.75______—
Gilo-1
74 1
2,341
74.1______ ——-1
Gilo-2
92.2
1,552
88 5      __
Gilo-3
92,2
930
83 3__——
Birbir-A
579
827
53.4 __ — -
Geba-R
143.1
1,365
93 5 _______ —'"
Geba-A
35.9
550
j7 9______ __ --
Sese
7.44
130
7.25__—
Sor
53.6
194
Gumero Baro
8 70
49 8
200
483
_18           8 -r -7H
/./v __—- 31 9
'
_
Beko
21 2
544
Kashu
117
127
8.20                          J
Saku-Guda
5 91
80
5_52_^
Birbir-R
105.9
2,490
1O47___——
TAMS-V LG Baro-Akobo River Basin Integrated Development Swd?
IE-5c
t
h racteris ic  of
a
ANNEX IE RESERVOIR OPERATION STUDIES
_______________________________________________ the  reservoir  and  flow  sequence,  but  does  not  necessarily  reflect  the
fr»c  y’cld  15   f  ,atef   for  irrigation  purpose  where  the  flow  requirements  vary  from  month  to  month,  or
availability 
for hydroP°wcrW^
requirements are in terms of energy and pow er dependabilityWATER RESOURCES
-----------------——ST,,n'l'
ANNEX IE RESERVOIR OPERATln
RESERVOIR OPERATION FOR IRRIGATION
The simulation model used for the purpose of assessing the irrigation potential of so
reservoirs is fairly similar to that used above to determine the reservoir yield The main 5
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^ trial and error process in which the release requirements are modified until the selected relaKr ‘ level is reached In this case, the reliability criterion selected is as follows: for each month'aH 80% of the monthly water requirements are met 95% of the time
**
For  the  irrigation  reservoir  the  monthly  supplemental  water  requirements  shown  on  Table  3  v,r. used to determine their potential to regulate river flows to supply irrigable land with water
Table 3. Monthly Irrigation Requirements in m’/sec per 10,000 hectares
January
9.40
July
9.10
February’
4.60
August
0.00
March
1.20
September
0.00
April
000
October
0 00
May
0 00
November
5.80
June
7.60
December
12 20                     J
Based on these requirements and the following dam configurations, the area which can be has been determined as shown in Table 4 An additional requirement was placed on the img»t>- project for environmental reasons a minimum constant release equal to 8% of the mean a-inu flow should be maintained in the river downstream of the dam
Table 4. Reservoir Storage for Irrigation
Dam
Active
(Mem)
Storage
Water level
Envir.
r.nvir. 
Irrigable
-     - .. .
Itang                     158
Max
431.6
Min
Release (m3/s) Area
9SOOO
t
Gambela
2,102
505.0
C    hiru
Dumbong
134
93
512.0
513.5
Gilo-1
2341
606 8
578.6
5 90
Gilo-2
1,427
473.0
On  the  low  land  of  the  Baro  basin  249,800  hectares  of  irrigable  land  have  been  ident^
would be served from the lung reservoir and 151.500 from the Gambela
sedimentation studies it appears that the Itang reservoir will have a limited life,
will be necessary' for the long-term planning to assume that the regulating storage provided upstream ot Itang, for example at the Gambela reservoir A simulauor^
TAMS-LTG Ba to-Ako bo River Basin Integrated Development study
IE-7
there*’1* *
.j ciL.
LANNEX IE RESERVOIR OPERATION STUDIES
#A TE»^SOt,1‘CES
shows  that  an  active  storage  of  2,100  Mem,  i  e,  a  maximum  pool  level  al (jamb^3    f®5®   nffccssan,   to   irrigate   the   249.800   hectares   and   still   maintain   the   minimum   release
^^entof29 7 ni'/SCC
river   system   (Figure   1),   three   dams   have   been   considered   for   irrigation   the
On (he ■ *
yflth a proposed 10,000 hectares of irrigable land, and the Dumbong and
existing    with    15.000    hectares    and    12.000    hectares    of    net    irrigable    areas    respectively.    A
Chiru
5 irnill3tlon
o f the system was developed to evaluate the total potential of the Alwero basin l   i   is that for the combined operation of the Dumbong and Abobo dams, the
conc Lls on
fi St ° e at Dumbong should be increased to 242 9 Mem,
fl
l.e , with a maximum reservoir
ncuvc 5m 1q ,rntia[e 15.000 hectares and release sufficient water to allow irrigation at the
^'ho dam" When the third reservoir, at Chiru is considered and the Dumbong and Abobo
Ab ° ° • s are maintained at the levd established above, an additional 9,000 hectares of land can
ai tl* Chiru dam w,thouI
the Abobo Proiecl
In the Gilo basin (Figure!), the storage provided by  the Gilo-1 is  sufficient to irrigate the [23,100 hectares  of land under its  command There are 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 Gilo river The model shows  that the storage of the two reservoirs  is  sufficient to develop the full potential of 196,000 hectares
TAMS-LT-C Birtj-Akobo River Biso Integrated Dcvetopraent StudyLEGEND:
€> Reservoir
/          / Net Irrigable Area (in ha) *-e Incremental Runoff
Ij
h
j
•
i
alwERO R|VER2^ 'mO^
resswor OPE**1**
K
S'LEGEJO
€>   Rwervpir
CZ7  Net Irrigable Area (r h )
a
''—0  ificreiTiefiLGj Runoff
GILO RIVER BASIN
RE SER V OR OPERATION MODEL
RQURE 2WATER RESOURCES
ANNEX IE RESERVOIR OPERATION STu^
5. HYDROELECTRIC OPERATION
With regards to hydropower operation, the program allows the determination of the fi
well as the secondary energy For the purpose of this study the firm energy was defined
monthly energy that can be guaranteed every month of the simulation period with 98®/ COns^ secondary energy is the energy generated dunng periods of spillage when the reservoir iTS^ T* units can operate up to the maximum capacity of the turbines The secondary ene ’
guaranteed and therefore has a lesser value than the firm energy As for the previoush T*' ** simulation, a trial and error process is applied, it consists of varying the firm energy reqirirenn/ ^ deficit equal to 2% of the firm energy target is achieved
d
0
ls 1
The general characteristics of the power plant used for the simulation are shown on Table 5 For i purpose of these simulations each project-installed capacity has been selected to achieve a plant tacur of 60%
Table 5. Hydroelectric Power Plant Characteristics
Project
Name
Headwater level
Active
Storage
(Mem)
Maximum
Discharge
(mJ/s)
Installed
Capscin
(MW)
Birbir-R
Geba-R
Geba-Al
T
Geba-A2_ Gilo-1
1,355
1,056
L083_
2,115
1,675
_ 827
2,490
1,365
550
_550
135
340
240
285
175
84
120
180
200
'530
890
1745
1640
483
483
578 6
2.34£
123 5
Gumero-1
1,460
‘ 200
Gumero-2 Gumero-3 Kashu
1.300
1,000
1,450
200
200
127
128
128
*
Sor-R
Sor-A
1,513
1,170
194
52
31 3
Tams
735
194
4,807
210
246'
3J_3
548
The results of the simulation of the proposed hydropower reservoir are shown on
Table 6
TAMS-ULG Baro-Akobo River Basin Integrated Development StudyANNEX IE RESERVOIR OPERATION STUDIES
WAltRRESOirKCES
Table 6. Hydropower Potential of Proposed Reservoirs
Mean Annual              Active Storage           Installed
3
Flow (m /s) 498
(Mem) 483
Capacity (MW) 40
Finn Energy
(GWh/yr) 208
BytJ-AJ—    -    -— 
‘ 49.8                             483                            170                              841
’aar_<t52—- - —                  579                             827                             95                              492
Birbir A- - --------- ■ Birbir-A--— - Guba-E _---------- - Geba^M——— -
”7’A 9
Geoa27±L_^_
105 9 143.1
35.9
2,490 1.365
550
465
310
105
2.503 1.574
529
35.9
550
66                              337
74.1
2,341
80
426
___ —------
8.70
200
12
61
8.70
200
18
92
Gumero-3                                  8 70
200                             20
102
Kashu                                      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
r-Mi
t AMS-LLG Bartr-Akobo Rjvcr Basin InteEruted Development Study
IE -10Natural Flows at the G4lo-1 Dam Site
ae
5> G<a
3Monthly Discharga (mW® I
Monthly Disch
Natural Flow* at the Gambill Dam Site
GAMBELA MULTIPURPOSE PROJECT REGULATED FLOW HISTOGRAM
Figure 4«T1 -HPVRP°SE Pr0JICTS
6- MVLlir
ur^theBaro-Akobo, the
have gencrally considered for one of t
However, two dams have been idem^
If GiJo-l were considered as a hydropower project with priority to provide firm ener released from the reservoir would be regulated such that the minimum average monthly ™ 64 m'/sec Based on the water requirements for irrigation shown in Table 6, and ite
environmental release of 5.9 m /sec (8% of the mean annual flow), this volume of waier -*0
sufficient to irrigate 47,600 hectares at one or several downstream locations
3
f
Alternatively the objectives of flow regulation can be reversed to give priority to tmgation overeat generation. In this case, water from the reservoir would be diverted towards irrigable lands r ft vicinity  of Gilo-1 dam approximately  123,000 hectares  are available for irrigation The toieh regulated water can be released through a power plant at the dam A simulation model wis dewixe to estimate the available power benefits  resulting from this  operation In addition to the 12.K hectares  of irrigation, the 23 MW hydroelectric  power plant located at the toe of the dsn waif generate 119 GWh of firm energy per year A comparison between the natural monthly Sows an: ft flows regulated by this multipurpose project is shown in Figure 3
than that proposed in the with a priomv to irriMti^T^l^^ reservoir bv zravitv tv?
model was prepared for a dam significantly lor project’ i e > irrigation and power, was coosam
95,400 hectares that can be supplied with waler fro®v
toe   of   the   dam   For   th»   howcver'   001     he   released   through   the   power   plant   located   r»
pooHe^J 
X™ LX a ™ 
-^Purpose project
For that lowering
bcnefits
reservoir has bX considered wrth a
the 75 MW plant are 365 GWh
^ ects been suggested that would include a flood oon?°lj^.i on the regulating reservoir winch
d -ng the wet XX the peak floods are ^
re^XTX^ n* ,0
offl °°dS
project has beXsJXt?
The return penod of the incom^E
l ° fl°°d plaU1 TAMS s^*’00 <
determine the economicalcosTXX
l°*
‘
*5
for     hydropower     and     flood     control     ^5.     “enano       P™^     has     been     consldef*dXn       in     ’
o
f 8wrton
■- b 7 r* -------- —___ 1 Mcn^of flood control storage and birut
"U
.,
( LG Baro-Akobo River Basin Integrated Develop®®11
IE-11RESOURCES
—J2^reserv<-
bant capacity at Gambda of 880 m’/sec a
„«,(«« nd« results  in .he gmrnujm of A ^on of
'----------
0n,o^mvSTW)IES
„ to,to
« »oco^d=  b
B
ra   nrfflMdcowo
^W ,
1 0 ftm
f   ^^
plam
w
” S“”d Of5,452 gujWATER RESOURCES                 "W®* 1E RESERVOIR OPER  T
a
i
------------------------------- --------------------------------------------------------——
7.        SYSTEM OPERATION AND BASIN MODELLING
7.1      Hydropower system operation
The program has also been used to simulate the combined operation of hydroelectnc 
as a balanced system where energy deficit at one reservoir can be compensated
Typical reaches of river where such projects can be planned include the Birbir and Geh
The entire Baro river system is shown on Figure 5. This operation provides firm energy 
of what would be generated by each plant individually Two hydropower systems, one
Birbir River and one on the Geba River, have been simulated For the purpose of
simulations, the power plant installed capacities have been selected to maintain a plant facto- i the system of approximately 60% over the considered period of development This plant fiaas expected to be close to that reached by the demand on the interconnected system as it grows
7.2      Hydropower system on the Birbir River
On the Birbir river, a reservoir system consisting of Birbir-A with an installed capacity of MW and Birbir-R with a dam at the location proposed in the Russian study, but with a maxnnonpK level at El 1,120 instead of El. 1,158 (a dam 38 metre lower) and equipped with a 422 power plant, would be capable of generating 2,618 GWh per year of firm energy This output ii be compared with a total output of the project operating independently of 454 GWh for B and 1.743 GWh for Birbir-R or a total 2.379 GWh of firm energy per year This is an ik™ *
1
of 19%. The natural monthly flows at the Itang gauging are compared with the flows regu the Birbir system on Figure 6.
7.3    Hydropower system on the Geba River
A similar situation exists on the Geba River Three dam projects have been identify nver and its tributary the Sor River They consist of the Geba-A dam with
diversions, the Sor dam with a power plant at the dam and a downstream diversion,
R dam located just upstream of the confluence with the Birbir River. A simu‘
system has been prepared with a total installed capacity of 618 MW 1
diversions downstream of Geba-A dam, 65 MW on the Sor river and 370 M
dam This system of five power plants would generate 3.238 GWh of finn energy 1J flo^° '
r
14% more than the five power plants running independently The natural 010 Baro river at the itang gauging station are compared on Figure 7 with tfiose reservoir regulation on the Gebra hydroelectric system.
#
at the
G^- fljr
7.4
Indirect benefits of hydropower development in the upper basin
Based on the attractive return shot™ by some of the hydroelectric 
scMmc?,'”terFill
inth^r??
.vvuiii 3nuwn oy some ot the hydroeiecuic 
tcr
basin, several scenarios of development have been identified as part of th)*21^- TAMS-ULG Baro-Akobo River Baiin Integrated Dorlopin^1 StuBAWO RIVER
RESERVOIR OPERATION MODEL
AGURE 5♦
I
1
I
I-
11
I ij
( I
/NalunJ Flow* at lha Kang Gauging Station
airblrRlwarHydropower Sy»tam - Two Dam* and Two Poworplanl*: Blrfalr-A |B6 MW) and Blrblr-R (422 MW)
BIRBIR RIVER HYDROPOWER SYSTEM
REGULATED FLOW HISTOGRAM
Flfuro 6--
I
I
r
I
I
I
I
i
’I
r
•I
tGaba Rhvwr Hydropower System - Three Dame and Five PowerpUme; Goba-A (112MW & 71 MW), Sor(13MW & «5MW) and Gebe-R (370 MW)
GEBA RIVER HYDROPOWER SYSTEM
REGULATED FLOW HISTOGRAM
Figure 7i
I
i
•i
i i
i ‘i
' I
1
.
/Ortw) a&jpt|M;a XimuoN
Natural Flow* ■< lha llang Gauging Station
GEBA-A AND BARO HYDROPOWER DEVELOPMENT
REGULATED FLOW HISTOGRAM
Figaro 8J*
I
I
I
I
I
I
IANNEX IE RESERVOIR OPERATION STUDIES
WArtR«sOl,BCES
ft-lly evalua.tetht*neeconomic benefits of these projects, further simulations of development stages 
was  developed  to  evaluate  the  indirect  benefits  of  flow  regulation  in  the  upper  basin
one
md
° \|^rIlodel  considered,  the  stage  of  development  when  two  regulating  dams  are  built  in
To   d°   s0-   l^
j    namely   the  Geba-A   and  the  Baro  dams  Both  of  these  projects  can  be
gS n
the 1JpP^ll justified on the basis  of hydroelectric  power as  indicated in Annex  1J, with the
e onC ru
-    "    n  of two downstream power plants at each of these projects. The reservoir on the Geba ccnstmctm^^  &  regu|ated  flow  of  31.1 m?/sec,  while  for  that  on the Baro the regulated firm flow
n 'ef
J
|d be 41 2 m /sec. This regulation of the flows, although modest when it reaches the Gambeh
significantly  increases  the  low  flows  of  the  Baro  A  comparison  of  the  monthly  flows Sutural  and  regulated)  is  shown  on Figure  8, The simulation model developed for this scenario
tjows that as a secondary benefit, the regulated flow can be used to irrigate 85,500 hectares of land  at  the  projects  identified  in  the  vicinity  of  the  Itang  dam  These  85.500  hectares  could  be jngated  without  the  provision  of  any  additional  regulating  dam,  and  would  also  meet  the requirement  for  the  minimum  environmental  flow  of  31  2  m3/scc.  This  area  is  78,000  hectares Larger than the 7.500 hectares which could be achieved without any regulation of the flows
7J Ultimate hydroelectric power of the Baro River Basin
A series of simulation models were also developed to evaluate the fiill potential of economically feasible hydroelectric projects in the Baro 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 tor the following stages of development
Geba-A
Geba-A and Birbir-A
Geba-A Birbir-A and Birbir-R
Geba-A Birbir-A Birbir-Rand Baro
Geba^ Birbir-A. Birbir-R, Baro and Sor
ba-A,  Birbir-A.  Birbir-R,  Baro.  Sor  and  Geba-R
figure s *k
tyfropoww °rS a schemalic representation of the fully developed systems of dams and
^Pendabi/ , been r
anl s
. ‘ The benefits of the various stages of development, in terms of firm and
shown on Table 7 The storage capacities of the considered reservoirs
c uced to take jnt0 account 50 years of sedimentation
IE - 14WATER RESOURCES                        annex IE RESERVOIR operation Slu^
Ta bk7.Hyd  P°*
ro
erP
Potential of the Baro River Basin
1 8!
-- 269 618 877 93i
1,259
It should be noted that the installed capacities shown for the development stages are larger -Jim those indicated in the previous sections of this report. This simply results from the
operation of a power system for which the plant factor is maintained at a constant vah*.( approximately 60%, close to that expected for the Interconnected System, was selected t comparison between the natural monthly flows and those regulated by these hydroelectric pw 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 sirct its  small size would not significantly  contribute to the flow regulation in the basin The Kuh. hydroelectric project is hydrologically independent of the Baro basin and its implementation wcuU not affect the overall system operation.
TAMS-ULG Baro-Akobv River Bisin Imrgrated Devetopment Stu
IE-15Monthly Discharge (m3A)
Natural Flows at the Itang Gauging Station
1500
WOO
MO
I
Barn River Hydropower System - Six Dame and Nine Power plan la;
□eba-A (112MW & 71 MW). Sor (13MW & 8M*W), Oaba-R (370MW) Bare (20BMW & 51 MWJ. Blrblr-A (B6MW) and Blrblr R (370 MW)
t
HARO RIVER HYDROPOWER SYSTEM
REGULATED FLOW HISTOGRAM
Figure 9
TfI
I
I
I
1OtrRCES
ANNEX IE RESERVOIR OPERATION STUDIES
APPENDIX 1 AREA CAPACITY CURVES
TAMS-ULG Baro-Akobo River Busin Integrated Development Study IE- Appendix LElevation in meters
Area in km2
baro RESERVOIR Area-Capacity CW
S'Area in km2
BIRBIR-A RESERVOIR
Area-Capacity CurveElevation In meters
Area in km2
BIRBIR-R ^Cu'*8 Area-CapaCElevation in meters
Area in km2
CHIRU RESERVOIR
Area-Capacity CurveElevation in meters
Area in km2Elevation In meters
Area in km2
GAMBELA RESERVOIR
Area-Capacity CurveElevation in meters
Area in km2Elevation in meters
Area in km2
GEBA-R RESERVOIR
Area-Capacity CurveElevation in meters
Area in km2Elevation in meters
Area in km2
GILO-2 RESERVOIR
Area-Capacity CurveElevation in meters
I
Area in km2Elevation In meters
Area in km 2
ITANG RESERVOIR
Area-Capacity CurveElevation in meters
Area in km2Elevation in melers
Area in km2
SOR RESERVOIR
Area-Capacity CurveElevation in meters
Area in km2BtC5 SA.Vt.u ni
v<^_-
j.,        “°"m«'S'w;For your information, the following
line «£ given to execute Program HEC5A-
IHPUT-SiaSC.DAT           OUTPUT =BBCaSG. OUT     DSSFlLEeB8GBSG.DSS MENU«OFF
1
• NEC-5 simulation    OF FLOOD CONTROL AM) CONSERVATION SYSTEMS
Verti or
7.2; March 1991
97 TIME 16:25:25
>•5
•      U.S. ARMY CORPS OF EMiMtts
•    hydrologic engineer!* cum .
•      609 SECOND STREET, SUITE t
•  DAVIS. CALIFORNIA 95A16-WV «
•      (916) 756-110A
• * ••••♦♦♦♦♦♦*«*♦• ♦••••wit™..
X          X xxxxxxx
xxxxx
xxxxxx
X          XX
XX         X
x
X         XX
X
X
xxxxxxx xxxxx
X
xxxxx xxxxxx
X         XX
X
X
X          XX
XX         X
X
x
X          X xxxxxxx
xxxxx
xxxxxx
MODEL 1 MG CAPABILITIES OF THIS VERSION ARE: Flood Control. Water Supply* Hydropower. OSS Version 6
MAXIM* LIMITS FOR THIS VERSION ARE: Reservoirs ■ 20, Control Points s 40, Diversions
Model Data cards (T1-ED)« 800 J8+JZ Output/DSS cirds •  20
•Stacked** Jobs (T1-EJ)" 25
laier-voir Levels ■
Seasonal Storages"
Seasons (CS card)"
= 20,
40
24
24oF
hood cotsol
r.?r
. -V Iff Eire
March 1991
ts ARE CURRE*11* SET AT 20 RESEIV0IBS A«>
CWTROl POINTS
„ 
11
l4T[-c p,fR0
^^SSIIS1,NC‘ INSXRTWXISI
INTO INPUT      DECK AT   DESIRED POINT
r
n
fl
,. 1EClt*TfO MST6I PLAN
1MV----- THE HARO BASIN -
ETHIOPIA
3
0
22.09
13.01
12.28
515220
t.2C8O
------------- “ - ‘
2
0
22.10
13.09
51. 16
SEPT 1996 - «V
8IABIR
J9M
r
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1 i*-io
i 12.» *15#
tfrtis
1
ABABA.
1
0
12.10
ifi.10
12.29
A65360
515220
J
0
14.09
13.10
50.16
SYSTEM
0
498600
515270
14.10          16.09          16.10          18.09         18.10
22.10          18.10            3.99
22-16          52.16          16.16         13.16
498600 515220 515220 498600 515220
L      !Z  SffiOOO
24500        63S700      1698300
KD
HD
o.        24500          89100        209600        394100       638700       939400    1698300
M     B1     10C0.           woo            1000            1000            1000           1000           1000          1000
V
0          8300          17700          30700          43000         54500         65700        86200
g                1395          1405            1410            1415            1420           1425           1430          1440
li N.3 95-2 79.5 47.5 -101,6 -218.6 -221.3 -177.6 -150.2
ii 91.4         97.6
22.3
pi
12
10
1.0
1
1390
0.80
»?
1
M
5
5
5
5
5
5
5
5
5
5
4
3
5
0.1
1500.
A DAM
50
1D0M0
100000 1CHKOO 1QOC00
D.O
100000
0.0
IQOO
0.0
1000
U50 86000
1355
1.0 1
1220
1
0.80
•1
-1
■1 -1
0.1
-1
1
1
-1
1
-1
toco
1D00OO
1500
A DlV-1
22
MOOO
^700
86.7
Hesoo
152.z
1097900
Q
1Q97.Q
239.9
354.9
502.8
592.2
696.4
815.2
100(J
1000
1000
1000
1000
IQOO
IMO
7700
9900
13200
16400
19400
22300
25200
1070
1080
1090
HOC
1105
mo
1115
“5.5
■125.5
-72.9
’44.6
22.5
24.1
45.8
1
766
O.W
’1
•1
-1
-1
-1
■1
-1
*22000
1097900
TAMSCP u «00.
ID IIMIR T D*
IT 22
*
H        H     737000     1W»     811000     1184000
rRoO 11
15 Qt
•c
51
'1 ________ .MAA 'ZXIftft
0      15400
69300    166300     313000     522100
811000 1006000
so
RA        |            0       7300      14700      24500       34500       4
RE       8       2140       2145        2150        2155         2160         2165 R3  85.6       64.7        24.3         45.9         10.7      *106.6       •
R3 105.4      102.8
PI        U            10          1.0              1        2130
g
0        1000        1000        1000         1000         1000          1000
9600
1000
65800
91800
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50
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22
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52
9      100000.
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10 LOCATIONS RESERVOIR IS SERVING
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. * fl 1                   56.05               102-62                    10.98                 52.48                16.43                 21.33                 15.27               64.03
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257.67
133.64
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210.15
133.16
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66  8  72
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133.00
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67.99
60.96
62.80
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162.49
176.46
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118.10 123.60
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3.67
21.77
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117.80
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166.00
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119.14
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52.72
307.70
218.64
113.27
80.74
296.84
218.16
122.71
70.00
15.39
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114.82
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30.57
176.60
184.80
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39.70
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51.76
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4.07
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80 4 74
10.53
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15.72
39.89
33.46
31.47
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50,63
48.89
40.56
44.55
57.36
125.91
2.36
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16.59
103.10 174.10
38.09
39.10
76.43
65.52
104.70
23.00
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6.09
3.51
0.37
89  5 74
90  6 74
59.26
99.70
146.60
163.50
124.70
55.50
77.37
16.34
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27.82
91   7 74
43.01
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234.75
339.28
15.88
174.18
186.68
222.00
176.30
9410  74
139.01
154.10
260.40
331.90
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124.24
65.35
48.87
43.87
228.04
111.45
71.60
227.56
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127.16
97  1 75
17.10
12.73
103.70
58.09
223.50
96.70
10.57
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36.63
97.30
47.21
1.19
224.52
95.96
23.17
32.49
36.17
99  3 75
11.05
37.61
46.80
82.60
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6.41
38.30
334.20
144.50
15.80
6.80
1.79
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100  4 75
10.80
16.61
46.99
37,45
39.18
45.87
68.24
3.58
101  5 75
46.45
52.97
84.98
64.82
83.57
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102  6 75
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34.50
63.60
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39.16
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103  7 75
100.80
190.60
80.15
104  B 75
152.04
305,66
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51.50
147.16
102.62
240.69
19.43 6.41
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140 B 70 127.20
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140,90
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12. OUTFLOW
125.27 102.W
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135.78 87.24
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69.04 55.23
80.01 137.34
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188.68 104.74
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41.23 53.01 70.75
121.62
122.73
87.75
63.26
53.50
49.88
22. Slflilt-T INFLOW
292.07 187+94
71.25
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44.87
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36.00
36.92
42+96
75.43 170.46 202.23
282.08
160.24
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141.63
140.04
145.13
211.41
252.04
115.37
81.52
67.68
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54.22
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80.33 150.94
178.68 342.83
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54.38
52.57
78.91
124 + 72
245.22
265.73
204.85
125.46 M + 80 74.71
22- BIR8IR-T OUTFLOW
181.35
157.46
77+69
92.74
S3.51
72+31
75.56
77+66
73.78
71 + 54 119+72
96. Z3
221.45
159.76
69.47 82.72
100.44 87.91 85.53 91.84
100.42 139.12
113.57 67.03
97.70
251.56
114.56
102.90
97.47 98.16
93.77 89.16 75+44 68+13 65.55
97.48
342+61
191.66
107.58
100.87
92.91
95.00 92.73
92-31 108.48 129.35 203.49 192.44 125.90
109.28 106.25
104.71
14. GE8A-A  0
INFLOW
105.00 66.60
26.16
9.52
3.81
5.29
4.33
3.86
10.72 35.20 61.10
106.60 85.30 34.80 27.51
10.03
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3.64
3.06
2.31
3.43
20.80
43.80
91.70 158.60
64.10 24.73
11.42 7.13
2.69
2.6! 5.48 15.64 41.40
97.60 105.30
103.70 81. ID
16.59 9.37 9.86 4.55 2+39 1+89 5.56
17.60
47.20
70.30
79.60
41-40 13.04
5,75
14. CE B A A 0 OUTFLOW
3.16 65+86
30.20 32.93
38.23 38.93 40.90 40.73
38.43
32+57
15.76
10.95
30 + 50 34+06
31.75
35.10
33.68
37.93
39.17 37+97
35.34
19.45
20.77
21+53 54.74
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29.39 33.32
35.63 37.14
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31.35
20.57
32.98
104.72 80+36
25.10 30.86
33.38 35.68 37.56 37.78 32.06 22-90
10.21
4.72
7.91
26.18
27.26
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16. SOR BAA
INFLOW
157.00 99,50 39.IQ 14.22
5.60
7,94
6+50 5.79
16 + 02 52+70
91.40
159.50
127.60
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4.55 3.47
5.11
31.20
65.50
137.10
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95.80
37.00
17.06
10.64
4.01
3.88 8 10
23.41 62.00
145+90 157-40 155-00 121.20
24. BO 14.04
14.71
6.78
3.58 2.05 0.33
26+20 70.60
105.10
119.10
61.90
19.50 0+59
16. SOU IAA OUTFLOW
137.08
99.09
40+10
18.09
12.43
14.46
13.70
13.03 21+67
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82.45
140.53
116.00 51.59 42,14 20,04 13.33 12,10 11+74 10 + 4B 11+58 30.99 60.89
123.13 216.79
95+39 36-69 20.68
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10.77 14.37 27.49
60.11
130.75
142.88
155.02 120+79
26.66
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10.59 9.91
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91.99 105-03 50 + 68 22.47 13 + 77
18+ BMtO DAM
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145.80 92.40 36.30
13.22
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7.36
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48.90
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148+10 118.60
48.30 38.20 13.96
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29.00 60.80
127.30 220.20
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3.62
7.60 21.73
57. SO 135.50
146.20 143,90
112+60
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6.26
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7.73
24.40
65.60
97.70
110.60 57.50 18.10
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29.55
92 + 05
43.66
41 + 12
45.44
46.48
49.02
50.20
50.89
48.88
33,50
37.87
57,81
47.95
45.80
43.75
40.42
44.95
46+65
46.70
45.79
30+51
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46.94
101.57
80.65
33.89
37.36
40.40
42.M
44 + 19
46.21
48 + 59
49+59
47.19
63.66
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112+25
35.60
38.67
41+02
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44.64
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33.91
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22.70
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101.79
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2.58
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162 6 80
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47.05
44.16
42.44
41.35
42.22
56.44
77.24
120.20
66.61
111.96
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3.85
3.02
2.54
6.75
26.99
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163 7 80
165 9 80
22.59
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137.80
190.10 140.90
82.30
43.40
30.20
22.55
17.24
15.49
11.42
25.72
51.97
128.70
147.10
200.20
84.80
41.90
28.75
18.82
14.47
22.70
11.57
14.37
40.51 108.00 124.60
191.74
278.20
261.18
93.88
102.37
175.24
41.40
93.20
164 B 80
144.08
260.91
16610 80
16711 10
81.84
53.63
150.34
89.73
149.86
105.97
16812 80
49.56
74.66
65.29
103.76
110.00
101.30
44.60
13.89
6.50
outflow
34.55
34.59
37.72
37.37
33.01
25.75
12.51
17.53
102.32
43.86
26.98
31.67
169 1 81
170 2 81
46.55
43.89
41.69
40.28
48.52
57.58
100.61
3.17
58.23
54.58
49.76
69.90
97.50
1.28
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92.87
172 4 81
173 5 81
91.22
100.82
105.52
2.61
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22.50
40.20
34.55
36.74
37.74
38.79
34.17
27.74
12.79
11.57
51.58
139.40
164.50
151.50
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4.74
1.94
3.92
1.85
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174 6 81
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175 7 81
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77.82
130.14
84.34
215.89
184.78
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14.66
176 8 81
200.12
99.01
103.00
145.20
69.80
154.00
54.75
177 9 81
296.64
194.01
17110 81
154.84
87.91
73.76
154.36
217.10
69.06
135.90
198.77
17911 81
19010 82
53.11
49.91
41.61
39.66
46.22
39.58
39.39
44.15
84.18
80.29
96.83
66.14
51.90
105.52
105.38
90.86
13.12
27.48
32.13
35.82
37.69
35.63
38.70
103.89
18012 81
181 1 82
57.25
182 2 82
183 3 82
51.69
65.11
88.90
99.66
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4.63
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4.13
3.96
2.24
185 5 82
186 6 82
187 7 82
IM  8  82
189 9 82
144.90
101.10
41.10
19.49
12.51
13.14
7.50
5.75
9.33
17.63
75.50
51.32
77.84
173.98
183.99
217.23 150.24
89.49
85.35
79.71
136.98
6.98
29.70
47.70
71.90
70.70
62.60
13.89
5.30
104.30
19.60
6.94
8.96
6.20
5.90
3.36
37.66
32.34
72.60
12.41
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12.71
12.22
10.52
16.64
14.91
12.85
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17.19
27.73
45.06
118.01
145.80
101.35
64.80
95.70
19111 82
86.10
103.12
19212 82
42.31
39.69
58.52
92.43
92.95
84.55
23.70
193 1 83
50.10
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35.66
35.24
51.02
89.84
90.67
82.86
82.27
85.16
80.99
92.32
2.24
2.36
34.96
37.74
38.20
40.37
40.81
10.42
44.50
71.30
107.50
105.70
93.60
20.80
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3.32
3.51
13.84
10.28
195 3 S3
41.90
39.99
10.46
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196 4 83
2.76
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3.63
11.57
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197 5 83
38.04
38.84
57.35
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89.50
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198 6 83
45.81
53.51
3.81
12.10
50.90
39.50
38.14
26.13
14.38
5.68
18.10
76.00
100.50
142.50
101.60
31.30
11.35
12.83
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199 7 83
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200 8 83
120.15
120.20
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180.40
121.74
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219.30
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20311 83
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79.45
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92.21
33.03
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23.41
15.57
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6.29
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205  1 84
43.82
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88.46
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206 2 84
42.89
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38.65
37.25
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1.35
2.01
9.6312*
22.
22*
14*
14.
16*
16.
18.
16*
1Z-
□HiI fkffhll!tm"A
r
5IR81R‘T
6IR0IR‘T
GEBA-A 0
GEBA-A 0
SOR RM
SOR RM
6AR0 DAM
IARO DAU
OUTFLOW
1MFL0U
OUTFLOW
INFLOW
OUTFLOW
INFLOW
I*'0' »!
OUTFLOW
INFLOW
OUTFLOW
lUflOW
39 74
49.19
88.38
4.11
39.82
6.16
13-26
5.71
49.50
11-35
£? no
88,35
98.47
22.00
31*74
32.90
37.78
30.60
42.64
s*1 £
43.75
•MJ£8•s2tr7
120.77
64.14
78.60
27.14
117.60
104*65
109.20
49.46
87 JO
170.93
119.57
61.60
15.54
92.10
82.91
85.60
3300
!« *
112-20
77 73
114 62
246.12
101.73
64.30
5*62
96.20
84.70
89,40
23.14
r* E
158.2°
JJc.-t•7r9
92,99
102-55
19,40
28. DT
29.00
30.52
26.90
37.35
I
47 JO
■£iJ 3 i2t7'
62.07
92.51
8.14
34-99
12.20
17.57
11.30
44,50
i“ k
22.60
10 38
51.63
87.56
6*05
38.21
9.04
15-30
8.40
46.27
14*75
^■2 W
jdiR-cHwA
47.04
88.82
2.46
40.40
3*70
11.11
3.43
47.77
9.82
111 1
7.SA
JC > "T4V0
44.52
88,94
1*20
41.89
1.76
9.67
1.65
49.35
25-
32.00
59.56
1.01
26.41
1.53
6.51
1.42
31.33
4 Sq
ZI0       ®
«<j l BD
6*91
7.79
7.64
19.99
14*15
36.31
14.16
36.57
2.31
2.99
2*18
2.96
3*43
4,44
3.42
4.52
3.20
4.14
3.26
4.52
19.68
$3*86
54 56
99.30
99.45
28.00
28.30
41.SO
41.90
38.90
39.47
52iS5
77.08
165*38
122-85
57.20
18.52
65.50
77.94
79.40
34.09
106.30
143.70
93-10
212-50
138.87
76.40
9.64
114.20
101.02
106.10
29.00
ft 0
■ •F+ AA
173.00
102.62
246.52
144.40
94.80
1.33
141.70
123.44
131.60
24.56
090
52.25
107.35
87.80
43.90
25.61
65.60
61.80
60.90
39.80
010 0
66.30
■ A Trfl
30.ZU
44.25
69.45
90.80
13.70
31.87
20.50
24.23
19.00
42.43
011 0
VI 1'?
2u , £ 7
41 .S3
58.36
89.86
7.92
35.66
11,84
17.36
10.98
43.70
22B1i 0
■ 9 ft
39.75
50-84
89.29
3.81
38.30
5.71
12.40
5.30
45-57
229 1
TO.Oftj*.
38.72
46*90
88.87
1.86
40.07
2.81
10.22
2.60
47.11
2# 2 86
DI 3
S3 4 »
■in t Ila.
iJJ 5 Bo
8.25
6.67
37.74
37.71
44.61
43.24
87.00
57.31
2.09
1.58
41.09
41.90
3.10
2.39
10.78
10.25
2-87
2*24
48.69
50-30
6.45
2.84
23.34
4.78
18-28
22.20
40.87
2,05
18,97
3.06
j£Ju*4■aw6
19.87
20.57
37.10
37.25
14.40
14,70
21.50
21.60
19,90
20.47
28 7 86
55.80
48.44
94.84
83.46
41.90
31.74
62 60
62.65
58,10
46,20
90,90
43.38
fli U 86
90.40
59-48
134.68
89,59
65.50
24.66
97.90
87,77
37 9 86
111.80
60.11
153,01
77-94
89.00
20.26
133.10
143.56
123,60
44- 79
zaso m
55.10
51.40
97.10
92.07
33.70
28.88
50.40
26,29
46. BQ
41.39
2^1 86
66.10
73.90
128.90
141-14
12.46
22.69
15.60
20.72
17.30
30,73
SW12 86
54.M
67.76
113.38
132.74
9.73
26.73
14.64
18.02
1J.59
33.5B
KI 1 67
8.55
32.71
39.80
74.71
9.52
41.12
14.22
20.40
13.22
50.12
2Q2 87
12.94
41,01
51.76
92.02
3.47
40.32
S.21
12.36
4.54
48.01
243 3 87
4.82
75.83
29.82
59.75
2.17
29.75
3.21
8.61
2.99
35.47
244 4 87
5.52
5.37
9.95
9,96
2.35
2.22
3.51
3.50
3.20
5.34
K5 5 HZ
12.40
12.71
23,01
23*27
1,05
1.02
1.57
1.65
1*46
1-&4
2*6 4 87
37.62
38,32
69.60
69.75
1-50
1.80
2.20
2.30
2.00
2.57
2*7 7 87
91.90
63.01
139.41
97.35
62.00
23.74
92.70
05.23
86.10
41.29
248 B ST
144,30
72,71
192.71
89.36
108,40
14.30
162.10
143,60
150,60
41.49
249 9 8?
149.90
93.25
217.65
134,77
K2.4O
6-58
123*10
108.26
114.40
20.23
2501D 87
99.40
57,28
139,98
81.03
74.60
19.93
111.50
10Q.69
103.60
39.76
Z5111 87
39.20
46.45
79.15
VI.11
19,06
28.34
28.50
30.51
26.40
39.70
3212 17
Xt . BA 03   1   88
20-20
39.50
56.30
85.20
9.09
35.01
14.78
19,79
13,74
43.58
Xi 1 K
2W
13.78
37.38
48*84
83.53
6.72
37,60
>0.04
16.11
9.33
45.54
3 255 1 *>
“ * 88
11.08
54,68
43.90
78.74
6.12
37.58
9,18
15,28
8.52
45.06
uH*ti 1* AaUH
8.03
34.96
41.64
80.82
4.33
40,30
6*46
13.59
6.01
48.25
B7 5 up
JM
5.63
36.23
40.90
84.72
1*12
40.95
1.70
9.50
1.58
49.65
25 £ ■*>
15.27
71.03
M.27
54.00
89.63
5.60
37.89
8,40
14.88
7.80
48.47
2M
61.66
120,73
105,04
38.40
24.67
57.40
60-15
53-40
39.64
&“ Q ™s 1 m
W.30
30,24
B7.94
29.72
85.90
33.44
128.50
105.15
119.30
59.28
125.20
55.89
159,99
58 73
110.50
19.00
165.20
147.07
155.40
47.99
TAMllHIl'A
fliRBIB A
«« Tt
261   9  ffl 262W     e 26311    M 264*2 88
265   1 89
266  2 89
267  3 89
268  4 89
269   5 89
270  6 89
271  7 89
272  B 89
273   9 89
I nF LOW      OUTFLOW
166*56
146*30
57*00
28-41
19.27
13.43
11.69
11.00
16.09
36*54
93*40
164*90
140*70
27410   69      101.00
27511   89
27612 89
277   1 90
278   2 90
279  J 90
280  4 90
281   5 90
282   6 90
285 7 90
284   B 90
285      5  90
28610   90
28711   90
44.60
29.38
20.20
14.43
7.28
7.95
13.33
25.69
59.90
152.30
160.40
83.90
36.30
28812   90       22.36
289   t  91
29Q 2 91
291  3 91
292   4 91
293  5 91
294   6 91
295   7 91
296   8 91
297   9 91
29810   91
29911   91
30012 91
301   1 92
302   2 92
303   3 92
304   4 92
305   5 92
306   6 92
307   7 92
308   8 92
309   9 92
31010 92
31111 92
31212 92
15.23
10.50
8.77
12.27
34*39
58*80
144.30
187.10
158.30
73.50
43.00
26.84
17.17
13.76
8.33
22.88
23.37
44.91
93.30
209.50
215,90
114.30
47.70
26.92
103.45
145.84
58.28
48.23
44.59
38.87
38*77
37*74
41.54
48.57
65.73
94.43
85.86
97.39
56.22
42.08
42.65
38.90
35.33
36.06
39.87
22*98
31.27
82.46
113.19
83*44
48.56
44.02
39.95
38.36
36.98
38*91
56.43
66.48
117,82
118.3
98.10
62.52
58.40
46.36
41.60
38.35
36.43
44.30
39,71
48.%
70.10
138.87
160.98
113.84
47*73
39.17
BJWIR-T INFLOW
241.85
267.44
105.68
71.82
60.60
50.03
48.47
46.84
54.95
BO. 63
143*43
231.63
202.86
181.39 93.42 6630 59.45 $0.88
41.38
42.61
50.94
44.39 81.07 209*06 246.59 153.24
78.76 62.66
52.61 47.06 44.26 49*14 85.04
115.38 Z37,?2 273.73 229,70 123*62
94.10
68.72
55.87
49.80 43.33
63.32 59.14 85.95
147.7Q 313.07
340.48
208.94
»?.33 61.55
BIRBIR-T OUTFLOW
149.02 266.96
109.36
101.60
97.82
87*63
88.03
85.37
89.53
91.42 101.01 128.67 121.56 176*49 111.61
86.26 92.63
87.12 82.31 83.07 87.06
37,22
37.10
106*82
175*91
152.76
97.84
94.97
88.92
88.03
85*32
87.47
114.91
123.18
197.17
173.22
140.97
108.38 117.57
98.01 9t.79
86.09
84.25
94.35
80.97
87.71 111.46
209.82 259.03
208.46 89.28 80.74
GE8A-A 0 INFLOW
119.20 100.40
21.22
6.24
2*24
3.97
2.46
3*90
5.60
20.30 58.50
98.10
81.40
41.40
11*50
15.38
5.82
4.88
2.69
3*13
5.15
44.80
72.50
100.50
111.70
57.00
13*19
5*86
4.55 1*86
2*17
3.90 4.59
17.10 47.60 91.10 83.70 39.00
6,87
7.36
4*37
3.72
2*43
7.64 15.53 27,90
51.50 92.70
102.50 45*90 26.77 16.76
g EBA-A d
Outflow
34.64
99.66
22.70
31 *99
35.33 37.87 38.76 38.72 36.77 31.19 20.72
5.08
7.48
36.58
26.40 31*92 35*19 37.52
40.25
39.73
37.75
39.U 33*40
8.27 47.61 $6.26 28.91
34*01
36*86
38.88
39*87 38.60 31.47 25.16 11.44
0.21
2.B9
24.64
26.66
32*74
36.31
36*47
39.99
35.57 34.94 30.48 19.47
0.00 27.88
45.16
26.64
32.71
IV 31-70
9.33
3-36
5.91
3*66 5.83
8.40
30.40
87.50
146.7o 121*60
61.90 17-20 23.00
8.70 7*32
4*03
4.67
7*69
67.00
108.40
150.40
167.00
85,20
19.70
а.   77
6*83
2.77 3.21 5.B3
б.  87
25.60 71.10
136.20
125.10
58.30
10.30
10*98
6*53
5*58
3.62
11.42 23*22 41.70 77.00
138.60 153*30
68.70 40*00 25.0$
60. ?q 28.3Q 26.34
U.47
13.64
11.5D 11.86 14.29 65.95
100,67 132.10 154.40
»4.?9 22.96 14.37 13.17 9.95
10.69 12*64 12.34 27,21 63.96
118.21 109.26
55.25 14.35 16.M 12.80 11,93 11*06 16*92 27*25
42.25 70.W
120.12 138.77
68.29 40.19 28.28
116,23 54.11
9.H 18.11
LBC 5JT JJ4
10.1’ 21.51 38.73 71*58
128.71- 1«.*« 63. * J7.»
W12.
12-
4 lSSt»-*
l-PLSM
JU
JI*
Jfl
J*
iff fS ’2
i?>«
J’S 6 ®
’*’2
1010 J3
jHII »
32412 *3
ux -
UN ■
!*■*
14.22
ZO.M>
1B.W
4® .65
122-50
202.™
1S?.«
10*.40
M.W
3* .05
1*657.62
tlRH l«-A
OUTFlOU
*6.33
30.55
i2.«
*6.77
36-96
M.1?
61.40
165.93
163 ■“
106.94
57.51
50.41
18774.70
215.90                188.68 4.03                    5.37
22.
BlftBl B”T IMFLOW
68-36 50.70 54.13 63.86 52.69 68.62
167.40 334.43 295.9B 199.84 104.41
78.76 34288.43
542-W
mu- 309.00
iVG ■ 57.59
141-00
57.95
Ri|i*
29.00               244 .00
141*00 105.83 244.W
22.
hirer-t outflow
97.89 B6-W
95-15
101,66
76.71
35.90
69.65 277.76 295.71 199.36
108-00 103.70
34295.45
342.61
9.96
141.00 105.85
244.00
14,
CEBA-A 0 INFLOW
7.24 5*29 0.20 1.50
14,49
63.20
104.80
126.90
102.60 59.60 22.15
9.11 11395.06
234.80 0.08 9.00
13.17 16.00
14.
GE BA‘A 0 OUTFLOW
33.19
37.30
37.83
35.57 35.82 34.21 16.65
77.30
103.62
56.86
Z3J4
30.38
11347.68
224.52
0.00
93.00
33.02
308.00
16.
SOR RAA INFLOW
10.83 7.90
0,20
2.24
21.65
94.60 15670
189,80 153.50
89.00
33,10
13,63
17037.36 351.00
0.12 9.00
52.58 16.00
16.
soft RM OUTFLOW
15.93
14.09
7.69
8-95
26.10
89.04
139.39
179.67
153.52
88.59 33.58 17.89
17027.01 335.84
1.65 9.00
52.55 245.00
18.
BARCI DAM INFLOW
10.04
7.32
0.20
2.08
20.12
87.80
145,50
176-30
142.60
82.70
30-80
12.66 15824,63
326.10
0.12
9.00
48.84
16.00
18.
gwo dam OUTFLOW
40.27
44.50
44.42
43,78
49.16
57.57
44.17
120-50
147.61
52.35
35.06
38.06
16214.10
315.41
1.84
93.   □□
50.04
245.DO
TAMS1
•USERS. 2 USER DESIGNED OUTPUT
FLOOD
LOC NO
CODE*
1
EW IO YR
1        1 67
2       2 67
3       3 67
4       4 67
5       5 67
6        6 67
7       7 67
8       8 67
9       9 67
U.
14.100
GEBA-A 0
OUTFLOW
52.48
53.75
39.94
40.22
36.79
23.30
15.35
6.09
157.54
101      0 67      166.16
111      1 67
121      2 67
13       1 68
14       2 68
15       3 68
16       4 68
17      5 68
18      6 68
19       7 68
20       8 68
21       9 68
2210 68
2311 68
2412 68
25       1 69
26       2 69
27      3 69
28       4 69
29       5 69
30       6 69
31       7 69
32       8 69
33       9 69
34     10 69
35     11 69
36     12 69
37        1 70
38       2 70
39        3 70
40        4 70
41       5 70
42        6 70
43       7 70
44       8 70
45       9 70
46      10 70
47      11 70
48      12 70
49       1 71
50       2 71
51       3 71
52       4 71
40.22
33.77
38.26
37.66
40.85
40.50
39.16
35.31
19.34
6.16
14.53
36.94
29.95
34.85
38.01
39.47
40.35
40.44
40.65
39.77
30.08
24.73
21.38
32.53
22.27
26.08
34.72
37.38
58.68
38.64
33.31
33.87
24.52
16.67
6.01
59.59
27.60
31.38
39.59
40.25
40.84
40.59
16.
16.100
SOR R&A OUTFLOW
21.33 25.93
II.     17 15.64
14.13 27.63 81.08
131.00 335.84 249.19
63.79 34.04 16.71 14.20
9.13
8.06
12.23
17.61
34.02 112.37
195.17 62.60
33.00
20.44
16.87
13.69 16.97
12.60
19.60
49.88
46.34 85.80
III.      68 70.46 13.74
9.44 10.41 13.69 10.IB
8.61 17.78 65.71
106.85 134.70 170.11
120.77 45.00
30.62 36.49 13.75 15.18 25.23
13.
13.010
CEBA-R      0 LOCAL CU
17.30 18.80
5.00
10.00
7.30
27.30
92.90
140.40 311.50 225.30
63.40 31.10 10.70
8.10
1.40
0.40
5.90
20.60
47.70
132.80
203.30
68.30
30.70
15.50 10.90
7.10
10.40
5.60
13.20 47.80 46.20
92.10
122.00
67.20
10.70
4.20 4.80 6.50
3.10
1.60
12.90
67.20 115.80 149.30
189.10 124.00
44.80 25.60
28.00
6.10
6.80
16.00
SUMMARY BY PER 100
13.
13.
13.090
GEBA-R D
INFLOW
91.11
98.48
56.11
65.86
58.21
78.24
189.33
277.49
804.88
640.65
167.42
98.91
65.67
59.96
51.37
48.96
57.29
73.52
101.06
251.33
413.00
167.83
93.65
70.79
65.77
60.26
67.72
58.64
73.45
137.45
122.62
202.62
255.06
170.20
46.70
39.72
49.93
57.57
51.96
48.85
63.99
166.78
247.17
300.67
365.22
304.36
117.39
87.60
104.09
60.09
62.82
81.82
13.100
GEBA-R      o OUTFLOW
19.97 25.36
122.28
127.50
115.97
86.95 107.97 107.84 665.79 639.05 165.86 124.35 122.62
118.15
122.23
121.55
122.44 120.00
91.86 107.75 175.36 157.22
113.00
116.64
121.85
122.70 126.87 124.85 131.68 149.18 118.10 132.76 144.66
140.11
75.63
81.81
107.35 115.07 116.61
116.17
109.17
146.67
150.66
148.32
144.34
260.74
115.88
112.84
137.02
124.16
125.54
131.50
22. 22.100
birbir-t outflow
102.62 96.26 83.57 76.43
93.09
132.26
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 79.26
80.16
74.19
79.53
68.72
46.58 90.98
83.06
72.25
60.43
146.06 140.73
107.22 96.07
97.76 102.52
77.96
71.02
76.17
80.52
89.21 134.16
85.00
84.72
51.81
75.57 73.40 61.21
18.
1B.10O
BARO DAN OUTFLOW
64.Q3
65.29
47.45
50.03 47.65
34.08
32.61
30.67
238.83
231.45 59.09
44.60
46.22
44.99
4  4 9 8. . 2165
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
56.48
43.52
44.00 45.68 49.15 29.63 31.51
41.06
44.57
45.84
46.37
41.68
49.86
46.34
42.84
37.99
88.47 41.61 41.32 50.98 47.84 49.18 52.26
3.
3.990 SUN
^.62 U6.91
253.31 253.95 256.71 253.29
262.2? 267.23
1048.7? 1067.96
304.41 240.58 246.06 239.66
252.01
255.11
256.19
258.30
257.78
274.06 271.75 377.29
239.95 244.39
247.04
249.81
249.90
254.18 253.52
252.25
252.60
259.82
262.59 249.69 251.33
254.05
255.63
255.71
260.21 265.06 228.82
267.55 273.17
271.67 271.54
483.37
242.49
238.88
239.80 247.57
248.12 244.9613.
few*
r*
14.
OflA’A 0 OUTFLOW
39.92 26.36 15-92 19.0^
130.W
87-56 40-99
35*   U
3636
16.
SOU *6*
13.
13.
22.
IB.
J.
OUTFLOW         LOCAL   CU      I MF LOW        outflow
CEBA-R 0        GEBA-R 0        GEBA-ft 0         birbii-t         RARO 0AM
OLFTFLWO          SUH
52.77
34.76
111-58
114.41
193.32
42.50
33.70
135.20
94.82
167*34
98.98
117.90 245.40
125.70 259-19
182-20 505.83
OUTFLOW
40.47
105.27
58.66
39.92
122.45              96.23             38.82
136.76           210.19
43.09
127.40             346.55               344.95           151.36             122.25
63.60            169.59             168.03              55,06               60.09
504,27           251.01              184.6t
131.59
64.99
28.37
17-09
23.60 87.31 123.55 71.24 45.44 240.23
11.50 64-75 116.92 85.27 43.87 246.07
244.47
244.18
257.50
MO. (J J
939.00
618.54
283.18
36.55
10.09
3.70
50.13
111.13
87.61
0.60
42*79
47-68
241.53
39-00
8.00
116.19
90.66
45.86
39.00
37.20
11.63
4.70
55.41
120.26
252,71
85.26
48.19
253.72
20.35
14.70
72-24
122.53
80.04
49.58
252.14
30.14
19,76
44-80
44.20
119.14
118.07
87.16
45.11
94.17
102.50
216.42
250*33
125-57
94.10
40*05
259.72
16.02
140-61
149.90
306.53
143,32
75*48
43.69
262.49
54.33
25.26
136.45
139.40
330.18
Z51.S7
210.15
88.11
42.50
550.13
38.39
106.15
104.55
153.16
35.75
273.46
30*47
35.59
37.53
36.70
104.70
118.87
78.8$
43*59
241,31
19.03
13.80
68.42
117.70
83.02
44.19
244.92
33.00
35.24
12-76
7.40
53.24
104.93
104.08
39.62
248.63
10.53
3*60
49.38
107.54
101.42
41.61
250.56
36*54
36.06
9.90
2.50
48.94
110.00
99.Q3
43.35
252.39
10.28
3.40
49.76
110.30
100.04
44.45
254,79
35.54
26.13
23.50
85.17
124.25
78-01
48,58
250.84
78 6 73      29.35
54.65
56.20
140.21
124*15
82.51
45-90
252.56
79 7 73      17.40
105,71
116.20
239,31
127.89
94.10
39-39
261.38
15.26
156.18
173.90
345-34
159*17
62.38
45*47
267.02
114.32
69.26
22.19
182.92
152,10
479.84
461.08
296.84
T65.07
922.99
104.29
103.40
276,95
275,35
218*16
96.95
590.46
24.53
26.10
72.82
87.89
122*71
32.00
242.60
30,57
13.64
9,90
54.11
100,54
109.41
37.54
247,48
37.02
12.55
6.50
56,07
115,99
88.80
44.09
248.88
38.09
39.10
10.43
3.60
52,12
116-12
90.20
44.83
251*15
8.08
1.10
48-28
116.92
91,20
45*97
254.09
39-66
37.19
17.56
9.60
67,02
125.35
76.43
49.92
251.69
31.71
28.40
97.29
132.15
65*52
51.22
248.89
34.41
98.23
140.83
134.30
309.54
496.70
16.34
66.24
579.28
245.47
223.30
567.00
129*26
15.88
155.04
300.18
176-30
322,52
292.00
790.85
704.75
174,18
257.10
1136.03
224.52
95.96
23.17
32-49
36.17
334.22
300.60
859.33
857.77
339.01
315.41
1512.20
144.09
135.90
375.95
374.35
227.56
133.95
735.86
18.46
19,10
60.73
86.00
127.16
32.10
245.26
12.36
8-50
53.35
105.33
103.70
39.53
248.56
8.65
3.40
48.21
111.65
97.30
42.51
251.46
50.30
39.1&
39.11
36.97
15.77
9.70
63.77
120*96
82.60
45.93
249.49
12.46
5.50
57.12
120.02
85.58
46.80
252-40
13.38
6.50
58.98
121,36
84.82
48.34
254.52
19.71
15.20
71.88
122-41
83.57
48.77
254.76
30.9&
19 43
50.86
53,40
135.22
127.75
80.15
46.59
2S4.49
86.39
94.10
199.91
119.38
102.62
36*21
6.41
260.22
84.63
96,70
187.7?
81.43
240.69
23.38
345.50
TAMS1
LOC NO=                            14.                        16.                       13.                        13.
13.
22.
18.
PERMO YR
GEBA-A D
OUTFLOW
SOR R&A OUTFLOW
GEBA-R D LOCAL CU
GEBA-R 0
INFLOW
105   9   75
3.16
298.73
266.35
BA«o dax
outflow
29.55
3.
IUM
106  10   75
65.86
107  11   75
30.20
108  12  75
32.93
137.08
99.09
40.10
18.89
12.43
14.46
13.78
158.50
101.40
40.30
15.50
109    1  76
38.23
7.00
110    2   76
38.93
8.10
7.20
6.30
17.80
110.59
67.32
57.65
61.48
GEBA-R D OUTFLOW
116.45
264.75
120.82
111.41
120.19
111    3   76
40.90
61.88
BIRBIR-t OUTFLOW
181.35
187.46
77.69
92.74
83.51
72.31
75.86
77.66
73.78
92.05
43.66
41.12
45.44
46.48
112    4   76
40.73
113    5   76
38.43
114   6   76
32.57
115    7   76
15.76
13.03
21.67
52.24
82.45
116    8   76
10.95
140.53
54.90
90.20
151.20
117    9   76
30.50
116.80
51.59
60.06
77.90
139.71
188.41
302.68
274.30
121.78
126.55
126.30
128.77
133.75
105.71
129.65
174.68
139.45
71.54
119.72
96.23
11810     76
34.06
11911     76
31.75
42.14
12012     76
35.10
121    1  77
33.68
122    2   77
37.93
127.00
55.40
43.40
16.40
8.40
5.80
4.90
3.80
5.90
141.05
117.29
71.53
55.41
55.83
55.81
52.25
52.82
127.87
118.45
107.59
123   3   77
39.17
124   4   77
37.97
117.34
119.69
125   5   77
35.34
116.39
126   6   77
19.45
127    7   77
20.77
33.60
68.70
111.11
80.33
128    8   77
21.53
221.45
159.76
69.47
82.72
100.44
87.91
85.53
91.84
100.42
139.12
113.57
129    9   77
54.74
1301 IO  77
63.36
13111     77
22.05
1321 I2   77
29.39
133    1   78
33.32
134    2   78
35.63
135    3   78
37.14
136   4   78
20.04
13.33
12.10
11.74
10.48
11.58
30.99
60.89
123.13
216.79
95.39
36.69
20.68
15.78
10.38
10.77
14.37
27.49
60.11
130.75
142.88
132.00
223.20
100.40
40.80
19.70
11.80
4.80
4.30
84.04
150.37
276.65
494.72
259.15
99.55
69.77
60.90
50.81
52.21
59.88
88.70
153.66
289.12
107.11
148.97
308.90
257.55
97.99
104.37
109.06
110.04
113.33
116.69
49.02
50.20
50.89
48.88
33.50
37.87
57.81
47.95
45.80
43.75
40.42
44.95
46.65
46.70
45.79
30.51
35.54
46.94
101.57
88.65
33.89
37.36
40.40
36.90
137    5   78
35.01
8.60
26.20
125.04
134.14
149.68
195.31
251.3C
252.06
138    6   78
31.35
62.20
137.80
152.20
249.06
139    7   78
20.57
251.  W
140    8   78
32.98
141    9   78
104.72
328.06
14210     78
80.36
409.07
14311     78
25.10
14412     78
155.02
120.79
26.66
18.34
19.34
12.80
10.59
9.91
13.76
27.28
63.27
91.99
150.90
123.50
29.50
30.86
16.80
323.05
99.34
106.70
112.29
112.57
114.77
116.20
105.33
88.55
262.22
356.44
900.60
626.96
242.52
145    1   79
33.38
246.24
146    2   79
35.68
16.20
8.10
4.40
3.90
10.70
30.50
410.63
324.65
81.26
66.00
68.92
56.59
52.55
51.59
56.52
80.68
149.48
202.91
231.43
150.16
71.73
55.73
67.03
97.70
251.56
114.56
102.90
97.47
98.16
93.77
89.16
75.44
68.13
65.35
97.48
342.61
191.66
107.58
100.87
92.91
42.00
44.19
46.21
48.59
49.59
47.19
63.66
148.91
112.25
35.60
38.67
41.02
42.44
246.Z3
147    3   79
37.56
250.01
148    4   79
37.78
149    5   79
32.06
252.U
254.95
150    6   79
22.90
151    7   79
10.21
44.64
46.45
42.61
33.91
152    8   79
4.72
153    9   79
7.91
105.03
58.68
22.47
13.77
76.00
106.20
118.50
65.30
81.42
83.32
101.91
24.05
22.78
29.79
40.11
37.40
38.94
256.42
251.80
308.96
298.54
257.68
1541 IO  79
26.18
1551 II  79
123.07
99.83
104.32
272-46
27.26
1561 12  79
31.76
22.00
10.20
95.00
92.73
92.31
108.48
129.35
203.49
192.44
125.98
109.28
106.25
104.71
243.48
247.971
U.
G£BA-<* 0 OUTFLOW
34*59 37-72 37.37 33.01 25-75 12.51 17.53
102.32 43   .H 26.93 31.67
34.55
36.74
37*74
35.7V 34.17
77.74
12.79
11.57 51.55 69.06 27.45
32.13
35-52
37.69
55.63 35.70 37*66 32.34 14.91
12.55 5*77
17.19
27.73
34.96
37.74
38.20
40.37
40.81
39.50 38.14
26.13
14.38
6.54
20.52 28-79 34.16 37.09 37.82 40.80
40.29
16.
$Oft RM OUTFLOW
10-12
9.33
9-71
13-21 30-16 58.92
123.56 146.08
151.52
66*29
23-55
14.73
10-90
5*81 10.91
9*22
15.14
34.66
54.73
135.90
198.77 103.89
22.60 12.41
14.82 12.71
12.22
10*52
16.64
45.06 64.80 95.70 92.95
54.55
23.70
13.84
10.28
10.46
11.57
11*15 12.83 23*19 71*10
90.00
125.15
92.21
33.03 16.65
9*06
8.13
9.32
9*63
13.
&EM-R 0 local cu
5.10 3.90
3.30
7.70
28.90
62.50 133.70
160.10
145*30
69.80
23.00 11.20
6.00 2.80
4.60 2.40
11.30 35*40
63*20
146.30
203.50
101*30 21.60 8.10 9.50 6*40 6*20 3.90
10.50 44.60 73.10
109.00 109,10
96.00
23.20
9.60
4.30 4-10
4*50 4.00 7*30
21.00 77.90
102.50
144.30
104.30
34.60
13.10 3.70
2.00
2.30
12.40
13.
«BAR 0 INFLOW
49.78 47.82 50.73 58.28
92.05
147J7
269.77
323.70 399.13 179,95
73.S3 57.60 51.44 48.35
53.25
50.42
60.61
97.81
130.74 293.77
454.15
274.25
71.68
52.65 80.13 56,80
54,05
53.12
64.79
122.00 152.81 217.54 207.82 197.73
74.63 58.40 52.32 52.76 56.44 55.97 59.63 82.33
175.14 207.19
276.00
217,03
96.42
63.91
49.84 47,95 52.42 62.32
13
GtM   B  0
outflow
107.93 106*18 114.44 117*41 120,50
118.13
124.25
155.60
397,57
178.35
99*66
104,71
108*57 111.86 115.35
117.84
111.66
105.84
79.96
128.70 256.32 272*65 100,03 103.85 114.45 116.95 110.07 118.62
120.M 125.42
92*48
109.55
90,69
117.49
102.02
113.32
1)6.61
116.85
122.86
124.71 124.4$
127.45 129.81 111*10
117,30 133.28
112.96 113*13 114.28
114.17
122.67
131.84
22
61H11-T OUTFLOW
101.79 96.67 94*64
91.19
83.62
93.88
102*3? 175.24 260.9) 149,86 105.97 103.76 100,61
97,50 92.87 91.22
100,82 105.52 184.78 99. DI
194.01
154.36
105.52
105.38
90.86
88.90
99.66 89.49
85.35
79.71
116.95
118.01 145.80 101.35
103.12
92.43
89.84
90*67 82. B6 82.27 83*16 80.99 92.32
121.74 122.25
84.95 89.32 93.75 95.71 33.46 B6.&3 34.19
18.
8«O 0am OUT FLOW
40.88 40.66 44.69 46.37 46.1$ 42.45 34.86 46.52
145.71 61.55 37.28
39.00
41.01
43.06
44.92
47.35 44.83
40-23
25.34
37.76
95.14
96.55
37.67
39.16 43*08 44.76 42*69 47.47
49.11
47.32
29.39
32.59
25.11
34.09
18.12
42.60
44.54
44*96
47.97
49.80
50.10
49.30
42*47
32.84
30,95
39.02 40.67 42.06 43.57
44.10
43.12
48.69
3, SUM
250.60
243.50
253.77
254,97
250.26
254.46
263.47
377.36
804.20
389*76
242.90
247.46 250.18 252.42 253.15 256.41 257.31 251.60
290.08
265.46
575.48
523.56
243.21
248.33
248.43
250.61
252.41 255.58
255.13
252.45
258.85
260.16
261.60
252.93
243.26 248.16
251-00
252.49
253.70
256.78
259.71 257.74 264.60 265.68 270.49
257.25
243.45
248.95
253.56 246.73 257.42 264.72
f
E
1
I .
i !
r
/
1
TAMSLOC MO
14.
16
13
13
13
22
GE BA -A D
ST* R&A
PERHO YR
209    5   84
210    6   84
211    7   84
212    8   84
213    9   84
214' 10   84
215‘ 11  84
21612     84
217    1   85
218    2   85
219    3   85
220    4   85
221    5   85
222    6   85
223    7   85
224    8   85
225    9   85
22610     85
2271 II    85
2281 12  85
229    1  86
230    2   86
231    3   86
232    4   86
233    5   86
234    6   86
235    7   86
236    8   86
237    9   86
23810     86
23911      86
2401 I2   86
241    1  87
242    2   87
243    3   87
244    4   87
245    5   87
246    6   87
247    7   87
248    8   87
249    9   87
25010     87
25111     87
25212     87
253    1  88
254    2   88
255    3   88
256    4   88
257    5   88
258    6   88
259    7   88
260    8   88
GEBA-R D
18.
OUTFLOW
39.82
31.74
27.14
15.54
5.62
GEBA-R D
OUTFLOW
13.26
37.78
104.65
82.91
84.70
30.52
17.57
15.38
11.11
9.67
6.51
3.42
4.52
41.90
77.94
LOCAL CU
GE8A-R D
inflow
60.97
105.82
248.70
196.66
194.92
92.23
66.97
63.99
OUTFLOW
125.67
119.84
159.43
112.45
89.27
106.92
115.93
121.92
123.35
125.48
79.46
10.28
18.59
115.55
117.20
107.58
102.62
123.36
BIRBir.t OUTFLOW
88.38
98.47
64.14
119.57
181.73
102.55
92.51
87.56
88.82
88.94
59.56
14.16
36.57
99.45
122.85
BARo dam
7.90
36.30
116.90
98.20
104.60
33.70
14.40
10.40
4.50
2.40
OUTFLOW
*9.50
3.
si*
*2.64
28.01
34.99
38.21
40.40
41.89
26.41
2.18
2.96
28.30
18.52
9.64
1.33
25.61
31.87
35.66
38.38
*9.46
33.00
23.14
37.35
**.50
56.00
53.96
34.92
10.20
16.98
114.70
186.36
227.96
268.18
157.29
79.69
66.51
57.56
*6.27
*7.77
2.00
4.60
9.50
44.50
89.90
117.30
143.40
69.80
23.60
13.50
6.70
3.80
4.10
3.10
3.60
23.60
64.70
97.40
131.10
54.80
20.20
14.30
12.70
5.10
3.70
4.20
3.90
11.70
93.60
154.30
124.80
113.70
34.80
16.80
10.80
9.30
7.20
2.40
10.60
61.90
120.10
161.20
*9.35
31.33
3.26
101.02
123.44
61.88
24.23
17.36
12.48
10.22
10.78
10.25
6.45
21.60
62.65
87.77
143.56
26.29
20.72
*-52
39.47
34.09
40.07
41.09
41.90
18.97
14.70
31.74
24.66
20.26
28.88
22.69
26.73
41.12
40.32
29.75
2.22
1.02
1.80
23.74
14.30
6.58
19.93
28.34
54.09
55.97
55.26
29.01
59.90
159.10
209.83
294.93
109.97
63.62
114.01
117.38
119.60
121.77
124.66
126.90
60.49
60.75
138.52
137.85
138.87
144.40
87.80
90.80
89.86
89.29
88.87
29.00
24.56
39.80
*2.43
*3.78
*5.57
87.00
87.31
40.87
37.25
83.46
89.59
77.94
*7.11
*8.69
50.30
23.34
20.47
*6.20
148.08
*3.38
124.02
82.95
92.07
141.14
132.74
74.71
44.79
41.39
18.02
20.40
12.36
8.61
3.50
1.65
2.30
85.23
143.60
108.26
100.69
30.51
19.79
16.11
15.28
13.59
9.50
14.88
68.15
105.15
59.06
74.22
57.77
90.05
130.38
122.53
90.45
30.73
33.58
50.12
42.07
9.92
6.57
15.80
202.57
312.20
239.64
234.31
93.65
71.60
64.52
62.16
61.10
52.85
10.00
8.18
16.65
134.17
143.51
103.62
137.74
112.79
118.36
120.57
118.40
124.62
92.02
59.75
9.96
23.27
69.75
97.35
89.36
134.77
48.01
35.47
3.34
1.84
2.57
41.29
41.49
28.23
39.76
39.70
43.58
45.34
185.67
23.31
33.30
88.98
272.81
35.01
37.60
37.58
40.30
40.95
37.89
24.67
33.44
81.03
91.11
85.20
83.53
78.74
80.82
84.72
89.63
105.04
29.72
58.73
274.35
266.62
258.53
243.59
247. U
45.06
48.25
49.65
48.47
39.64
59.28
47.99
249.44
242.20
19.00
147.07
63.37
154.72
258.69
327.28
124.08
122.18
116.29
176.83
161.95
253.69 258.44 260.28 260.96 265.*
268.6?tfBA   *   0
OUTFIT
34.^ 99.66
22.70
31 +99
35.33 37.87 38-76 38-72 36.77 31.19 20-72
5.» 7.49
36.W 26.60 31.92 JS.19
37.52
16.
509     "M OUTFLOW
161.63 149.69
32.20
14.46
9.85
12.48 10.88 12.67 14.72 32.56 AO.03
128.27 107.09 60.70
20.30
26.34
14.47
13.64
13.
DEBAR 0 LOCAL CU
160.40 153.60
38.30 11.90
5.SO
6.60 4.80
7.30
10.60
33.70
89.40
147.00
127.10
70.80
21.50 25.40 10.20
8.40
13
GEAA-R 0 INFLOW
356.67 402.95
93.20
58.35
50.48
56.95
54.44 53.69 62.09 97.45
190.15
280.35
241.67
168.M 68.20
83.66
59.86
59.56
13
GEBA-I 0 OUTFLOW
204.76 401.35
98.95 106.58 110.89 117.76 118.63 121.34 119.07 115.34 121.01 112.49
108.25
159.30
97.49
115.61
113.50
118.16
22.
9IRITR-T OUTFLOW
149.02 266.96
109.36
101.60
97.82
87.63
88.03
85,37
89.53
91.42 101.01
128.67 121.56 176.49 111,61
86.26 92.63
87,12
18.
URO DAM
outflow
69.63 139.05 33.87
39.32
41.76
44.91
46.04
47.85
47.95
43.97
38.64 29.11 29.64 52.3$ 35.99
41.18
42.30
44.71
11.50
11.86
14.29
65.95
100.67
132.10
154.40
84.79
22.96
14.37
13.17
3.30
5.20
8.90
65.40
104.60
55.05
56.79
60.94
170.49
238.66
294.37
3.
SUN
423.41 807.36 242.18 247,50 250.47 250.30 252.70 254.56 256.54 250.71 260.66 270.28 259.44 388.14 24S.10
243.06
248.43
249.90
r
I
40.25
39.73
37.75
39.14
33.40
8.27
47.61
56.26
78.91
121.45
122.56
120.43
159.22
166.98
127.46
254.77
82.31
251.62
83.07
254.49
256.41
154.00
168.70
255.05
260.69
267.65
91. BO
Z31.25
34.01
36. 86
38.88
39.87
9.95
10.69
12.64
12.34
27.21
63.96
118.21
109.26
55.25
14.35
24.40
10.80
7.70
3.60
38.60
31.47
25.16
11.44
0.21
2,89
24.64
4.00
7.60
11.30
370.71
232.85
76.28
59.18
57.73
52.43
54.56
58.84
55.11
83.36
151.40
107.03
111.50
116.46
118.64
121.16
121.15
104.48
87.06
37.22
37.10
106.82
173.91
152.76
97.84
94.97
88.92
47.85
48.86
48.91
58.61
56.61
33.36
83.36
78.85
39.36
41.59
514.04
462.86
244.23
88.03
85.32
87.47
114.91
123.18
197.17
173.22
140.97
108.38
117.57
44,D4
45.64
47.26
47.57
248.06
249.42
252.30
253.74
41.17
31 + 00
26.66
32.74
56.31
36.47
39.99
16.04
12.50
11.93
11.08
16.92
27.25
42.25
70.64
120.12
138.77
68.29
40.19
28.28
76.00
137.60
129.40
67.10
16.60
12.50
256.02
241.56
146.99
57.61
61.58
56.3)
54,60
55.77
63.70
96.44
85.31
92.84
96.17
120.65
95.49
109.00
7.2D
6.20
4.20
11.20
23.90
43.40
80.50
136.40
156.80
85.90
44.70
25.80
114.39
113.26
121.64
114.15
122.35
119.36
111.50
89.40
98.01
91.79
35.57
34.94
30.48
19.47
0.00
86.09
116.13
27. BA
170.62
256.52
323.45
199.35
111.53
86.78
86.09
84.25
94.35
80.97
87.71
111.46
209.82
45.16
26.64
188.54
197.75
32.71
1U.45
117.81
259.03
208.46
89.28
80.74
36.00
25.11
21.79
24.65
37.72
35.33
40.38
43.35
43.24
47.48
44.87
47.81
44.81
35.66
21.25
58.92
256+19
260.56
255.62
307.59
63.4$
39.68
42.41
287.85
261.80
266.75
248.40
247.39
249.53
242.59
253.37
253.37
251.13
251.88
258.62
320.48
506.48
469.66
243.41
240.95
J
TAMS1
LOC NO;                              14.                        16.                        13.
13.
22.
PERMO YR
GE BA-A 0
t OUTFLOW
313     1 93  I 33.19
314    2 93
►     37.30
315 3 93 ► 37.83
316 4 93 ► 35.57
317 5 93 ► 35.82
318    6 93
’       34.21
319    7 93   i           16.65
320    8 93
i 77.30
321      9  93
32210       93
32311      93
32412 93
SUM • 1
103.62
58.86
23.54
30.38
11347.68
SOR R&A
OUTFLOW
15.93
14.09
7.69
8.95
26.10
89.04
139.39
179.67
153.52
88.59
33.58
17.89
17027.01
GEBA-R D
LOCAL CU
11.80
9.10
1.10
3.60
21.10
94.30
155.40
176.60
151.90
91.60
34.80
15.20
13.
GEBA-R O
inflow
60.92
60.48
46.62
48.12
83.02
217.55
311.44
433.57
409.03
239.05
91.93
63.47
GEBA-R    0                                           18.
3.
OUTFLOW
108.66
118.06
113.19
109.57
122.78
164.68
152.22
340.65
407.47
237.45
97.52
103.84
17029.10             45403.75        *5050.56
MAX «
HIM =
224.52                  335.84
311.50             859.33
857.77
0.00
PMAX=                   93.00
AVG «
PMIMa
35.02
1.65
9.00
52.55
0.40
6.57                    8.18
308.00                  245.00
9.00 93.00
52.56 140.14
16.00 245.00
93.00
139.04
245.00
BI KBIR-i
outflow
97.89
86.30
95.15
101.66
76.71
35.90
69.65
277.76
295.71
199.36
108.00
103.70
34295.45
342.61
9.96
141.00
105.85
244.00
&AR0
^tflou
*0.27
*4.50
**.*2
*3.78
*9.16
57.57
*4.17
120.50
1*7.61
62.35
35.06
38.06
16214.10
315.41
1.84
93.00
50.04
245.00
2*6.^ 248.86 252.
»5.l! 248.65 25B.1J 266.05
850.sc 519.16 240.5? 245.60
*5*60.12 1512.2c
23.31 0.00
294.94 0.0011.
IZ.2^0
fllBlR’*
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12,
SUMMARY Bt PEtlt®         FLOCC =
51 +                 50.                   22.
12.2®              51.1®                50.1®             22*1®            52.160 fllRBIN'A        GE8* AU            0IUIR-A            IIBIlt-T         iWO 142
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0 + M 622410.® 107402.® 27077.90 163155*30 135064.® 0-00 602336.10 103056+10 27270.95 1MZ64J0 133661*40 0-00 622399.00 102955.30 29250*85 1®3 75.00 141245*®
0 + 00 ®2341.M 89050*75 34367.93 168195+00 T25377J0 0-00 622419.40 50864.96 60® 7.36 235925.70 B1974.93 0.00 622413-M 16196.55 63904,00 267762.10 76647.22 O.M ®Z3Z9+90 36977.24 44239.01 06960.53 140991.3Q 0.00 906170+10 97119.® 63904.00 313968.00 140699.20
0.00        ®2329.BO        76206.21          32707.34        169269.®     114669+40
0.00         622393.50        91632.59          30812.62      172841.50      122127.90
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3
hj
8
SI
s
5 P
8 B
■
8
. 
§
'% 
8
8
If
n <■»*ERRO«
COMPUTER CHECK FOR POSSIBLE ERRORS
FLOOD HUMBER*****
POSSIBLE ERRORS FOUND*
♦<**♦♦♦****»♦*♦»*»**>*♦♦♦♦♦*»*»*»«♦*>♦♦■•«**♦* *♦••****♦♦♦♦♦<*
•CASES
CASES FOR PROGRAM DETERMINED RELEASES
** CASE » X.Y, WHERE: X » CONTROLLING LOCATION
Y = NUMBER OF FUTURE PERIOD CONTROLLING EXCEPT WHEN X=O
THEN, TYPE OF RELEASE IS BASED ON RESERVOIR REQUIREMENTS, Y •
Y-00 MINIMUM DESIRED FLOW AT DAM SITE
Y-01 OPERATIONAL CHANNEL CAPACITY AT DAM SITE
Y»02 BASED ON MAX RATE OF CHANGE OF RESERVOIR RELEASE
Y=03 RELEASE TO REACH TOP OF CONSERVATION POOL
Y*O4 RELEASE TO REACH TOP OF FLOOD CONTROL POOL
Y*O5 RELEASE TO BALANCE TANDEM RESERVOIRS
Y*06 BASED ON MAX RELEASE DUE TO OUTLET CAPACITT
Y=O7 BASED ON MOT DRAWING BELOW LEVEL 1
Y=06 MINIMUM REQUIRED FLOW AT DAM SITE
Y=09 RELEASE TO REACH TOP OF BUFFER LEVEL
Y*10 BASED ON AT-SITE POWER DEMAND
Y-11 MIN FLOW SINCE HIGHEST RES CANNOT RELEASE
Y=12 BASED ON SYSTEM POWER DEMAND
Y*20 BASED ON GATE REGULATION CURVE - RISING POOL
Y«21 BASED ON EMERGENCY RELEASE: PARTIAL GATE OPENING
Y=22 BASED ON EMERGENCY RELEASE: TRANSITION
Y*23 BASED ON EMERGENCY RELEASE: OUTFLOW*INFLOW
Y=29 BASED ON EMERGENCY RELEASE: PRE-RELEASE
CASES FOR        USER SPECIFIED RELEASE CRITERIA (QA CARDS)
** CASE ■ -X.Y, WHERE: X ■ RELEASE (CFS) OR RELEASE CRITERIA (IF ANY)
Y = COOE THAT WAS INPUT ON QA CARD
(OR REPEATED FROM PREVIOUS PER 100)
Y«00 X RELEASE SPECIFIED BY USER
Y>01 RELEASE SAME AS PREVIOUS PERIOD'S RELEASE
0 ALLOWABLE ERROR CHECK=
50
Y*02 INTERPOLATED RELEASE BETWEEN TWO USER SUPPLIED RELEASE VALUES
Y=03       PREVIOUS PERI00        RELEASE   ♦      X   PERCENT
Y=04
PREVIOUS PERIOD
RELEASE
-
X   PERCENT
Y=10
PREVIOUS PERIOD
RELEASE
♦
X CONSTANT
Y“20
PREVIOUS PERIOD
RELEASE
-
X CONSTANT
Y«22 RELEASE FROM GATE REGULATION CURVE
Y-23 RELEASE TO REACH TOP OF FL000 CONTROL POOL
Y-24 RELEASE FOR DAM SITE OPERATIONAL CHANNEL CAPACITY
Y=25 RELEASE FOR MAXIMUM OUTLET CAPACITY
Y«26 RELEASE TO REACH TOP OF CONSERVATION POOL
Y®27 BASED ON MAXIMUM RATE OF CHANGE OF RESERVOIR RELEASE (RISING) Y-28 BASED ON MAXIMUM RATE OF CHANGE OF RESERVOIR RELEASE (FALLING)
Y-29 RELEASE TO REACH TOP OF BUFFER POOL
Y*30 RELEASE TO REACH LEVEL 1 POOL
Y*31 BASED ON FIRM ENERGY DEMAND
Y*32 BASED ON ALLOCATED SYSTEM POWER ENERGY
Y-33 RELEASE TO BALANCE TANDEM RESERVOIRS
Y-34        BASED           ON RESERVOIR LOW   FLOW REQUIREMENTS (DESIRED Q) Y=35       BASED           ON RESERVOIR LOW   FLOW REQUIREMENTS (REQUIRED   Q)
Y-36    BASED   ON   D.S.   FLOOD   CONTROL   REQUIREMENTS
Y“37       BASED           OH D.S. LOW FLOW REQUIREMENTS
Y-41        OUTFLOW EQUAL INFLOW
Y=A2          BASED ON PREVIOUS  PERIOD GATE     SETTING
Y=43 RELEASE TO REACH X LEVEL (AT END OF CURRENT PtRlOO)
Y=50 MINIMUM RELEASE MADE IF D.S. TANDEM RES. IS RISING AND
Y*44
RELEASE
TO  REACH
X  STORAGE
(AT    END  OF  CURRENT  PERIOD)
Y-45
RELEASE
TO  REACH
X  ELEVATION
(AT   END  OF  CURRENT  PER 100)
D.S. RELEASE IS LESS THAN VALUE XANNEX 1F SEDIMENT STUDIES
ANNEX IF
SEDIMENT STUDIES
Biro-Akobo River Ba jin Integrated Deveiopmrti  M*
1        J,er Plan<
IANNEX IF SEDIMENT STUDIES
I 2.
J.
1
s
^o»ucr,ON"
aVAIL*^’AT*
data analysis .................... ..........................
RESERVOIR SEDIMENTATION___ ____ recommendations FOR SEDIMENT MONrrORCSG
TABLES
1
2
3
4
6
rab!e       ]       Sediment Rating Curves
fable  2.      Average Annual Sediment Yield in the Baro-Akobo Basin lable  3-     Reservoir Sedimentation Rates
T.hlr, 4.      Reservoir Sediment Accumulation
FIGURES
Figure 1.              Sediment Rating Curve - Keto River near Chanka
Figure 2.                Sediment Rating Curve - Gumero River near Gore
Figure 3.             Sediment Rating Curve - Ouv»a River near Guliso
Figure 4. 
Sediment Rating Curve - Sor River near Metu
Figure 5. 
Sediment Rating Curve - Gecheb River near Mizan
F'W 6 
Sediment Racing Curve - Begwaha River near Tepi
■Appendix 1 
appendix 2
A Pf*odix 3 
^4 
appendix 5 
7*Mix6 
' Pl*ndix7
?F*ndix 8
appendices
Sediment Measurements - Keto River near C Sediment Measurements - Gumero River near Sediment Measurements - Ouwa River near Guliso Sediment Measurements - Uka River near Uka Sediment Measurements - Meti River near 1 Sediment Measurements - Sor River near Metu Sediment Measurements - Kunni River near Sediment Measurements - Gecheb River near > Sediment Measurements - Bitin Wobo River near Sediment Measurements - Begwaha River near ep Sediment Measurements - Birbir River near 0
T AMs,ulc Baro-Akobo River Basin Integrated Develop®*111 Muter Pha
lF-iANNEX IF SEDIMENT
WATER RESOURCES vltvT Sf^
1. INTRODUCTION
• ninal objective of the sedunen. 
“^ro’X*^^0" °f 50 °r > eaR
. mentation studies is to estimate the amount of sedmeni^ for  ^.^bo basin. Based on the
reservoir todforage is usuaUy seieered » W
TAMS-ULG Baro-Akobo River Basin Integrated Development M
IF- 1^TER RESOURCES
aVAJLABLEDATA
ANNEX IF SEDIMENT STUDIES
'' 
^rt data have been collected at eleven gauging stations in the basin. These
" Appen<i“'
cords  appear  to  start  in  1982  on  the  Keto  River  near  Chanka.  and  records  at  six 
fbc  oldest  ^
]?gg    ^j]  rec
ords  stop  in  1990;  overall  only  10)  measurements  have  been  taken 
jtjiioos start             These measurements have been taken over a reasonably large range of
j- ff the            include measurements al high flows, some of them during the rainy season at
±5cbnrgcs.  exCCsS of three or four times the mean  annual flow.  Some of the measurements
i5ChHr 8CS
|    taken  at  the  beginning  of  the  rainy  season,  when  soil  erosion  and  sediment  transport Afl fitquently  expected  to  be  the  highest  due  to  the  higher  erodability  of  the  dry  soil  often 
J^ved of vegetative cover.
■in.y the raw data of the sediment measurement were provided with no analysis or descriptive Hence,  the  methodology  for  sample  collection,  i.c.,  depth  integration,  collection  point. 
c k    are   unknown   at   this   point.   The   largest   concentration   observed   in   any   of   the   101 
measurements 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, nt Kno near Chanka has a number of measurements with concentration in excess of 500 ppm, jp 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 torn 300 ppm to 800 or 900 ppm.
1F-23. DATA ANALYSIS
Based on the flow measurement indicated at the time the sample WCTC
convert the measured concentration in daily sediment load, i.e., in t0 Uken il’  Possib|
s
e
F
stations with sufficient data, i.e., the Keto River, the Gumero River the Ch*  °r
River, the Gecheh River and the Begwaha River, sediment rating curves River’
determining the best regression estimate between daily sediment load and ‘ est“ ated k 
n
300 nver discharge ’
Table 1: Sediment Rating Curves
River
Keto
Catchment Area (km )
1 006
2
Mean Annual Flow (m /s) 17 6
3
Sediment Rating
Curve Equation
Rt 1(ressio^
Gumero
106
2.05
yi v.UlU | U q
Q, = 0.00372 q° 720
Ouwa
288
5.75
Q$ = 0.00089 q™9
0.562
0 812
Sor
1.620
52.6
.
0 698
Q. = 0.00130 q ’”
1
.
0.948
Gecheh
79
1.90
Qs = 0.00056 q'220
0.784
Begwaha
125
3.33
Qs = 0.00110 q*145
0.841
In  the equation  shown  above Qs is the sediment daily  load  in  metric tons per day  per ian; 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 presentee 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
Loa
Annuli Sedimf®1
d (<A r/UdlL-—
V
Keto
1,006
17.60
-
---------
’
Gumero
106
2.05________
Ouwa
288
5^80          __
-
--------------- 104
Sor
1.620
53.60               ,
-----------
61
Gecheh
79
1.90        ___ .
Begwaha
125
3.30
1F-3ANNEX IF SEDIMENT STUDIES
I.
, standi "
E fSERvon'
SEDIMENTATION
results  are  very  low,  and  should  be  confirmed  by  developing  an  intense meaSUrements with proper quality control.
nerformed for this study, and with the limited amount of data available,
5i je level of ana^tsParc only  indicative and  the database is insufficient to  guarantee that the
. ,s ciear th*  ***    . by processing these data are reliable. At this level of study, it is therefore conservative approach for the planning of reservoirs.
1
,  been  observed  in  various  part  of  the  world  that  the  annual  average  soil  erosion  frequently ^■ods 1 mm, the equivalent of approximately 1,700 Vyr/km  and can average 3 mm. Not all
1
soil  reaches  the  river  and  accumulates  in  reservoirs;  generally  Lhcre  is  redeposition 
■Bfwten the source and the reservoir. This effect is measured as (be delivery ratio of sediment, mhich  is  the  ratio  of  the  sediment  yield  of  a  catchment  to  the  total  soil  loss  upstrearp  The
dnivery ratio is a function of the catchment shape, slope etc. and it usually 
- uh
A
jicreaswg catchment area. Based on the observation that sedimentation in the basin might not
x as severe as in other part of the country and the world, the estimate of 3 mm of soil loss has
twn adopted until further systematic sedimentation measurements are performed. Based on this
esimate. and delivery ratios obtained by regression analysis of many large basins the following 
sunates were adopted  for the various reservoirs.  The in-place density  of the sediment
Jtcjmulated  in  the
reservoir  has  been  assumed  to  be  equal  to  1.35  t/m ,  &om  in  Africa  and 
3
tistwhere.
Table 3: Reservoir Sedimentation Rate
^Iduntnl Area
L
Delivery Ratio (%)
Sedimentation
Rate (Ton/vr)
Reservoir Equivalent Storage (mcm/vrl
56
297.000
022
38
990,000
0.74
_____ 32
1.670.000
124
___  21
5,600.000
4.13
_ 18
9,398,400
6.96
____ 15
15,800.000
11.70
_____ 14
21,400.000
15.90
■ od of 50 -“** on this relationship and an acC^'J^nXeshmated 
for reservoirs tn the Bare- Akobo 
Wiroinary estimates of reservoirsed^^ (h Jfovel of ^^rous
m
 required de^
w
 assist
a
y  4 can be Judies and
e
To  °
designs of reservoir, however. I e, 'knsiy<. monitoring program must be es
Planning of water resources develop  ^uire tehabte  bastn-
vahous p^
f
_ vuo
TAMS-UIjG Baro-Akobo River B«m»water resources
As more data become available, it may be possible to develop 
determine regional variations. 
Table 4: Reservoir Sediment Accumulation
~ 1FSEDIMEkT^
yicld equation.
’Mio
Reservoir
Catchment
Area (km )
1
Sedimentation Rate (10* Ton/vr)
Stora  e (mrtni
Abobo
2,790
3.60
g
133    ‘
Chiru
733
1.32
Mey
353
--------
0.76
Dumbong
1,100
1.79
-----------
28V
~              —__ 66 4
——-
Gilo-1
7,573
7.62
Gilo-2
9,640
282
9.13
Gilo-3
9,820
338              ------- —
9.26
Birbir-R
343              ---------- -
6,840
7.06
262 ----------------- --
Birbir-A
3,579
4.34
161
Geba-R
6,222
6.58
244                 - ------ -
Geba-A
1,086
1.78
65.8
Itang
24,420
18.3
“ 679
Gambela
23,461
17.8
659
Bonga
22.290
17.1
634
TAMS
20,970
16.4
606
Sese
367
0.79
29.2
Sor
1,777
2.57
95.2
Gumero
443
0.91
33.7
Baro
1.620
2.40
88.8
Beko
1,815
2.61
96.7
Kashu
449
0.92
33.9
Saku-Guda
378                                   0.80
29.8
It should be noted that the quantities estimated in Table 5 assume a 100% trap efficiency. * assumption is only valid for large reservoirs; for relatively shallow reservoirs suc^
Abobo the rates of sedimentation might decrease with time as the reservoir fills wi
TAMS-ULG Bi to-A kobo River Basin Integrated Develop®*11*
IF-5
Mister P|aD^ meni>a
m                        tions for sediment MONITORING
^-graphs have highlighted the need for a more extensive sediment database Tie
appeafS ‘° mdCd 'n l990 As a the data are
Msin'
1°°
meas
urements
at
11    gauging    stations.    As    indicated    above    these
c
>tr
tl*  uTrc
taken 
over
a  wide  ra
nge
of  discharges,  and  it  should  also  be  encouraged  in 
^^Lpaigns. The first recommendation is to concentrate the morutoring resources al a
Sher of Eau^ng stations OVCT longer ^"oftte entire basin at all ante.
i -ovsr3gc
of  rather than to attempt the
development  of  the  monitoring  program  will  include  the  selection  of  river  sections  where ^discharge  can  be  accurately  monitored  and  where  rating  curves  are  well  established  This ^tion will require a detailed review of the flow measurements and their processing to assess Reliability   of   the    flow    data
tpanunent set of sampling  sites should  be established,  and  depending  on  the availability  of
►nds and human resources, all the sites could be monitored cither every year or alternatively a no&on of sampling sites could be defined. At each site, a systematic sampling period must be nplcmeated  and  should  cover  the  end  of  the  dry  season  as  well  as  the  entire  wet  season Sanpting 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 
■xaioo, the objective should be to sample regularly during the wet season including at the time cf the peak annual flood, if possible. In the case of site rotation, each sampling site should be the
.cwte of a systematic campaign of measurements every few years.
<5 die data of the wet season campaign become available, a report should be prepared for each -onnored location. This report should contain all the sampling raw data, the measurements and -analysis of the results should initiated.
make better use of the resources and will provide a reliable basis tn estimate Jdicauv  tr^' P° -
rt    'n  the long run. the programme might also show some trend which could be
■<»example * deteriorating soil condition, or of the effectiveness of the reforestation program
S 'lC ^^tion, the monitoring strategy should also consider rivers with particular "27s which likely to be developed. For example, the Birbir river basin is
C * Mo tf7Ucc ,ar&c amount of sediment, and it is also a river candidate for the
s
s
n
° f the PriorS^ and hydroclectric
s1ations   A
-   confirmation of the problem should be
.. 
sediment monitoring programme.
ik1 °  °f sforaRR       oir should be subjected to annual bathymetric campaigns to assess
i  Ss                           rescrv
C^ts. the rl Lpstreare sampling locations should be selected and monitored on the main 
nR' ^establS? 30(1 Mc-V rivcrs- as well as on the Alwero itself. This should also 
Volt                £lmenl
>mes.         °f gauging station with rating curves for continuous monitoring ot the
Baru-Akobo River Basin Integrated Development Master Plan
IF-6ANNEX IF SEDfMENT STL’DIES
, Rating Curve - Keto River near CJmka Sedin^1                           Curve. Gwnero River near Gore
1
Sediment R S
Quwa neai
 Guiiso
2
3.
Sed iment
R» 
6
c  e        Sor        Rivn        nCiff        MeUl
^
Sedunen 
4.
Qecheb neH Mtzm
5
6.
S SX“‘
cun,e •BeEwaha ““ Tep’
i. ’Sediment Rating Curve
Keto River near Chanka
Figure 1Sediment Load in Tons/day/km2
Discharge In % of Mean Annual Flow
Sediment Rating Gumero River near
Figure 2Sediment Rating Curve
Ouwa River near Guliso
Figure 3Sediment Load in Tons/day/km23ocffm«nt Loud In Tons/day^kmz
Sediment Rating Curce Geeheh River near Mizan
Figure 5Sediment Load in Tons/day/km2
rufVB
Sediment RatinS’ Tepi Begwaha Rivernear
Figure 6ent Measurements - Keto River near Chanka
’ r ent Measurements * Gumero River near Gore
cld'iment Measurements - Ouwa River near Guliso Sediment Measurements - Uka River near Uka Ldirneni Measurements - Meti River near Dembidolo ceduner.t Measurements - Sor River Dear Metu Sediment Measurements - Kunni River near Chanka Sediment Measurements - Gecbeb River near Mizan Sediment Measurements - Bitin Woho River near Tcpi Sediment Measurements - Begwaha River near Tcpi Sediment Measurements - Birbir River near Yubdo
1F-Tannex if sediment studies
water resources
mtnt measurement, keto river near CHASKA appendix v.sedime
Drainage AAre«. L a.  OO*
Concentration
Daily Sediment Load (t/day)
------
^J6^9__L_
16 Aug I9j2--------------
•—
— 
4636 
.
522A4
17 Aug_l?82-------------
y
------
 48.10 
.
— 
l8Augl9»2-------------
, 19 Aug 1982_-----------
------
- ~ 72.60 .
271.40
’467.29
 V
------
---6925 
•
395.28
561.08
_____ 1.860
2,093
1.128
2,931
2,382
2,911
^20 Aug l?5?---------------- -- t~2TA^j98?—------- ------- 4
7 Jul1986___________  t
----- -           60D4______ --------------  48JO__11 ----- —^77.07 
_
1534.66^ '460.42
------------- on2 *7^
TfOcH987_______ _ —■ •---------- "     54.40______ I
823. / 3
538.92
6,378 3,066 3,872
517
25Aug.--- ------------------ 29 Jun 1989^—
| __________ 111 ____ — T"               60.63
1
'saSM.--------- -
IANNEX IF SEDIMENT STUDIES
V 3. SEDIME*  MEASUREMENT, GUMERO RIVER STAR GORE
7
106 km ;
3   Me*n Annual Flow 2*ft5 “J/»
Pi* 
;6Nhrl2?_9
SMar 1989
4 Joi !9?9_ 
ahm 1989 
'I'Nov 1789
MNov 1989
r
HlW0
Flow (m^'s)
0.12
5.44
14.81
12.63 18.94
8.03
8.60
0.70
0.38 1.48
5.31
0.71
0.86
3.63
Concentration
105.45
__ 
46 88 43.76 34.38 51,05 10.42
33.34 16235
51.08
53.63
78.68
161.66 100.64
66.04
Daily Sediment
Load (t/day)
1.1 22.0 560 37,5 83.5
7.2 2,9 9.8 1.7 6.9
36.1
9.9
7.5
20.7
Baro-Akobo River Basin Imepited Development .Master Ptan
JF- HIwater resources
ANNEX if SEDIMENT studies
appenw ’■          > M... *»»»•'"»"515 m’,s
Date
Flow (m /s)
3
Concentration
20 Sep 1984
14.71
556.37
24 Sep 1984
10.17
292.94
P*11? Sediment
L•-oar  -uau t \VQayi.
70*7     — ---
——_____ — *
14 Oct 1984
5.99
—----------- - -** '
’— -
130.39
20 Sep 1985
11.96
67     "
1206.56
------ - ° /
—
5 Aug 1986
9.96
—
L247      ' —
19 May 1988
2.77
579.42
no ------------ I
28 Jun 1988
7.30                                  398.49
—-- ---- -
17 Oct 1988
13.70
251             ”
329.17
26 Jun 1989
7.10
39cT
727.98
14 Nov 1989
447
7.55
304.38
199
14 Nov 1989
7.55
331.88
216
14 Nov 1989
7.55
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 Haro-A kobo River Basin integrated Developmentannex if sediment studies
tffp’
2
DIMENT MEASUREMENT, UKA RIVER NEAR UKA 53 km ; Mean Anoual now 121 m «
Concentration
(PP°D________
Daily Sediment
Load£Uda\i
5.09
5.89
6.12
65.63
42.71
53.13
28.9
21,7
28.1
4.17
5.41
51.05
12.51
42.72
12.50
88.68
3279
40.71
29.99
18.4
5.4)
5.8
20.0
150
0.42
2.63
2.63
2.63
5.9
3.2
7.3
JU
Al
_______ ’<1 Nov 1989
I'
3.47
154.76
46.4
3.47
119.76
35.9
X Nov 1989
3.47
124.99
37.5
23 Nov 1989
4.80
62.86
26.1
■j Nov 1989
4.80
61.19
25.4
23 Nov 1989
4.80
58.37
24.2
jOhin 1990
2.13
98.44
18.1
30 Jun 1990
2.13
72.50
13.3
UOJun 1990
2.13
92.19
17.0
25 Sep 1990
6.20
117.19
62.8
Jjtp 1990
6.20
124.69
66.8
lSep_1990
6.20
157.50
84.4
1F-Vwater RESOURCES
ANNEX IF SEDIMENT STUDIES METl RIVER
2.^____________________________
t
■
Drainage Ar~ >44 
5.24
4.90
4.02
2.69
2.61 5.45
4.02
3.41
1.66
1.24 1.63
Concentration
204.73_ 119.18. 224.20
152.22
98.24
201.88
17O.53_ 522.15 426.24
Daily Sediment
LoadjUday)
92.7 50.5 77.9 35.4
8.5 95.1
592 153.8
61.1 11.4
I0S o^cES
ANNEX IF SEDIMENT STUDIES
^dix6:
2
cCOlME^T MEASUREMENT, SORE RIVER NEAR METU (un - Mean Annual Flow 52.6 m /s
13347
4.49
173.60
134
2.14
*
-
16.58
96.18
132.11
114.51
141.7
124.00
139.67
Conctntnfioo (ppm)
155.25
71.43,
5938
2402
17.84
1232 53
109.60
10190
139.76
82.J4
178.75
204.38
17906
28125
95.31
8875
9625
119 38
102 J 9
251.87
109.69
J05.94
166 56
127.50
108 12
135.00
14781
18875
Dtiiy Sediment Load
(W«y)
1.790
28
89 i
3
3
2375
455
146
200
118
256
293
253
2337
792
738
1.099
1363
1.011
2,492
1085
1,297 2,039 1361
1,158
1.446
U84
2318
i
•TtalW
■■ M 390
^1990
l.M A90
IM 1990
iQAur 1990
IDAug 1990
10 to 1990
!■ to 1990
254.38
169 06
7937
3,070
139,67
958
IJI4
17.50
25532
1608
1,608
2673
14039
134,82
134 3 8
123 13
117.50
9094
1,630
1,494
1,425
L059
272.50
3,174
148.93
104.69
183.12
184 69
14937
1219
2356
4.80
"78 44
2377
1,922
33
Integ ruled Development Mailtr
Plan
• -
iF-vnwater resources
ANNEX
APPENDIX 7: SEDIMENT MEASUREMENT, KUNNI RIVERJVEaRq^^^
Drainage Area: 88 km ; Mean Annual Flow
2
Date
Flow (m /s)
3
Concentration
(ppm}
25 Dec 1988
0.95
56.76
28 Jun 1989
2.18
355.39
18 Aug 1989
6.53
822.19
18 Aug 1989
—
480.94
464^               -
18 Aug 1989
—
27?
475.00
19 .Aug 1989
6.84
268           ’
607.81
19 Aug 1989
-
— 359          —*
529.38
19 Aug 1989
—
313       "------
618.75
366
20 Aug 1989
7.26
801.25
503
20 Aug 1989
-
657.81
Zl3
20 Aug 1989
—
714.06
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-VLG Ba ro- A kobo River Basin Integrated Development
IF-VIIIIF SEDIMENT STUDIES
: sediment measurement, geche river
1
\
. 79 km ; Mean Annual Flow 1.90 m s
How (mVs) 5.14 0.19 2.10 4.44 0.40
Concentration
222.24
3832 29.97 35.75 17.50 1938
50.63
Daily Sediment Load ( t/day)
98.7 0.6 54
13.7
0.6
0.7
1.8
3.20
104.06
105.94
111.56
64.69
6438
28.8
293
0.84
69 69
3.65
132.19
15125
4L7
47.7
0.61
108.13
109.69
103.12
150.93
34.1
5.8
5.4
8.0
IFIXWATER RESOURCES
ANNEX IF SEDIMej^.
-------------------------------------------------------------------------------------- I E$
APPENDIX 9: SEDIMENT MEASUREMENT, BITIN VVOHO RIVER \Ear
Drainage Area: 220 km ; Mean Annual Flow 1.04 m /s
2
3
Date
Flow (m /j)
3
Concentration
15 Mar 1988
0.26
44.40
10 Jun 1988 114“ ArAnUou1Q17X0R0 15 Aug 1988
0.48
2 SR
2.20
29.92
'll *1A
Load  luuav iv — 
-------- - _ _1l A(]Jl 1.2
JJ.jO
38.56
_       7.4^~~------
16 Aug 1988
2.25
48.07
93
17 Aug 1988
2.14
37.18
6.9           -
18 Aug 1988
1.94
42.36
71
20 Aug 1988
4.19
26.20
.
95
22 Aug 1988
1.13
49.57
.
4.8
24 Jun 1989
- ■— - ~
0.82
50.30
3.6
31 Dec 1989
0.89
127.19
9.8
31 Dec 1989
93.44
7.2
31 Dec 1989
--
87.19
6.7
23 Feb 1990
0.69
36.88
2.2
23 Feb 1990
29.38
1.8
23 Feb 1990
—
44.38
2.6
25 Aug 1990
1.27
75.62
8.3
25 Aug 1990
—
66.25
7.3
25 Aug 1990
—
89.69
9.8
26 Aug 1990
0.47
95.94
3.9
26 Aug 1990
—
104.3
4.2
26 Aug 1990
-
93.75
3.8
TAMS-ULG Baro-Akobo River Basin Integrated Development Masannex if sediment stodjes
kES0^cES
sE  DIMENT measurement, BEGWaHA river near tepi
sf ipf
j
j. Mean Annual Flow 33 m /s
Flow (m fs)
059
Concentration (ppm)
___ 85.47
Daily Sediment
Load (t/dav)
4.4 ~
2J0
4.66
_ 7437
85.82
18.6
34.6
490
3 38
97.24
71.50
97.24
412
20.3
4.20
5.77
3.14
1.41
55 3
78 17
68.59
48.48
39.0
18.6
59
1.51
1.00
13438
12531
146.00
26.88
7625
37.50
17.5
16.4
18.3
23
6.6
32
6.12
1.36
2.93
JJ7.5O
18250
62.1
99 J 
221 56
103.44
97.50
90 94
132.81
177.50
121.56
115.94
109.06
131.25
1172
12.2
11.5
10.7
33.6
44.9
jm
12.3
11.6
13.9
o-Akobo River Basin Integrated Development Master Plan
IF XIWATER RESOURCES
ANNEX 1F SEDIMENT STUn
APPENDIX 11: SEDIMENT MEASUREMENT, BIRB1R RIVER NEAR YUbiR)
Drainage Area: 1,563 km ; Mean Annual Flow 29.6 m /s
2
3
3
Date
Flow (m /s)
Concentration
(PP  )
m
D »Uy Sediment Load (Vdav)
1R Mar 1988
—
117.7o
--
7 Nov 1988
31.68
292.81
801
7 Nov 1988
—
309.69
848
7 Nov 1988
-
275.94
755
7.05
61.25
37
—
68.44
1 A nr 1 OQO
1 Apr ivtu ___
1 Apr 1990
p------------ Z                     1            61.56
38
42 1
^^UuTl^ko'boRherBasH.lntcEr.t
___________________________________
iF-xn
>,14S'er■
nUHCES ANNEX 1G WATER RESOURCES COST ESTIMATING
T £BkES° .         — ----------- ■ —  __ ■
ANNEX1G
WATER RESOURCES COST ESTIMATING
~—-———_____________________________ -____ _______ " —
^^Akobo River Bwo Integrated Development Master Plan'rwA♦'A1*
s -CES lG WATER resources cost estimating
CONTENTS
  I
‘ L WORKS UNIT PRICES..................................... I \ of Cost Experience in Ethiopia
>' |„”en«onal cost Experience
/ COST functions
j I Dams......... ............................................
p Spillways......................................................... 3 J nP^rieressuTurnenteuls iuanrd^S-h-a-f-is-
14 1.5 36
37
3 8
39 4I
Irrigation Tunnels 
Canals ................................................................
power Plant .......................................................
Transmission System.. .......................................
Irrigation Infrastructure....................................... Access Roads 
OTHER COST ELEMENTS
4I Physical contingencies
fi1
42 Engineering and Administrative Costs
43 Foreign and Local Cost Components................
4 4 Operation and Maintenance Costs (O+M;
i......................................................................................
* * ■ !.
-.. 2
2
............ ..........3
..................... 4
■ -■ .... ... .... 4
4
....................... 5
...................... 5
...................... 5
...................... 6
6
7
7
8
8
8
8
................ ..... 8
TABLES
TabJel
Civil works Unit Prices
Table!
Tunnel Support Classes 
Table 3
Transmission Line Costs
Table 4
Irrigation Infrastructure Costs
figures
Figure 1
figure;
Embankment Dam, Typical Section
Figure 3
Rockfill Dam, Typical Section
figure 4
Dam Cost Curves
figun 5
Typical Spillway Profile
figure^
Spillway Cost Curves
figure 7
Typical Section of Circular Tunnel
figure s
Cost Curves for Circular Tunnels
fi&u 9
:
Ypical Sections of Horseshoe Tunnels
|Q
ost Curves for Horseshoe Tunnels 
ipical Canal Sections
figure i2
>'      i3
>'    14
■w,,5
^anal Costs as a Function of Size
anal Costs as a Function of Discharge Capacity e nstock and Manifold Cost Curves 
ower Plant Costs
Sw,,chyard Costs
Buro-AkolM) River Bus In [ntqjraled pe*elopmCllt MMt*T 1. .r xvaTEK RESOURCES COST ESTIMATING ANN®___________________________________________ _____
introduction
i.
Most of the cost
of U~i prices denved from'
, th_ master plan level of studies is based on TAMS' dau international competitive bids for similar works in .xf^
of
has bee„ developed from ,
Mother   deselopmg   ““s     „   i   °,   uo-toAle   AH   cost   estimates   ate   expiessed   in   Us ^protects and » “"S?! kt* The applicable exchange rate at that date w
dollars (US «•>’“’ ,9% P HISS® 6.33 Bin.
lU
. process (in view of the large number of projects
i
to simplify the cost esumaung; v 
a for lhc major project features, wtach
co-^'iTp^ipaJ characteristics of the feature There cor. hmmmr Vfollowmg sections
themselves are included in the 'project proh.es' for opdon -e
S" *’ 'K)sources a^ex 1G water “towers cost estimatog
fIvU
 WORKS UNIT PRICES
Revitw of Cost Experience in Ethiopia
jJ
experience of medium to large dam and power plant construction in isttc re**** tQ base unit prices The Gilgel-Gibe hydropower project which was 
^opia  P°
u
n  un<jer a special arrangement with the North Koreans is net a useful
truction data from the Midmar Dam and Abobo Dam were examined
F r small dam
as the cost estimates r
cons
’ f  Dire Dam This data was obtained from the Ministry of
Resources
r th4 Nlidmar Dam (contract dated Sept. 1993) and the .Abobo Dam (contract W TnSt994) were found to be generally consistent when expressed al comparable price
Tested unit prices for the Abobo Dam converted to USS at Jan 1996 price levels JH15 follOWS.-
IlHO
Unit price
Common Excavation
2 Oto 4.2 S/m3
Stock Excavation
16.0 S/m3
Impervious core
SWIFdl
5 3 S/m3
5.3 S/m3
Transition Material
Riprap
16 8 S/m3
foocrete (C-25)
266S/mJ
Jormwork (plain)
169 7S/m3
wJbrcing steel
31 3 S/m3
2473 ST
. Prices. Those for"^ cart^lW0r*t5 generally  comparable to international competitive
a-^'jor'al Price5. whilp^^ forrnwork aPP*ar to be somewhat higher than
Dvn   510     **   ’bout   twice   to   P°Ce    tOf
rc n
’ ^orcin8   stee*   f°f   the   Abobo   Dam   project
lJ ^anPr°Jcct    ’s    further  aS   35    mtemational  prices  The  price  position  for  the  .Abobo
^d  it  is   n
Or
^ P icated by  the fan that the Contractor is  a government
cm
c ear how overhead costs and construction equipment costs are
^ese
5^ Pp&ilrs. jg
a
n
TUlUle^ &
caverJeCent    cxPerience    in   Ethiopia   on   underground   civil   works   costs,
nr
L
S the
construction, shaft construction etc
k® based o^5^011 *s rec°mmended that the cost estimating for rhe Mister lnlemational competitive bid prices, adjusted to the coaditiocts in
1G-2WATER RESOURCES ANNEX 1G WATER RESOURCES COST Fattx
____________________ __________________________ 2™*^
2.2       International cost Experience
tamS maintains  a data base of urut paces  for water resources  cwrl works  ba^
TAMS main * experience
Qf
b a bfoad range Qf developing coutnde2< on
faut
a 10% across bogd
ft
«
Akobo area
rf the Ugh transportation costs associated with constntatca i„ lhe Bir»
A listing of the principal unit prices recommended for the study is given in T»hi are at Jan 1996 price levels and exclude taxes and duties 
c ’ These
Table 1 Civil Works Unit Prices
Item
Unit
Unit Price S
Common excavation
m3
3 83
Rock excavation
m3
9.60
Mass concrete
m3
100.00
Structural concrete
m3
14294
Tunnel lining concrete
m3
186 83
Formwork
m2
27 01
Reinforcing steel
T
1238 05
Borrow excavation, earthfill
n?
3.61
Borrow excavation, core
m3
4 00
Fill placement, earthfill
m3
4 00
Rockfill
m'
6.77
Transition material
m3
16.22
Drainage zones
m'
26.11
Rip-rip
m
11 20
Tunnel excavation
m3
69 78
Rock bolts
m
67 53
Shotcrete! 50mm)
m2
28 14
Shotcrete( 100m)
m
56.28
Steel rib supports
m
225.10
Canal excavation
m3
2.50
Canal earthfill
m3
5.60
Canal        lining        concrete (including formwork)
m3
120.00
NOTE:              The above prices are at Jan 1996 price levels.
____________________________________________________ _______ . 5jasxcr Pl*® TAMS-ULG Baro-Akobo River Basin Integrated Developmeni.
1G-3fit. peSOUKCES ANNEX IG WATER RES0|1><,
-------------------------------------------------- —
coS T FUNCTIONS
«: dam W« have b"nJ,d°Ple<i ?' d“ m“t'r «* «ta«. namely 
r** .’L, “d «",re’core rockfl“ dam Typ,“l ’ec““ «f "we rwo <tam q™ 
jZnFiB** "’'*
router spf“d sheets have bem d^e'0Pe<i wllich
dam <vp« for 3 '’•lde r“«' of <fcs,«" “ndioona. foundadons Mnd,„MS
12
quantitira and Msu fw
graphic conditions The major parameters that can be input into the spread sheets
iff'*
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
Toilbustrate the process, dam cost curves have been developed for a range of variables A of these is shown on Figure 3 It should be emphasised however that these cost
arc illustrative only The actual dam costs for the various projects under na erahon have been specifically estimated in accordance with the specific design and
WjwiCrofi|,'0n app^Cab,e to eac^ P oject These detailed estimates are given in the
r
3.1 Spillways 
^master planning purposes all sp^1 0" flood For gated spillways a flood
estimating purposes the spillway cost
designed to handle maxi®11"
fottcWs> e broken down into five eien
Excavation costs (which are very site spec
Headworks costs
Spillway chute costs
^tilling basin costs
Spillway gates
T ^v^uine of
s Pillway excavation was computed for each option from layout drawings 
T^M -
S Llg
^ris-Akobo River Balin Integrated UevdcpnKni Master Pl in
1G-4WATER RESOURCES ANNEX 1G WATER RESOURCES COST
~~" ■
Costs were developed for spillway headworks and stilling basins discharge capacity. Costs were developed for spillway chute. a?nct^on Of discharge capacity and spillway length.
A typical spillway profile which formed the basis of the cost estimat 4 The resulting cost curves are shown on Figure 5
3.3             Pressure Tunnels and Shafts
35 a faction of
ates ls sho*n on F)g&
A   variety   of   pressure   tunnels   are   used   in   the   projects   These   include   drwvc level outlet tunnels, and power tunnels. Shafts are also featured in
tUnne|s-few-
access   to   gate   chambers   such   as   in   low   level   outlet   works   and   *   W?’1tS     ®ainb'   fa
surge shafts to power plants.
Stakes and also as
Again   computer   spreadsheets   have   been   developed   that   give   costs   per   met a range of design parameters and ground conditions 
re oftunnei fa
The   typical   cross-sections   of   the   circular   tunnels   used   for   planning   purposes   are   sho» 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 ixbk 
combinations of rockbolts, mesh, shotcrete and steel rib supports
The various  classes  of support that can be adopted are summarised in Table 2 Tte resulting cost curves  used for circular tunnel cost estimates  are shown on Figure Thee costs  apply  to tunnels  with normal invert slopes  For inclined shafts  the costs  *trt increased by 60% and for vertical shafts by 100%.
3.4          Irrigation Tunnels
Any irrigation tunnels used on the project would be horseshoe-shaped partially full. Cost functions have been prepared for this type of tunnel in to the circular pressure tunnels The typical cross-section of the tunne is s 8 and the resulting cost functions of Figure 9.
3.5
Canals
for 3       ’
TAMS basic unit prices were used to develop canal costs per sizes and topographic conditions The variables that were consi er cost functions include.
—Y
TAMS-ULG Baro-Akobo River Basin Integrated nevelopm^11
1G-5___ _________ _——
oFSOU^CES aNNEX 1G water resources COST ESTIMATING
Bottom width of canal
pepth of flow
Side slopes of canal
Slope of terrain
Concrete lining thickness (including the caw- r
Proportion of common and rock excavaf ™ ”°
1 sections used to develop the cost functions are shown on Figure 10 The Actions for various size canals are shown or Figure 11 This data was then
cost functions in terms of canal discharge capacities typical examples of
.j t0 develop j.|[Ture |2 For this purpose a range of canal slopes was used vaxyina ">■0“
j.6 Power Plant
The features included under power plant comprise
i
Power intake
i
Penstock and manifold
•
Powerhouse, including all equipment
•
Tailrace channel
Other power plant features such as dams, tunnels, 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 comput
flcnnal yield strength
take  the  maximum  internal  pressure  with  a  factor  o  «     handliiuz  thickness  (r-D/300)
steel was assumed (Yield strength - kg/cm2) and a minim
*as assumed For master planning purposes a maximum re
Tlx  railing  cost  curves  as  a  function  of  pensrock  drscW  and  desrgn M Figure 13
^erhouse cost h
was adopted
escarch    Institute    fFPo    been     tstirnaIe<^    LSinS    developed    by    thell    S    Electric    Power Aerators, trans fa              RePOrt EM-3213) The powerhouse costs include the turbines,
liters and all associated mechanical and electrical equipment
h 0w^houSe costs
° n the tirrbin dI exPrcssed as costs per installed capacity as a function of net design es he cost curve is shown on Figure 14.
37  Tr*
T]je ‘’’’nission System
the s^^^'on sv«»
tch yard and h associated with hydropower development is in two components, 1 e transmission lines themselves
a M.S ULG Baro-Akotw River Basin Integrated Pnclopment Master PlanWATER RESOURCES ANNEX 1G WATER RESOURCES COST
ESTRU^c
riguic u. 111C3C wji lunvuvus wcic uaacu uu urrvi uaia 
Transmission line costs were taken from the TAMS cost data hasp a« <*u
3.8 Irrigation Infrastructure
Irrigation infrastructure includes main canals, secondary and tertiary canals land forming, drainage system and pumping station costs. Main canal
experience on similar projects 
3.9 Access Roads
Of .
' as Shown tn Table 3
clcari*g.
un
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$/km
•             New road construction 80,000 US$/km
The   above   figures   compare   well   with  the  reported   costs   of  improving   the   Gog-Pugnidc   - Abobo road which amounts to 2,000 US$/km
1G-7rSOUKCES ANNEX 1G WATER RESOURCES COST ESTIMATING
.fE^_____________ ______________________________ _
\V.‘
oTBER COST ELEMENTS
1.
pljV
.   for    most   of   the   civil   works   have   been   set   at   20%   The   only 5ical   c°ntin8enowerhouse   costs,   transmission   line   costs,   pumping   station   costs   and
Option is for which contingencies have been set at 15%.
4  2    Engineering and Administrative Costs
yte   costs   for   engineering   and   administration   have   been   assumed   to   be   10%   of anstroction costs including physical contingencies This covers the following items: -
,
Feasibility studies
.
Detailed design and bid documents
•
Supervision of construction
4.3 Foreign and Local Cost Components
For  master  planning  purposes  the  following  cost  breakdowns  have  been  assumed  for foreign and local costs.
Foreign
Local
Major Civil Works
Irrigation Infrastructure
Transmission Lines
Meeh + Electrical Equipment
Access Roads
75%
60%
85%
90%
40%
25%
40%
15%
10%
60%
Fq '
Osts include all foreign cost components of locally procured goods and services operation and Maintenance Costs (O+M^
<*M was have bee,,
„ per^ug* of
«=“■ “foto"":’
J
?- o of construction cost
and Electrical Equipment
0.5
1.0
1.5
3.0
^^‘ULC Baro-AJcobo River Baris Integrated Dcvtfoptncnt Muter Plan
1G-8<
s
 ANNEX lG WATER RESOURCES COST ESTIMATING
. g                          —------------- __
TABLESDt!»CR«PT»ON
VK
«... TW
I A»«HB or MflVMIM |
rete ovex 50 % o1AMD WU-L* {"«•< dWP
\unnet penmeter
■.
1/2 Rockbolt per
unit length of
tunnel
bio suppoi t except occasional mosh anC
Shotcrete
No support except occasional rockbolt
(SPOT BOLTING)
\
11/2 Rockbolt per unit length
I
I
Pattern rockbolts plus two layers of mesh
reinforced Shotcrete to crown and walls
Pattern rockbolts plus one layer of mesh
reinforced Shotcrete to crown and walls
Steel arch rib pattern rockbolts plus two layers I
of mesh reinforced Shotcrete to crown and
walls
Steel arch rib pattern rockbolts plus one layer
of mesh reinforced Shotcrete to crown and
walls
of tunnel
Shotcrete and Rockbolting
over 50 % of perimeter
Shotcrete and Rockbolting over 50 % of perimeter
Shotcrete and Rockbolting
over 50 % of perimeter & Steel rib pattern W 8 x 24
with MC 6x12 steel channel lagging @ 0 5 m
Shotcrete and Rockbolting over 50 % of perimeter & Steel rib pattern W 8 x 24
with no lagging
Note: Rockboft length « 0.5 X Tunnel Diameter ky iwcm'or
TABLE G - 2
TINNEL SUPPORT CLASPS
1 (JNNEt-H WK4TABLE G-3 TRANSMISSION LINE COSTS
1 PLANT OUTPUT XRV
LOAD DISTANCE
| km 1
100 1 200
300
132 kV
TYPE               1000$ km
230kV
TYPE
of’
SC
\ SC 1
345 kV
TYPE i
I COOS
•km
100
SC
. DC
100
175
sc
1 COOS' km
I5 175
175
100                        DC                   175      i sc                175
200 200 DC-SC 275 sc 175
' 300
lDC                     315
100                          DC-SC        i 2“5            SC                       175
TYF* jwH -----  Cl
L -      __ 1   __
t-------- ■---------
-------- **
*1
---
300 200
100
2DC                 350            DC                     315           i SC            350
DC                     315               sc            350
2CC                 350            DC                     315               sc            350
400
200
3DC
525
I DC
315
SC
350
SC
455
300
DC-SC
490
SC
350
SC
455
100
2DC-SC
i 450
DC
315
sc
350
SC
455
500
200
3DC-SC
' 625
1
sc-sc
490
sc
! 350
SC
455
1 300
2 DC’
630
DC
olG
SC
455 .
LEGEND:
SC - SINGLE CIRCUIT
DC - DOUBLE CIRCUIT
BOLD - PREFERRED OPTION
NOTES:
1- ALL COSTS ARE AT JAN 19%
PRICE LEVELS
2. COSTS ARE FOR STEEL TOWERS
OVER AVERAGE TERRAIN.
8TABLE G-4
IRRIGATION INTRSTRl CTH4E COSTS
Item
CostfltLS S/ka
clearing
- Average bush conditions
- Low bush conditions
cpr*
100
- High bush conditions
* *'|A
X«.
r nr-d
T
- For gravity Irrigation
- For sprinkler irrigation
De-stonins
Distribution system (2)
- Gravity irrigation
’ Sprinkler irrigation Drainage system
- For gravity irrigation
- For sprinkler irrigation
Hood protection dikes (3)...
himpinc stations........ SCO STcv
200-600
i)
id&m
-V'jtfs;. 1
-aIi COSlS '■’’4? 1OG<
1—3   “+ *r -jUmJ lyrfW »««*<■ I* r nJ
distribution system costs include canal roads within the irrigated areas
- lOuu protection dikes ir.ken as 2.0nt highwater resources
1C water resources cost ESTIMA-n,,
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«FIGURE G - 3 dl OAM COST CURVES ( Sheet 1 of 6 1
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Height = 40 m
Ji '
Width of Valley (m)
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EARTHDAM WKCost of Dam ($)
Millions
FIGURE 6 - 3 b DAM COST CURVES ( Sheet 2 of 6 ,
Earthfill Dam Cost Estimate
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ky nR/m/QfiCost of Dam ($)
Millions
FIGURE 6-3 c
DAM COST CURVES I Sheet 3 of 6 1
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FIGURE G - 3 <A DAM COST CURVES ( Sheet of 6 >
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06/10/96 IFIGURE G - 3 e
D AM COST CURVES ( Sheet 5 of 6 )
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Height = 100 m
Width of Valley (m)
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PCint/nA i< ,Cost of Dam ($)
Millions
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FIGURE 6 - 3 p
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250
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FIGURE G - *
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A III-A — Ill - B
V-A V-B
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KY 05/02/96
TUNN6L2.WT4------------------- FJGURf G- 7 qL---------
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Tunnel Cost Estimate I  Meter Length With Concrete Lining
A III-A
III - B
V-A
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-
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VI - BFIGURE 6-<41
HORSESHOE TUNNEL - TYPICAL SECTION
PARTIALLY LINED UNSUPPORTED SECTIONIFlGCFfE G - 9 (Sheet 1 of 3 }
COST CURVES OF HORSESHOE TUNNELS
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FIGURE G - 9 (Sheet 2 of 3 ) h COST CURVES Of HORSESHOE TUNNEL?
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15
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Thousands
FIGURE G-9 (Sheet 3 of 3 I r
COST CURVES OF HORSESHOE TUNNELS
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- V-A
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°6/05/96
HORSE-1.WK4-figures- n fsrmt 2 of 3; __ TOPICAL CAHAL SEdlGH
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CANAL-F.WK460 55 | 50 - 45 40 35
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"“FIGURE ^ TTTShttf 1 of TO- - - - - - - - - - - - - - - - - - - - - - - 7.
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CANAL COSTS AS A FUNCTION OF SIZE
CANAL ON VALLEY SLOPE (15 %)
With Concrete Lining
1,500 —-------------------------------------------------------------------------------------------------------- - -------------
0-0        0.5        1.0        1.5       2 0        2.5       3-0       3.5        4.0        4 5         5,0         55         6 0
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CANAL COSTS AS A FUNCTION OF SIZE
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KY \ 06/24/96Cost ( $ ) per Meter Length
' FIGURE G - fTShett 3"of W < CANAL COSTS AS A FUNCTION OF SIZE
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CANAL-S.WK4-------------FIGURE (T - IT (Sheet 4 of10)-----------------------— - CANAL COSTS AS A FUNCTION OF SIZE
CANAL ON VALLEY SLOPE (15 %) With No Concrete Lining
800 r
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-----------------------------------------------------------------------------------------------------------------------------
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KY \ 06/24/96Cost ( $ ) per Meter Length
FIGURE G - fl Sheet 5 of 10) G
CANAL COSTS AS A FUNCTION OF SIZE
CANAL ON VALLEY SLOPE (30 %)
r
With No Concrete Lining
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800
700
600 —
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° 6/24/96
CANAL-SWK4CANAL ON VALLEY SLOPE (45 %)
With No Concrete Lining
FIGURE G - 11 (Sheet 6 of 10) CANAL COSTS AS A FUNCTION OFSIZE <
£
Water Depth ( m )
For Cross Section Detail See .Figure G - 10
KY \ 06/24/96FIGURE G - fl ( Sheet 7 Of 10 )
CANAL COSTS AS A FUNCTION OF SIZE
CANAL IN FLAT PLAINS
With Concrete Lining
Water Depth ( m )
For Cross Section Detail See Figure G - 10
canals.WK4Cost($)perMeterLength
FIGURE ‘ G — 11 Sheef 8 Of IO)
CANAL COSTS AS A FUNCTION OF SIZE
CZXKIZXL IN FLAT PLAINS
KY / 06/24/96FIGURE G - fl ( Sheet 9 Of 10 } t CANAL COSTS AS A FUNCTION OF SIZE
CANAL IN FLAT PLAINS (ABOVE GROUND)
With Concrete Lining
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^6/24/96
CANAL-AG WK4FIGURE G - 11 ( Sheet 10 Of 10 )
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With No Concrete Lining
KY / 06/24/96258
FIGURE G - 12 (Sheet 1 of 3)
CANAL COSTS AS A FUNCTION OF DISCHARGE CAPACITY lined canals on sloping terrain
DISCHARGE CAPACITY IN ltf/sI
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FIGURE 6 - 12 (Sheet 2 of 3)
CANAL COSTS AS A FUNCTION OF DISCHARGE CAPACITY
DISCHARGE CAPACITY IN m*/s260
FIGURE G - 12 (Sheet 3 of 3)
CANAL COSTS AS A FUNCTION OF DISCHARGE CAPACITY CANALS ON FLAT PLAINS
DISCHARGE CAPACITY IN ri/s261
FIGURE G -13 PENSTOCK AND MANIFOLD COSTS262
FIGURE G -U POWER PLANT COSTS
|00 Coat S $/kW
too
NOTES J
Price Levels — Tan 1996
Source — EPRI Report EM-3213 Cost's include Civil works and
equipment
Costs exclude substation and transmission Lines .
—
Costs exclude tailrace
excavation
1
1
— ■ -
I
1
1
1
-----------4
1
0 10
0 20
0                300                  40
______
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0 SOO fi oo
Net Head (nJ263
FIGURE G - 15
WATER SUPPLY COSTS AS A FUNCTION OF
sn ni iSQJ nunI:

Summery

Baro-Akobo River Basin Master Plan Summary

Baro-Akobo River Basin Integrated Development Master Plan

Document Overview

This document is part of the final report for the Baro-Akobo River Basin Integrated Development Master Plan Study, focusing on water resources in Ethiopia. It includes several annexes covering flood studies, groundwater, and reservoir operation studies.

Key Sections

Annex 1C: Flood Studies

This section analyzes flood frequency and provides design flood estimates at various dam sites. Key findings include:

Flood frequency analysis for 9 gauging stations
Design flood estimates for 21 dam sites (10-year, 100-year, 500-year, etc.)
Analysis of Gambela Plain flooding situation and control measures
Recommendations for improving flood data collection

Annex 1D: Groundwater

This section evaluates groundwater resources in the basin, including:

Description of hydrogeological conditions in the Gambela Plain and basement complex
Assessment of existing water supply conditions
Potential for groundwater development for community water supplies and irrigation
Proposed test-production well program near Itang
Cost estimates for different well types

Annex 1E: Reservoir Operation Studies

This section examines reservoir operations for various purposes:

Methodology using HEC-5 simulation model
Reservoir yield calculations for 22 proposed reservoirs
Irrigation potential analysis with monthly water requirements
Hydropower potential with plant characteristics and energy estimates

Key Tables

Flood Frequency at Gauging Stations

River	Location	2-yr flood (m³/s)	10-yr flood (m³/s)	100-yr flood (m³/s)
Baro	at Gambela	1,260	1,520	1,770
Gilo	at Pugnilo	266	366	532

Reservoir Yields

Project Name	Mean Annual Flow (m³/s)	Active Storage (Mcm)	Yield at 98% Rel. (m³/s)
Itang	390	249	99
Gambela	371	6,600	362

Conclusions

The document provides comprehensive water resource assessments for the Baro-Akobo River Basin, including flood risk analysis, groundwater potential, and reservoir operation scenarios. Key recommendations include:

Improved flood data collection through enhanced gauging station networks
Development of community water supplies through well construction
Further testing of groundwater irrigation potential near Itang
Optimized reservoir operations for irrigation and hydropower generation