F£LH R U DE MlK’R U IC Rl Pl Bl It OF E1 MIOPIA MM                      MINISTRY OF WATTRAND E NtRGT
£x-
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y
Ethiopian-Nile Irrigation and Drainage Project (P092353)
Consultancy Services for Feasibility Study, Detail Design
and Preparation of Tender Documents of Irrigation and
Drainage Projects in the Nile Basin of Ethiopia
Anger Dam Irrigai Drainage Project {AD!DP)
Anger Dam Feasibility Stud’ Final Report
Volume I: Main Report
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G I O U PX * FEDERAL DEMOCRATIC REPUBLIC OF ETHIOPIA MM                Mf NIST RY OF WATER AND ENERGY
Ethiopian-Nile Irrigation and Drainage Project (P092353)
Consultancy Services for Feasibility Study, Detail Design and Preparation of Tender Documents of Irrigation and
Drainage Projects in the Nile Basin of Ethiopia
Anger Dam Irrigation and Drainage Project (ADIDP)
Anger Dam Feasibility Study
Final Report
Volume 1: Main Report
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1 , ifContents
Lisi cv .............................................................................................................. Exteimvr. s ummah v-------- —
Pago
......
Dam Design...... Iijtrodiiclicn
2_!
■I
nt • !■
C.2-1 .... C.2-1
GcalogKs! [1 ntkfround— 2.2
C.J-2
2 2.1
Ckiictjl Selling .
• 
—.Mrl.) ■-■
III I ■■ U1.UI.UI ■             " riiBlHHilIliii >
ri--rr-i-i-r-rH»
(’ 7 7
i
2.22       Tectonic!! njvd Seismic ily 223        PcciiiiLH SIuJlo...............
--.-riiei ■
23
21
CriiniB.
Water Source
..idi Ufa 11
| PI 111 mil i fa I I hl l.faUIMIII ■■■■ III II II 114
2.4 1      D;iln Collection ...
1-1
•— ri-riri ■■■ ■■■ ■■■
IT-I I « I ■ I
C.2-2
V.2-5
C.24
C.2-5 V C1Wl2-5
2,4.2 IZnlimate oF MondiJv Anget Reservoir Itillawj.......................................... C2-ti
2.43 Deierttumtion of Design FtainfJl................... ................. ,.... ............. ............C.2-9
2 4,4 Dctcrrniiurioo of Design Ftydrogjnphi ..................... ............................ ~_.^.C2’I4
2.4.5 Reicrvoir Opcmijon................ .......................... ........................................
2.4.6      1 imerpraw SDesign.. .
. ............ . ............ .
2.4.7
Design Criteria h»s the Dam CoiutrucMn Period
2.4 S      Groundwiilei
.................. .............................. ..................
C.2-23
C2-24
C 2-25
2.5
Gcoliii6ul a-nd Grnlechjniesl [lU’eMicatiens...................
2.5.1      GealMjic-a] In’- esl i u .i1 i-.1 n" ................... ....................
2.52       GeoiKhrucaJ IrivertipLjfflis................................ ................ 2 5.3      Sumrr.an* or Findings........ .....................
2-5.4      CtaitrucEinn M-Hlenils........ .............. .
C 225
. 1 C- “?-1S?
— c
... <22-26
• — *B- d>r 7“.i7t 7f C 2.-28
2.5.5      Geologic^ and Geotechnical Investi gallons. for Ikliulrd Dctiyn          ...C.24D
2.5*        Water Tightness.....................
C 7.11
2.57       Rim Slope Stability................ .............. Prcipowd Dim and Reservoir Scheme ............. .........
c w
2.6.1      General i i-i i-, i.!
— —           ■ ■ i .lLil a
...PPBP1 1lSS ;
.s
-- k t -n 3 C2-33
2.62        Tbc Dam..-----------■
...... ..... iui
263        JXiin Cress Elevation ..
2.6.4      Dam Zo-nm^ and Fouiulntrnn
V
■ -1 i .-r,ti
“■■■      ■■■        ■ ■■ i.-a—.
------ .. . , .
2.6.5      Sehnde tJeascjii.. .
u
■
..        .
2,6 6      Cofkrdami and Dewatering............. ................
r 7-ii
C 2-36
C 2-42
C 2-53
r 2.5*
2.6.7
Tine Impounding Ren noir ______    I.H.1 , m I .-■ a ...i i - n i .
.
26 K       Apputiciunt Structures .
.. f’2-57Cia jai e _>.-■ ctium. C »d=r.----------------
* c. to
16 li 16.12
Frth 5£t£TXKn------ .
Das [±^tcic= Gaflcrj
—■------
kjr» rt.TaJ ix3 FUtad c^cf Dam Cmc Uxcr                -------------------- _
I.«lir
1<
1SJ
24.4
15 J
16.6
24.7
IBS
General----------------- -------------------------- hole a±d Y*Jve CiLcnber _____________ I Itzilrw Ccoduitt-----------------------------------
1
!!yiiriX\!«Tric Pb»t! Sixzrs Eqcipmcn .
Si-^-Fk1 tlctz               ■
AwuImu? B ji.'zzzzs— _______________ CcrajtraJD.^c Phsici _ _______________ Em© hru-ixiGGS_______ ____ =________
18.9       C*s Ertimito-------------------------------- --
2.9    FJnr^ct U arks.
2.9.1     Hjdrp-Ge&eraiee- ______  , M1„ 
2 92       Slcp-l p Trcirteimcr iVragenras __________________ 2 91       33 LA SHiizh^j
29 i
2 91
19 4
297
2.9.8
Skrp-Do*rh tnmsfcTOcr far Pwet Stiifai Sen ice*
SUift CH fcV 0™j
■"f
—t—sam ia-i hibi,
Lighunr................ ...... ............... ............................ ............. Pow ct Srirjon lr.LAc Supply.___ ___________ ________ DmFKUiiies _______ _________ ________
2 10  SUU.-TU-.iJ fteiapK...,
110.1     General___ __ 2 10.2     In Lie Tc^en
■■•—»=■-1
■ ■ " I lakia-Bai Hi....
110.3
110 J
2 101
2 lo t
2 10.7
I'cJcstiLm Un<l;e (biLikc Tower - Dim Crcslj.
Side Ckurncl Spili^j anj Chau - 1 ruck. B^e_____________ ” Side ciunnel Spillwj> - Ctu:e Soiling
Dam Impetijein Gal I:r>
Outl ci Cwduii and \ ih e C ham her.
11 1
2 I0E
Cui aj»d Cmct CcinJuii .
2 10.9
Ihdrapowcr Suimn.......... ..............
2 I]
Dim [n sirumcniJiLi uti
<IU.—... 1Bii|
/ 1TJ 11 2’fcR I I i.*»E "utjE’-F'-l'fij ^oCZ. 11
(
iiCwfen fs foontj
Page
7 111 General
.................................
............. CM2t
i 1 | n           F fl* mu rd iBLSinjjincnIjMfHin
7 1 1 1 PliLt'uiciiii'd*f lhwe lrsvlJhusLciBl^.. .................................. ............ . . ..........................
........... 0 2-121
Hfldti Cd'iulnjclicin Sijgc'i
tj-f Qii.irihlits ud Coil I'Aliiiulcs.
u.....
. 02-125
.................... .   .................... C .2*131
~
[jT£3n’]E3C'A .................... ............ iininiiai
.      .....— .-_i ■ ■■ i i i i. i i-i.i .. i i-c.iiii.ii ■
■ L . .. IIUI 1 ULI
2J3 J IJml I’riiws....................... ..... ...................... .......... ........ ....... 2.13.4 Bi 11 of Quanhtm ind Cosl Eatliimlc*...................
C .2-131
r 2-ti2
B       l< -’JU
C2-H2
.... .............. c2-m
Ix-orwrnjc Analysis ind Campari wn of Dam Allcirulives _________ .......................C-2-114
2 14.1 General
...... .......................................... ................
. C-2-l 14
2.14.2 Methodology................................. . ........ . . . , ,
2.14.3 1)al□ Sources mu! Au-unpriunj.............................. ............
■ i i ■■ 11..1 ii .i.
C 7-1.35
. h— . JL ■ -J —1
2 14,4 CuiichisiDnsand RceomnKJidaLionx......................
List of Tables
Table C.2-1:
Table   02-2:
Table C 24: Table C 2-4r
Table  0.2-5:
Table C2-6: Table  C2-7 Table C2-8: Table C 2-9. Table 02*10; Table C.2-11:
AsferRiver alihe Ham Site. Monthly Streamflows in Mt M.. •■
...
Maximum Annual Rainfall Values Having 1- Io 4-Diy Diiralium..................... ,-. C
Design RainInJI Values ........................ .............. — —........... . ............... ........ t
Dtic-and Two-Day I’MIMhmrly Pattern*.. ................................. .... ...................<
Three-Das PM I1 Hourly I'alicms 
four-Day PMl* 1 Imirty Patterns
Major Ch.'inteletislicsof PMf Hydrographs..
Tin.. ...pfai
il IriMli
■  .....— 
Major Cluraclerulics of Hall PMF Hydrographs 
.................
Mean Monthly Evaporation, Rainfall and Water Demand........................... Monthly and Annual Volumes Released from Spillway ar bJWL ot
1,427.7 m (MCM)...................................................
Monthly and Annua! Volumes Released from Reservoir for 100%
.... C.2-21
Table C.2-14 Table C.2-15:
Table C 2-16
Table CM 7:
Tabled* 18:
Riparian Supply,.,.......... ................—,................ ................. ................. ........... C2-22
Angri   Reservoir   Flood   Routing   RcsuLu   for   Vinous   Special   I   senis   C2-23 Design Hydrographs- Peak Discharge Values. Volumes and
Apparent Maximum Waler Levels m she thru Site .................... ................. 02-25
Main Charactenalics of Anger Dun rind Spillway (Half PM I }....................... C2-35
Freeboard Calculation ku OK m 1 lip,I; Dam                           C2-J7
Freeboard Cajcail.iiiitn for KQ m High Dam ........................ ....... .......... ...........C2-1H Anger Resenoit 1 lood Ranting Results for Vinous Special Event* . C2-4I
1-slimaled Quuiilies of Sbdl-Rncktil! Dun Earthworks Only- . 02 4b
ixpr-f f-tiji |ujU.'J Ay
1J X11
hiCorrtenU fcwlJ
Page
TjNc C.Z-P: Dllti. Spillway jnJ Crew Dm l2-Dj> P’MFl
Table  C_2-2O  Fk-cd  Routing  for  Dtffateffl  FI™±k   Crral  I  cnjA*  irtd  \WLs  -SO
m mJ 9S eh lliih Pms 
-------- ■
8
—-—— ——
Tabl-s C-2-2L C^®pmsnn of Option^ for Cbme i Jthi -utJ How \ ctoeiFi « Slf m
HI L\h [Jiith h__ __ __------------------------------------------------ ■-■■■ ————- —s TjNc C 3-22: Suram^+rJ Pariniti^ jt ("iinnul Section Ertn end Side Channel
Trough Evil for Hftirq PMF Lh - SQ ml ............... .......... —....................... .. f._-w Table C2-L : Hous in Spill*^ Chute--------------------------------- ---- --------------- ----- ----- ------- C2-69
1
Table C2-24: J-rretwond far <RD«? tUfPMF Ouiflfr* Lkivturfci
-----OTO
Table C-2-25: SuILLnp Eiisin Ke; Duseosiens_____ -......... . ................... ■■■               ■ — C.2-T2
Table C.2-26: Artfer Ellvcr IlFS Characterise Levels.....................
. . C2-79
Table C2-27' kburnum War« Efenund ..._
................... ......... •,............... ........ C-2-7q
1fcbleO2K: CJianrlerulio or NIB Tradi R-icLs-------------------------------- ----------------- ------ ------ C 2-W
Table O21!.       ('liirac refi-.rica <*f SI S f< oiler thic ........... ....................... ......... ................. C2-S2
Table C 2-30. Chirac ictivticT if SJS Trash Racks ........................ ...........................................O2-S6
Table-CJ-j]’ ChaniL’IcrivtKv of SIS Roller trite _.. ----------------------------- ----- --------------- „.._C-2-S6
Table 031: Charafl«Htk’ I .erds to ifc HFS..........................-........ _,.................. ........ ............O?4
T able C.2-33; I'-^Eern-fci^d ijuaniibei of Energy Pt educed........ ...... . ..... ....... ........ ........... Cu2-101
Table CJ-M: L'nil Weight* of Material*-.. . Trite C2-35: Sell Property* __  _
Er  rHr_----------------------- --------------------------------------------CJJ-107
Table            C.2-36:            CcwkIc               Slrvnglh            Clauc^
....
Table C-2-J7 Eiflerthc Section Ihaeknfii mbd Minimum RdnfmoKDl
I able C.2-JS Pru]M*ed ImtruincnlatkHL for Anger Dam and Appurteiunl
.            C^-lOS C 2-109
Siiucturci CO tn I Ugh Dire ................. ......... — _.__................ „.................. C_2-125
Table C.2-39 Eicimaieii Work Quantities Diracn^ion.^ and Durations - Table C.3-W; Du
Table 041:
Iable C.242:
........ (2J.- I2S
mlion of Harthwurks .....................
.................................... ....... .................
. C 2 -129
fcI4
Anjyer Dim CoriftrueOnn Stages 
.............................. .................
....C 2 4 3 0
Bills of QuantLtiei - SLUiumn of W
ork Itetnt ..
C_2-! 32
Table C 245-
Table C.2-M.
Tabic C.2-I5-
Efltffiflted Coats oTLhr Fekst Dam AlternaJj^'es  _.____ _______ C.2-133
n
SumiiLin ciTTnt clients in Anger Dam - Run Alternatives 
C.2-B?
Sumiturv cd Aivuer ILuil Cash Hou Parameters...
r-13fi
■■■
Z
13 m Vfrf F
i 13 J0| |
■vContent;
Pago
List of Figures
l ;igurt C 24 Rrgjorml mean mwiual flow - catchmenl iren relationship* in the wet
pMt Lbt I lie Ahfcuy Hi ver Basin .............. „ ■■■         ................... ■............ r,,,-PC_2-6
Future C 2*2: Anger d-a:n rile location and envimns.
......... ................... ........ —•
'■ ■ • | ■■
I -—1 9 R■111
... IBfail.i .....
|- rl IH| uii ini ■■■ ■ la-i
1 I ■ D. «... .... g.g-
Figure C.2-3; 1 -hoar unit hydrograph at (he Anger dam site.................,............ .................... f 244
Figure C-2-4: I-day P.MF hydrograph id the dxm snt............... .......... . .... ...........-       ——* ■ 4 346
Figure C.2-5: 2-drt-y PWF hydrograph a£ the dam silc......---------------- -------------- --------n-™-. (’.246
Figure <?.2-6; 3-dny I’MF" hjdrugraph at ike dam sile I i r ' z --------------------------------- r~—7~i~rirmil ■ ■■■■■mil ■ ■■■■ u«iusi.I. t 2“ 16
Figure C.2-7: 4-day PMF hydrograph at ihe druti &’lc .................... ............ .................................. C 2-17
I'igure C.2-1- I -day tillf I'M? hyd11ip.rjph at ihc dim site........... ........._.................................... C.2-17
I’igurc CJ-9. 2-dayhftlfl’MF hydro jjwptul lhe dam site,, . . ------------------------------------- C.2-17
Figure C.2-10 3-day hall PMF hydrograph nt lite dam lile ........................... ........ .................... C2’IS
Figure C.2-11 4-day half I'MFhydrograph nt lire dun$ite_ .........................................................  C.2-IS
Figure C.2-12: Anger rtrttWtr - elcvaiionarea-v olumc peltnionshlps..................... ... .............. C 2-2U
Figure C' 2-1 j; Flood fouling results cd the 4-day fl. 5 I'M Fat NW I p-f 1.427.7 mas! t.' 2-24
Ftgurc C 244: Slnpe map and m 'rpnological units............................. ............... ....... . ........ .......C.2-32 
Figure C.2-I5-. Site of AngerdBm on the Anger River ............................................ „„............ ..... c 2-34
Figure C.2-16: Crew delji[ (dani heighl SO in).................... .......................... ....... _.................... C.2-19
Figure C.2-17 Crest delud (dam beighl 9$ tn) .......................... ......(.|S.I.I.I .■..... . C2^0 -I'FiminsL—.=■! Figure C.2-1H- Cross sex I inn of diellrrnkfill tLqm SO m high (for legend sec
1
Figure C.2-17>     . ....
■ I LI I I.
C.2-45
Figure C.2-19. Pl AXES analyses reiillls for seepage through ihedam....................... _.....
....
C.2-49
Figure C 2-20: Proposed grouting pltui.
.......... ............ .................
.... C.
2-5]
Figure  C  2-21:  Seismic  tuzanJ  map  of  l-ilnopia  and  neighbouring  counlrrei  to  itw
north tud east The star indicates lhe location of Anger dam..
Figure C.2-22: Location map oflhc 12 February ] E45 earthquake...........................
..-r......C 2-54
C2 »
1  ipure  C  .2-21  lurthquake  magnitudes  in  the  Anger  dim  area,  shrmn  iifninil  the haekg)TCuml of 3 geological map ........................
C_?-55
I igute C 2-24: Cost of Anger d_m in the di lie rem nllemalries
ill. i... |
■       CJ-2” JI'S
T                     11 Pi
-I J in
■■•-r-r-LM I? J- ||
VConiWn feonlj _____________________ -
--------------
List of Annoxos
Anrani C.2-1;
Annex C.3-2-
Armes C.2-J;
Annex C.2-4:
Ik-sign Criteria
Hydrology and Reservoir Operation Reports 
Annex C 2 -2 a:       Hydrology Report
Annex C.2-2 h Ftom'Oir Operation Rtpan
Gctneclirncfll mkJ Geological Reports
Annex C2-31 GtfrteduMCil InmEigiiUcmi Report
Annex  C_2-3  b  S'ckcmle  Region  ■  Geological  RcconiuLssoncic  Study Annex C-2-lc Verticil, Electrical Stranding (VIES) Survey
MiseeltrLiHouv Enpncering Computations
Annex   C.2-4   a   Geo"eEliniL:.n]   RtwinmenLiaiion.j   and   Slobilily   Analysis Annex C-2-4 b        Calculation of Freeboard
AlUKX C.S-J g
Annex CJ4.d; Annex C.2-4.e; Annex C.2-4 I Annex C.2M g Annex C 2-4 h
CompuLaljam   Side   Channel   Spillway,   Stilling   Borio nod Evil Channel
Cui and Comer Diversion Conduit Riprap Protection ol'ihc Dam [nuke Towers -uid OurLle I Pipes Hydropower StaLion
Structural Analysis
Annex 01-1:
Hi Ils &f QuantiiitS
Annex Cu2-6: Cash Flown
aT^Mii^AKai rWi-hijqLIST OF ABBREVIATIONS
ANS                     Arabian-Suh ian Shield
MM
Benchmark
BRI.
Bedrock level
CALC
Cut arid cover diversion conduit
CAM
Control and ncinllMiDg section
CCL
Crest construction level
CERD
Cuiictttc-faecid ruckllll lira
CN
Curve number
DBF
Design base cjnhi|usilc
DC
Design criteria
I)I)E
Design diversion IIckhI
DoDLTSIIP
Design of Dims ■ l.ake Tajw Sub Basin Project
Etrco
Ethinpi.m Electric Power CaepuMliun
nr
Earth pressure cell
ES
Elhlepiun standnrth
1.1 It
ELhUapiin Bin
FSI,
Full supply level
CS11AI’ Global ScisTiLjc 11.Lf.iird Anntysmcnl Piiigrnm
IIPS                      Hydropower Italian
ICOLD                  tntemnUond Committee on Uirgc Dams
IL
ISO
JWS
Invert level
1 nte mijjdtKil SLmdanls Orgaruzilion
1 nri p3;on water supp ly
KN
1000 newCDK
KPa
1000 pascal
Luchin
Index pertnrjibilih
mail
Metres above sea level
MCM
Million cubic metres
ttiOL
Mun mum operation Level
MOI.
Maximum operation. Level
mowe
Ministry o| Wilct iu) Energy
MWC
Metre water column
N1S
North [WS&y&tttti
7 4 IV MJM I s 
1 tptf CSjp-t. J <k»
J» J0|kLr$f of AbhrevjJtions
NW],
Norma! water kvd
pt;*
l"<ak ground aocctcniCEon
I'MF
Probable mAumuffi flood
I'M I*
Probable maximum precipitation
RCR
Riparjan compensation releases
Rhh
Ril|»id drawdown
RO
RtMHVLlir OpefUi^h
SCS
US Sni! CMUetvalion Service
SIS
South 1WS system
SJ»M
Piezomeim with manometers
m
Standard pcnetriLion Ctsl
ST
SelLleroenl sensor
TM
Till meter
111
Unit hydrograph
US
Water and sediment level
USACE
United Slates Army Corp* of Engineer
UStIR
United States. Bureau ekJ Rrchmalhin
VKS
Vertical C lee iHeal Miundings
W«
Measuring, weirs
4-njiljn kL] W*
I ktClii
. ,ujExecutive SummaryAnger Dam Irrigation and Drainage Project
Anger Dam Feasibility Study Report
Executive Summary
1.          Introduction
Anger   J*m.   pari   (rfThc   Anger   Irrifiiiwfi   jiiJ   Drauupc   Pmicd.   is   locked   un
M
Lhe A«|?ct River (36*W I:« O9‘41 ‘ J0“N) in an area with land and water resources suitable for irrigated dcvclognurnl, and where a xjuitiy  of crops  can he gtewn profitably  (sec  Figure 1). The introduction of irrigation is  intended lu help fsmiers  produce mote and better crops, while enabling them Io diversify  based on local market demand usd cxpoti opportunities  This  in turn will raise like iLLihIlltJ of living mid help develop the arcii
I lie catehmcnl men of ilw: dam and impounded reservoir ii about 1.880 LnT The tLitnrnuki area beftcEitUiig from irrigation h some 17.000 Ju in size.
The  reservoir  is  co  supply  waler  wiih  a  h:£h  reliability  for  both  irrigation  mid riparian releases According to the design, lhe reliability will be nearly 100%
A side spillway and chute will be able lo convey the surplus water a I the 4-diy 
half PMT storm with a desigised freeboard lltil amts lhe requirements of lhe
desLgn criteria and inlcmatiotul Mandards The minimum designed freeboard
(also in meordancc with Lhe detign criteria), wfll occur during conveyance of lhe
2-day lull PMF storm Thus. the dun itself will nol be overtopped.
lhe objective is In examine lhe fcuibllily id using the me .in annua) waler yield of the watershed (some 914 MCbVyeat) for lhe following purposes
*    Irrigation wiier supply (IWS) 293 I MCM/ycar
* Ripirinri com pc i wall on releases fRCR): It was. decided to release some 101 MCM o| water pct year (3 2 in/s) («c  Section 2.4 below). Whenever the rcscrvuii releases  surplus  waler (fawn lhe spillway) and whenever the UPS generates  power. RCR will compensate for tiic  difference only  if lire total outflow tram Use reservoir ts  Jew than J  .2 mJ/s  During higher outflows’flows. there wilt be ini need fat RCEL
*    llydrapaurr . using surplus available water in the reservoir
MOW1-: also instructed lhe Consultant tn plan duns of 80 tn and 98 ra height a^d to derive front lIil- feasibility  study  and a preliminary  TAHAL design live cost of two ratennediuy  *hms, 15 in an*! 90 m in height The aim was  to determine which diun will give the hcM bcnelit-ccrs’i ralin for irng-Miun and hydropower productionFtiiJttfiiy Sfudy 0/Ari5*r Dim - EHClrtfrt Summary
2.
2.1
Geological Background
Gunoral Settin
g
The
mcLinnirpli
ic  boKin
enl
rocks  of
NcLcm
tc  a
rea
are
fMrt
ol
the
Pr
rncrortMG
rocks
of   i>n
Wniem
Ed
uopUa
ShrtW
Tlw
I'l
cMm
brian
ro
cks 
of
WeMrm
Ethiopia Mt Clwiifml into three N-S                     die wciitm high grade gneisses. the central low-grade vrdcano-sedinrenLacy bell, and the e.uicrtt high-grade belt.
The   sedimentary   rocks   of   Nekemic   and   environs   eofttLvr   of   u   thick   lower sandstone succcsskm overlain by thin rcrruianu of utmsiuona! beds.
2.2             Seismicity
From the regnULnl poixil of view ihe Globed SenmiL- HwjuJ  Av«Mnenl Program (('rSHAP.l, whqeh wm effective Irom 1992 to |W9. lmj. produced digital JaLa of Peak  Ground Acceleration (PGA) ruid reports  specific  to several study  areas, including the Last A Incan Rift system
The peak  ground accelrtaiion map o1 GSILAP shorn that the PGA value o! lire Anger l.Jjm site and rmrvoir v« together is  about 0.11 mJ<\ which is  irt cordofmily with the work uf Gouin over 50 years note
The PGA selected ibr the design will Ise die calculated 0 6 mT for J return [<nd of 300 y can.
2.3             Previous Studies
The Anger dim site \vju fm1 identified by  USBK m LVM as  port of then Land and Water Resources  Study  of llic  Blue Nile Buin The study  proposed tut WTigatwxi .irw of 17.000 ha. An earth -rockfill dim was proposed, with a height ol 9R m arid crest I cngLh of 1.4(J[) m.
The  Anger  J-im  site  w .v  among
n
locral  sites  studied nt a  reconnaissance level  by 
WAt'CQS (Preliminary Waler Resources Dev clopment plan. IWD)
Jl ‘
Utkl|f J h> BCECM in BM«uli<w Mih IS!,
and ItRGM. Tim was a pre-fcnaihility level study for impatmg a tola] area of
’UK Anger Mib-bosbi is one of the mu Identified in a rrevioLLi Mudv enndurird
J rrjH2UILm
_------ 1
2Anger Dun frrigaflon
Ffi j ijbtfrfy $!ody of Anger Dam - Ewcuthr# Summfry
3.          Design Criteria
DjI-i relHifig Io iiuemaLionAl practices  ithJ sUfldoNfe « ■well aa infornuttion £>□ criteria necessary  for ibc  dtJign of dam* and appurufunl Unwlurct ucrt collected from a variety nf wurtet for the approval ol MOW E
Hie design erileru were processed, giving dire muidmllM to the particular probCcms'needs of cmkinkmrnl and rocldill dam*, and produced in die form of □ report.
4.
4.1
Water Source
EMimale
of Mon
thly Anger Reservoir Inflows
MuhlhJy 
Anger
reservoir
Lnflum
were   cftK
Mted
b*
a
two-
step   pro
ce
dure,
rwricly  r
egional
analysis 
based  un
nearby  hj
drom
elric 
s
utinti
record*
Io
*mh
[Sc  niui-aal inflow value; and mcmlhly  distribution bxsrd cm Anger Nctattie hydrometric  Italian Ttcordx  [ 19t»O-L999) arid un Nohj Rncr near Shimbu hydrometric ilabofi records (1999-2004).
4.2            □otermination of Design Rainfall
With ibc lack uf mformaison regarding ll*e annual peak [km regime m Lhc * iemn*
of the Anger dam site. the nnh fewWc aliemaii ve was to apply design rainfalls 
m lhe rain.liiilh.runo.nrmodel Iflpcm, thereby obtaining die design discharge values 
al I lie dim site for various rcium periods
I he bask rainfall data applied tor that purpose ssis the 24 hour maximum annual rainfall values recorded d Shamba and Haro nunfill stulmns during ihe period
The Thiessen poLygas  procedure wu applied .n order to dctmruj»c  thx  Skunbu suuvn represented 66% cd ih? dam sits  cjichujcnr ana (I ,250 Lm1) Iwiuu U%
fbt H*ro stnjinn (630 km") - we Fipuir I.
“
C^puied rnixunum annual L- to Jnjiy ^141 values from Lhe duly wne, were D ‘ktcrTn'nc stiitiMicj] dihthbuGon Uui best (l1i the
* fTwMJt. ■ 11 ftk. a*4^ d | nxi-u-
I? JWI
3Arger Dam mync* mtf gnrftict FliWffr Slbdy Of Afiger Oan - £iecutwf $yrr/rf/y
Z' 1400
Anger GuUn
▲
Angt; Nekrmte
I ■- -< f 4"^- r
..V- * ■.
la- T
v
v’l 2 n
jj Arfltr Dan
[Xf Worth'd boundary
A Hjdrcrrwtric ilaUon
Walrttourw
• RtKtfin iixayi
/ CT-' liobjaO (nwl
f tgutt> i Aijje, can $jie tacaton enrrau
Oijc- (o four-diiy  duralium ul design rainfall value* al lhe dim *tlc  v*ttc calculilcd u*in^ ibe (lenhfcld nxth<*d (PMP) As  iheic  it rwl infnnnalicn on hourly  rainfall dtrtrihnion far extreme event*, 1- io 4-day  PMP value* were ajiji'.ied Io determine die PM!:* far lhe pmposen p! lhe ipillwa* desicn - tec I able 1
ir iti
4Jjijjcr £>*JTr JrrigjtiM aflrf Praifiag* Prvj<& FwitriSIty Study of Ang^f Dam - Ewcutfvit SunfTliry
Table 1: D»llgn Ulinltll VbIum
R«turn pemrf
D«ii ni**iFjalew|h^  fl itur*<tor* fl*
fl
ln
1Diy
1(3 Jp
4 Dry
10
6?
»7
121
IM
20
?4
to®
1)1
in
M
M
111
143
171
1W
92
12J
163
9*7
200
W
IX
1IW
1W
5W
10®
MJ
W
110
1300
116
w
163
?M____
MM
123
1W
19?
?.v
1WM
140
IH
253
PJJP
m
*52
614
Kft
4,3             Da termination of Design Hydrographs
Nd likfonnilhDn nn nuxiolum iiiinswl inftuMAlKtHl diiclwge values  h Available TIiE-rcfiwE a rainfalhrancifl nnnlrl wu applied in nidcr lo rilam&lc  l he required dc&ign diichuruc  value* bated nn ihr un.ii hydrograph (Uli) method (Chirk, 1945} jtid die US Soil Cwwcrvaiimi Service (SCS) Curve Number (CN) in deli'miine llic  effective riiinfall thtfl wmikl ca^w the flood I be C."N <il. ihe diuii -tile w-aLCTihal, bawd «n the Sell Map oFEthavpia juhJ  the wil eoset clwaclerhlfcs  nf the waEcr*hcd> Wai foj^J Io l« 6S
TlbC  bhnuT  unil  hydrugraph  of  Lhe  Anger  dim  site  wximhed  was  determined Figure 3 presents the dim site l-hnm trnil hydrograph
r/ Periflrt Diie/iairxr
The PMF hydrograph* or hall PMF hydrographs  plus  raves, wind crTcct, Hlllrmem. ele. will be uwd as  1he ciittrin lor design of the dam crest level and the spdlray  dhmmiMd
llie hourly  rainfall Milnes  were multiplied nKotiaiwd akive by  ebe areal reduction fie lor uTOW The US Soil Conservation Servin [NCS] Curve Number tCN) Method (1973] ™  applied Io dcbemlne the effective uinfill that wuuld enusc  the fliwd. ibe PMF  design hydiograpJw tor die dam ite q^ed the dinnbuted hourly  I'MP ruinfdl values  cd the |. to 4-dav  rainfall data] I’ahles  2
.Hid  3  summarize  the  nwjut  Characthirties  of  PMF  and  hall  PMF  hvdroEruphs. respectively.
r <TJme*riPWA*fw P
--------- . a
5Anger Dim Irnga&on jrg Dra.nagg Proytc: FwajPfid-ty Sfutfy of Anger Din- - £i« jfjr’e Summi/y
i
Figure 2 s -*wr unir ftjrtJnpg'Bpn at tn* Anger
hi a4e
Title 2 fcQjor Chincieriitici of PMF Hydrognphs
PMP
durtben
1
2
FMP tfiplh
Mil imam          VftMM           Fkcd
dijrclujipk
(m'PiJ
[“■^J
durrtrijn
'■•'Zu "II
?T5
O?T                   2W               w
u?
6.7K                   fcu
3
■ST*
(<H2                Til
12*
LM
<
KB              'i TH?               1.135
I7J
ilbft 3: Major Chincfitristlc; ol Hill PMF Hydro-graphs
H^fFMP
■kxMwn
l^'l
C±I£>4Jt*
Vc-lurne
IWCNi
Fkrod (Jyi-rt.Dn
|hck tl
4
1
211S
l.'IIJ
2
3363
nr?
2r>
3
129
4JSI
w
*
4 Kt
563
173
Fur n fi&il ulcMipi m be made with tcterctKc to Llic dam crest level imd emergency spillway  dimensions. ihe ei^Til hydic^iaphs  in Table* 2 and 3 muil be Touted through the Anger mcrvuii* and spillway; thus  oblaihitig Use mnM critical conditions  with which the filial design ir.Ltii contend. All computer runs  processed the ItiLir dun aUcmiLLScsAnger Pam Irrigation ind Prain
Fusibility SMfy of Anger Dun - £>*cu6rre StrHiffwy
Reservoir Operallan
fcwraif operation (KQ) i* auntd al checking *e aviilaWllty  .mJ  rdubihii ■■! jWS and HCR, The hydropower stnlirn (I IPS I witl Ofwrtfe wasi»t[ith”'n U* Tjid nvill aluliEy and reluKllly.
ftOfkkg into KHAfll all iricommjr fk"*J. ovaponiitai, «M£C, chafl|C h
Iml JiCR and [WS. R(’H rclcA^i WCff taken i* be 3-1 m ft Al nil tlmw when
there is no STitl fhHl the nserrtiror HPS w®cr iriora through iJic furtxoa (al
dbchiiBti«]'wl M or hither Uun ibow menlj^rwd abuvc)t
Floods   thmu^h   iJir   reservoir   art   routed.   thus   brin^rou   B-hiut   A   reiiucljon   of tpdJw^y dtinMuioos (wc Table 4).
Tabl« 4: AngiC Rcsw^lr Flood Routing RfriuHn For Varioirt Spfrdll Events
Darn
DurMlon
ITJ
K
M
Ffad
wrt OSPMh
PMF
Inrllil
r ladling
■Ilf JbC41
MWWL
{itijhI j
Mu
^i--*urg*
[mMfcj.
Sp-'WJf
tangUh
M
UlE
wal*r
hvrl
ittfvf
Cftfit
<r*IJ
Mu
Htftr
(nuaf]
Un
gulflffw
(rrt'faj
i
2
MiOU
1,41 & &
4.B3OB
’TOO
30
1.413.1
fii ja 5         135 J
&D
1.415 1
1374 ?
3.203 &
PMF
i
£745 5       31(10
30
1.413?
« 43? 4
05M
FWF
4
2
i.«h wo a 234.0
1.437        6705 5           TH
3D            14307
154? o
1
50          1.4327
1 668 5
RuF
?            1.437
6.705 5        23J0
M          1431 2
3 2730
5.
5.1
Geological and Geotechnical Investigations
Geological Investigations
^ccDrMfifTiywNrf 5>faA
A  gedu-gki]  E«uan.ai.t$njKc  study 
waj  c&nduclttj  in
the
ca
rty  sdagt  of  ihc  work 
(AvfcuM   2«BJ.   Ptt   findings   md
rccoenmcndjlioiu
we
tc
of
a   preliminary   future
and Ihe study WfB subsequently complemented hy |fc inveMitul.................... 5 devribed DCHFW.
CKwfrrtfcof Amdr
mvesli^iiuK MR waited
Dwember 2MS Lt> I^ush
J( i|lf (bm Slk dur™ 
mostly |injr „ <onujienCcnitnl Lh[-
J
T ITCllMm ™ JUfri p ImALm I
g«t«lu Lc,M Imwdpiiom AABlIanal B^Pl^ical
n-k-i
i^ii^ Hons were
VrrmiH-11 JtH
7'
_________ Proj*c[
feMUW Step tf Av* Own - Hwcvtfrt Summary
perforated ia the spills  ar« durins  Majr ^009 jI loftsiions  *tate ««» by drilling cquJjtnent «ai not possible IIkvc miesligalions  wtre combined win cdibratlon KHuulinp t.cjt drilled IkwcIwIo
The  in  veil  jfil  ions  uwJ  Verticil  EfccIficaJ  Saudlng*  (VES)  in  a  *oul  of  28 pools. cndotriilg the findings of She boreholes dnl ltd Io fftUCf depth*
[n formation Rom previous  Mudics. lire recent geophysical inteiiligAtkbni jnd the present djilLiAgi',cxcjv.ihuiu. «cre used IO prvduce j relevant gculogkaJ  map and CfOW srciiorii.
5.2            Gootochnical Investigations
Genievhntc-il in-veMipaLionSu including field work, laboratory tests and prcpai-alHm of 3 Geotechnical Invert ignliwu Repen, were carried oui by  Saha Engineering during Lbc period June ?uiJ9 lu August 2010.
The feotrehidcal investigations  comprised cart drilling, in liiu ICStt (vU4h is Slaniud PeneLrition festv. CuruLanl Head Terns. arid P^ckc^Lugeon Tcsls). Itfo-aadwalcr hioeilornig, collection of teprScnteLive wniptes. and subsequent laboratory  tests  to delcrniLfte the engineering ptuperlici of the sub-surface lorrnjtLons. Test pits  were also excavated in the menoir area to evaluate MnirrhghtiKss  there ns  well m in an area eonmintni: a potential consuwliun mjtcri ills quarry tu assess Lhc qunJily and quantity of the resource.
A Inlnl cd 20 boreholes ringing in tfcpih from IS U Io J5 0 tn were drilled. A total of V» teq pm were excavated |wfl in the resen oir ar cj. 14 in a potential vource ntca for core material nid 20 in a potential source area for shell material In add mon, a quarry was located .1 km from Hamm Gcbeya and about 11 km trim, the dam site few rockfill and fillers. Seventy-eight Standard Penetratum Erats (SPT>) were conducted. A ir.nl of 29 in situ rcnncjhilily tests were Conducted
17   Factar/Lopm   tcHinnd   l2Conslan1   Head   teste   SixLcen   undisturbed   samples Men.-  collected  from  Lhe  boreboki  arid  24  samples  from  the  potential  source  of construction  materials  Laboratory  tests  were  Conducted  on  these  representative samples Io determine the engineering properties.
5.3            Conilrucllon Materials
5.3,7         (So no rj/
The proposed dim im 7oi*d ihelL-rncklil I dam, tdlmg for (he foiling coiwtHMinn materials. wH* for emkmkiuent {core and shell imperials). r«k  for embankment, riprap. and concrete aggregates  fund. gravel iuid crushed stone) A rock quarry site (|u„icd al 4 Glance of 11 bn ftom lhe Jiira} w„ inspected
H____________________________ Anger Dun ImgMun antf framay Prg«t
ftajjb/fJty Sffdy <tf Ans*f D™ - £*«uti** Summuy
vijunlly  rcfantag  its  nulsbility  ifl  l«nu  of  ^unlity  nd  quantity  for  (is  inlcideJ puipoie 1 Sand sources wfl* eiw visually inspected aixl tdcnnfied-
5.J.2          Coro IMoforfate
The borrow site for impemvus core material as riluUed approx iniaiely SOT m downstream of the dttm axis <m the rtghl hide and it raaily accessible1
5. 3.3 Shtj/f Mafwiats
In gene ra.1 the sites ccmHI of *ilty sandy grave) ro a depth of 3 m, presumably Jtiiduj] soil resulting, fipffl in ijtu WEfllhering uf ih«r underlying rock
rhe borrow are-i siriuied war Andodc village* in recommended due Co iGs shatter Jl.im I mp_ diilance and |jrgc EpiMLjlt (beyond IIiilI required)
5,3.4 Rae* Qu-iny Source for RflCfrfifl, Riprap and Crushed Aggregates
J he proposed qusny rite [nr Kickfill. npsap anil ph^diaen&n of cnidied a^gtegares is rilutied 3 km (font llamm Gebeyi village. located ai a di Mance of 11 kin from llw  dam  site.  The  rock  is  rntviric  Co  slighily  tundeJ.  slightly ^c-albcrcd Co  fresh,, jointed Amphibolite,. sEnny
lhe  [wlcnliil  source  area  wil*  visuall)  delineated  wilh  Ln.e  help  rd  ,i  hnndhcM GPS, The estimated reserve* of the quarry cover an urea of I fr. 51 ItJJlHI I m*
5.3.5 Sand Snunres
Foclteln of s.in-J deposes. are nvailsblc boLh apsis cam ind dawnsUcam li T the lLuic iLxis in Arif er River, Molt pockcis arc available on inburiries of Atiigcr River and near line crowing of ilw Nekcmtc-fijuten nU-weaiher rood_
54             Summary of Findings
flte lab-surface geology of the dam site U hMADgeneaus mid eerie Eatable across 
□JI Uk bontaln sunk It ti represented predommunlly by Affiphihdlico - sli^htiv fractured .sound, rtilniv c Pceeimtbrian msUl line luretn^t rex k urid u subordllbOle QLQtcnuiy superflciil deposits, m fol I cwt
- l.nyci A - S illy diiyAliney ult (MHZML)
1 ]r Li«iiLiiut «| Llrt far hmmftu ihr quoted i^urse w||L Ik tmHdbk
t
j JTjUW-IJI W*-Aat-i ■ IWJ
ItpaHtai ie m
9Angx?r Pjm (mflafton awf PrarMgd ProjKt Fus^Cjfy Study aMnjw D#m - BnetrthK Summary
* Layer B - wltv samVcI-nyey ultv wj>J (SMi-SC, SC. SM- sw^e ML},
The Above iruleriaLi will be fartiier levied during line doit^A DOiHlrudiofl stage in flftlcr to verify  sheir lulhibilily  IA tenstruGCrDn materials  (triCtkvalrd Hom dim rcHUMhCMin and cxlertul saurces). Layer A will not wr^e m pari ol the foundaLioii of lhe dim and app'-uif-fiJiil nlructurci
Ampha»ljle underlying the topeoil er ouicrops *ill wnc lor iwlfill
6.
6.1
Proposed Dam and Reservoir Scheme
General
Ang
er dam design iiket miu eoflitderaticn ihe following tunipiincnLs
*
A.  dwlLlwkflll  dam  (with  tore)..  dadgned  (to  feasibility  sm^e  bevel}  to  |wo
different  bciglm  wewding  to  ihc  ikxmM  by  MOWE.  namely,  80  m  and  fll
rn.  w-jih  dam  eml  Icmlta  fif  I  JU  nnd  I.J&7  rn    rcspccliY-dy  Hie  revenctr
P
will serve for irrigation of an area of 17.000 Ju. Alternatively. ibe nc9d.il inn of
3 liKg? velums  of impounded waler to the 203 ML’M fix  IWS which is 
b
partially  dictated  by  A  LlJF  ekvahoas,  catild  serve  for  hydropower  gcncntLon
plus RCR
•
A E:dc §|dlway nnd chute. required for rhe su£e culkVcy-met of an incoming
1
day hairPM1’  tlood with a discharge at 4.KQ] m’/j and a 2-dav full PMF with
:l dzithjjgi- ftf 6.70S.5 jnVs withouL m-ertopping of ihr dun.
■ Chrlict pBpcv to Ectcme waler from Lht iwo nuHet lowers of the reservujr for supply of water ta line 17.000 hi urigable arcii
6.2
The Dam
1 he 80 m high dam, I JIB ni tong. in one of law rdimill
.u. explained above
I hr rtinight J.i_m txil u aJ^hcd bctw«n fwfl prc ncnl
niL
JuLLst.  Ermine  balli
ahmmcnLi.
The inida diarnte Sitici ci 1" Ltd gCl tn lbi ph J.unp u ’.vel | n those cf ihr (5 tri 90 ni lUKi 'JS m high dinin m nivm tn "Table J.
I F. 7011
10Ange/ Dj/n frnjjfwn 9»d Drain jgc Projec r fajPfy SfuM±K of Angtf Etaffl - Executrix Sufnmjjy
Table 5 BUin ChafttteritUt Anger Dam and Spilhny (Haff PMFJ
Dim
lnlflM
w
utef
(mul)
Mil wMi*
etrrrJcrt
JiwO
Sp.lh-ij
Unflh
l«l
fcUi
CilXlV>w
diKhjrgt
RfttrM
Hr-itwn
InwJJ
K>         T.-4100         l <130            310
IS 1.J150 l.<1B0 JOS
w 1>20 0 11230 2U
13T4J tU40
33®5 I.JJftO
Cam
■crtil
Until)
14160
-
Olffl CFHl
M_
1337
1471 a         1*1!
J7B0 7
?M7<J
1 1J60
1 <240
M          UO-7
231
I.XJ40        1 IMO
««S
r W7
The mjfLiinwn w^iet level for a foil supply  level in the imgMion ranah h ataui ] 393.0 mul. A5 governed by  lhe mini mum head needed for irnpikm and hydro power
rhe minimum water surface elevation far lhe hsdriuiic head needed la satisfy Lhe requiraDCDli regarding icIcjlkx for IWS. RCR and hsJrupuwcr i> U9D.D mail (hut could be lower). This will leave a dr ad Marage cf ahi ml 400 lo 500 MCM in
■blip reservoir
A  decrease  in  lhe  above  volume  due  to  designed.  lower  wllets,  semng  during so  ere  drought  may  retull  in  a  rite  m  lhe  cost  of  lhe  imgaliM  projeci  due  Io  ihe wed for pumping
The dam ctt« width was. cakulitrd In be 12.5 m and 13 5 m al heights of KO m and 98 m. reipeeiA c Ij .
6.3             Dam Crest Elevation
Design of an embmkmcr.l dam needt lo ensure safely  ngairu-t otertoppmg hy prusidmg an udcquaic  freeboard. Allowxtxes  for wind-induced tides, waves  and scttk-mcniil of line foimdhlicm and rmbankmcnl (camber j mmi be considered
ComiJcrii^g lhe faign criteria, lhe Hydfulogicd Slud>. USHR Doipn StuuUd
I j and lhe lopography, die freeboard was calculated ai follows:
- For NWLs of 1,4ID. 1,415. 1J20                    1,437 7 misl far KO, 85. W md 9K m height, ropechvdy. pci Uescr-oji Cprtju^n Prt^r.inz runs
•    Assumed ufind direction along Lhe efTcctixe fcich.
*           USfi*       «™um           manmcDdnl       ,p.ed          ll(          l6]          kmK          <ncmu|          frrtbowJ)
and bD linuli Irnmirnum freeboard)
widely used                  meLhod w» applied fat cikuhdon nl belli the noimat minimum Lreeboinl for An|ter dun
ii.mii
H_________ Aftgtr Dun Jmgjtjon Draf/ragg FNSib’ffiy Study Of Ang*' 0*” “
Summdfy
The   R«:ntiir   Operation   Pribram   wni   aimed   al   sizing   the   spillway   «o   unt^n [beNWLand wcertaitiing walcrnppl) reliability
AM-tof 1° the .tx^c-mem^ dwpn eii™ tf* mm™
Iht incrrtir calculated fw the maximum flaws pf the 4
<lr.  PMF  The  length  of  the  spillways.  maximum  ***Uf  C«cb  wd  dam  crcsl heights svere determined Lh?ri-np*'tl Ji 111.' IO lhew flpw -.
6.4             Oam Zoning and Foundation
The cLim fiiundaLian (urt v>rn-r 5.0 In 16 rn deep low permeability SCil OS efl Vine bcJnxk. The following aliemnive rmhinlmctu dun types may be considered
* FjtfihTdJ  or shell fill, wiih imperious  tore prolecleJ  by  line filler Lranstlion m»J  trune filrcTJ'dratiutre /ones  on the downstream side, between the core and iIlc shell, if needed. The sl«1| ntiirfi_d will be proKctcd upstream and downstream by  filter/transi i ion zones  between it and the n praprprotection lay c-r.
■   Shett-rocldill   (cmbraMian   of   shell   uni   rockfitl):   an   culet   upstream   layer   of i   nd   hit   and   an   inner   shell   fill   shouldering   the   upstream   slope   of   the impcrvi-ius  tore  The  core  will  be  pro-lecled  (nn  the  dosvnsircam  slope}  by Tux Clfer/uaMiliOrt and coarse filter .'drainage zones f two or three liners). and retkfilJ.
-  No  filterj'Lransiluur  between  lhe  ttpsucam  shell  .uid  the  downstream  core  {sec above).  No  fine  maleria]  will  frasel  downstream  from  the  shell  mtn  lhe  core due   rn   die   gmdaimns   of   Lhe   material*,   unless   design   stage   tests   jhow Lithenvi w
•      keck  fill  with  core  pfuteded  by  line  fillcn'trafuilion  and  coarse  filler  .'drainage zonej on either i ide. bei w « n the core mid the loekfi LI
CFRI) (concrete-1 need rockfill dan?) with jji upstream concrete suffice resting rwi lhe upsueam slope of Lhc rock fill dam, its plinth al Lae bed to a round reck basis and connected to the foundation grout curiam
lhe Lui iwo alternative* have certain disadvantages, namely .
’ S^he!
tiiEether with faundalfon exas^wn, reach to well o\ er I (MJ m in he i phi 2010) tl^L/T "m/™" r[fljKLl in Ethiopia (DoOLTSUP, 2(M-
„ J, the cost of fwkfill is very high and its fa «n<m is ibe m^t tm«
C,hi0pitt °r bUjlJ[nE CFRb or rockfill dams which,
rC
wmurmog of earthworks, fHtssibly lengthening lhe cormruclion time. Uicrctare, lhe following altemniivcs were checked:
•     liMh/slrcll fill Jam.
•     Shdj-redtfil| dam (with wide core).Anger Dam frrigitfaii intf Dnlnage
ftnMHy Study ofAMjtir Dim - ExKt/llvQ Summary A  mfrlc  cmtrankmenL  KClfam  of  an  ejflhllll  drvrn  of  dw  si«  ('•’  Ajie^t    dam  'L|H
require flutter slopes. resulting
,nr l^f Vul(tnie of *u^fe emMtU
tnbgcr etitiMruidicm Unw, redueing. the possible bctaetil-L in J prvlilal‘ddy.
The design will be fituliBMi based un finfffap regarding ddUWetfan rnateriab during tbc  design stage Jn the present feasibility  *tnB^ [h= vbetl-roclEfdl ilKnlrrtfve is etwiaUtred.
J"he aide slopes  of dir dun alleninlk'd W« Jtlemrincd unn-jl itnte-ol ilie-jrt rtmte elernmla nubility  xatlyris  PL-AXIS mftwite A shdkcucHfll dam hmnng -dci upsU cam stnpe of 1V:2 5! I unJ doLetisueaiti slope of LV:211 uilh sin berms nt I2.i m bright Itilcnalj An inner compaLccd ihelt with a slope flf IV LSH upstream tehitliq flti m iwpersfi&irx  cote nf I.6 2S1C upsveim slope. ■ >>.75V dinnuittuiL wm f-nuud ft be SL^bli: ujiiz: j11 desijncriteria condibens.
Secp.i<c  rhrough iJk tnihaiikoietil, fbtmtEiritMe and ahutrnenL^ mus1 be property LDCiltvIled :uiJ  collided. Seepnjtc  control mtiiutts  include tuunJatton cul.cdts, grauling: impervious  care; UruLS.ilinti rones. diiiina^t blankets  Seepage WK cakulnled by  PlAXIS sulks  .ue mid round to be some O.J  rti' per metre length of i(j:ii al (lie ]Ligh«i entu section (95 mJ, which mean? lhai tbc  mean drainage vflKlIy iei the carpel drain will be sullkiently tow.
The updifun slope will be protected apainM wave erutjoB by nprap
The required Uuti slmdion period lor rnnbtuikmem dam*. eHimNed. The required moslnKtibn period for embank  uieihl dams  was  eshnnted It is  estimated possible 1u plnw Mme 11,000 in1 of tompacltldl contiEtadion. materials  in situ pei day. provided ihc  work  day  consist? nl lhr«?c  shitls  of 3 huun ruid Llui the contnclor has  the needed cardunaviug mKNncy  and manpower. Bused on this data, the Mimatcd construction period far the selected shell1’ culh-rotkflll dam will last more ilun cj^i years lor on 3D m htj:h dam. and mure than 12 years far a 91 m high lLui i
I   able   6   Civts   faft   [xt   lintiuiuy   qumiira   of   ihe   shelt^utklilL   thru   dtcnwlive fciuth'ihorks onK |Affyer DJffl Jmgjbori and Dra^rragt- Prpjecr FwsfMiy Study of Ang#r Dam - E/*cirtnre Summary
Tabfe 6: Eitimalad QuinlHitl o4 Shell-R« WiU 0»m -
Earthworks Only
ShtTw^l d*fl>
Otw^i
Wim_
P.xk|l&Wj
€.102
«0.QS2
LHC
5.190
loUrf Lw 1IO1 * mhi
tM
ue»
Im dnr, rdudnqdran dtt (W fflY
V
|17lf_
C«o
Sin
tJW
Foundatoe t^arwon I-m-1 tV-ftfU cELfflm *^(lG3_n3|
i?DD
30?ft
Rpjp |10’ n?i
m
310
T
TuU oBiwb^niy m |
14 964
24.23 k
1
Llpittj- licpc
25
25
Dui^WNr ’Jqx
10
" tebdftd ■ iwi and i*v-C
6.6 Cofferdams arid Dewatering
ComtftKiitti of Anger dam mil Last for 7 to 8 years for the 80 m high dun and 11 10 12 yean for the *>8 hl high dum, ind will Uke place sn the dry’ mid wet icasans (sec   Section   2.12   below).   In   order   to   divert   dry   season   flows   ai   well   its groirndwnier flows reaching the construe Lion Mie, iJie folio wing are propmed
•    CemsiructiL-in uE an upstream cotfentiun with a crest at an elevation of
L ,35420 nm|p which will subsequently Ik1 part of ihc m&m d.un.
•      ttie cotte rdaiti will he I B.2 m high,, allowing impoundment of up io wme 19 MCM  wtren  full  (I  J52,7  mis!)  in  order  to  prevent  flooding  during  the  rainy raMfl,1
- Adoption n. 1:100 year or even larger design flood Tor diversion during
construe tinti
•     Divert]  on  ot  flood  waler  b\  the  upstrenm  reflferdam  io  4  cut  and  cover divcraifri  conduit  (C&CCf  inlet  upstream  of  the  inain  dam  Hie  CftCC  will be coiuLructed up lo half iu heiphL in rock.
6.6 Tho Impounding Resorvolr
I tie Anger reservoir flooded area can be characterized as jl v.illes bordered hy j
■tiuuntiLinuin watershed
1 iJp m ihc culltiiun cffll rt^mi the frctbwd
? HUMS 111 m m<q-I -r-uf
13, JK I i
14___________ AffjrQjjn 
and
Projod
FmibHiiy Study oMflflor Oim- £jtkuOv» Summary
A, ihx, k sobs » be tloodrf. -be aveiblte
racWill. shell, core fltotorid and filter material. iJwdd be P >ufiici«il materia] cover 10 prevail inerwed Hires '<rpagt
I Ke IkKHlKf «0 Hl elevations or UN
' j2T 7 Sta?
nt ruid 98 m high dam. respectively. is aboul 49 km and 72 k .
MWl’
■
o r  1,415.7   mail   and   1,4J   I.J   mail.   Ik   fin«W   iiwrensei   lo   aboul   .-I   km   and HI km\ KApertivcIy.
6,7
Appurtonant Strucluros
I Tn? appurtenant structures of the Anger dam and reservoir are ns fallow*
frnelc bridge - located above the control sec bun st the entrance
Io the chute.
Hili   vehicular   concrelc   budge   will   etcis   the   tnruilkn   section,   with   a   told span of 44.25 m for an SO m high dam and 34.03 in for a 9B m d.un
Pedestrian bridges two pcdcilrimi bridges will serve separately the north
and itMiLli intake tower*. The upprmdmatc lengths of the bridges ore as 
fol low's Cd the SO m high diun fewer - 72,5 m; 10 the 9K ni high darn lower
IllWtn
Imake lower* the Wo intake towwi ate situated near the inner toe of the main dam, suJtic-icmly  high topographically  not to be aflcclcd by  lhe flooded area mused by  lhe 1.100 year flood. The llooi will be about 1.5 in below lhe invert levels  (IL) cf tlte [WS eunduits. 1WS will be con trolled by  outlet energy  dmipattng control valves  mid supplied by  conduits  of 2,4 in -und I H in dlamrici I he maximum irrigation discharges  adopled lot the design orc. si dictated by  All)!’. 12 5 m'-'s  for the north irrigsiion canal, and 6.0 tti'/v  lor Lbc south irrigation canal.
Side channel spillway, chute .ind stilling basin - the spillway  will be driigncd with sufficient discharge capacity  to convey  and dissipate the energy associated with water flowing from lhe reservoir to lhe Anger River The MWL will be 1,413.7 masl usd 1,431.2 mad, created by  the 2-dny  PMF, for ilw SO m iuuI 9S m high dam, respectively; plus  bIHwaikcs duo to iidditumaJ efTccLs Huth AS settlement. wind, tic
C&CC diversion conduit - serving two main fuse [ions 0) divert Ange. Ktvcr llnw-a of the diversion design flood, i.e. 500 mVs(|- tn 100 year flood) during the wet season, as w<|| as dry Season flows; (iij serve togelkr with a valve
chamber and inlet ns pan of the HPS and RCR water
v>5(cm yor chr
n
purpose  of  river  flow  divert  ion  alotw,  a  semi-cirtulitr  condmi  (R  -  J.Q  to  3.5 m) would Miffac; however, this would t»i be suitable for Hp$ purpose1
; On ^lkry " “ Jcw>ib,c ^llct> of *™= 1.250 ra and 1,420 m
S1JJ'itl T "
lhe 80 m and OB m high dam. respectively; will be built ai (hr contort
Hr?.?* •
l
,U 1O   H
of  rhe  dammnecLum  works  on  Lhe  gram  curtain  from  the  d4im  crest  will
hr
.  blmn t«L
Ik significant height
V«> Worn,
1 CT J M Jv HUM.
8Jl ,^ujll
*■>*■■* I 11,3111Angof fljffl J/ngJlMJin Md Dfwnifgv Prvjttt Feasibility Study affing*/ Dim - Executive Summary
ttnprrUMliDn  of  lhe  Rrnm  curtain  in  cok   waler  see[M|jc.  regular  Inspection of the gruul turlain UhpCHYkobility (by SPMK cie.
• Ac prcwiL the dam site is ncK easily accessible. A pa%cd IM H km all weather rrtvl  to  the  dim  site  and  n  io*l  over  lhe  <J,mi  cftsi  will  be  buill-  The
access rcud will be uwd for accessing the dam tile and the operators e-imp. ibe rood over lhe Ctn.1 of the dim will sene its a hauling and nMunlrnJIWC road during cnwinjeuw and bridge Kwrot* the rivet ui addiiion to ila serving for darn Lisi peel ion iad iccem to the spillway.
6 J Water Supply
As mcniuineJ earlier, Use reservoir will supply wale; for:
* EWS - up 1o 17,000ha, ubout 203.1 MCM annualK
■ RCR abcnl 101 MCM annually, or 3.2 nZ/s.
According  in  Lbcflhove,  all  ipilh  and  waler  iclcam  (ihriHjgh  the  UPS-  conduits) with discharges higher than X2 m% will also wive os RCR
In  case-t  nr  lesser  ducharges  or  nn  discharges  il  all,  RCR  will  conform  to  the above discharge.
The  mean  annual  yield  uf  waler  entering  Lhe  rttenwr  h  about  0  9|4  *  |.0M
■h ’/ycw.
,
Hire minimiiin jielrf is iiImvue 0.561 - lO^mVyc-ir (45)cantJw#)I
Accordingly,   it   appeal   that   close   to   100%   rrlkabilUy   for   IWS   and   RCR   n forecast.
7.         Irrigation Water Supply (IWS)
7.1           General
I  hr  hydraulic  lyflan  described  below  coiinrts  of  two  inlake  facilities  ccndujy “** implion water supply (IWS) syslenu (or AEDi’, as follow*
’
‘
W ?.lyll“ ’T0' “’C''“,;',B *" fW 'rk“* °f
7 the nurthnn irrigation canal, is Ml is release of water to lhe dlUk of Lhe dam. according iu need (drawdown, etc.).
HwV'k 11'S,£Lm CSIS)‘ IIKlUdil,E 111 r*LtiliM fur ldciVc of»u w^r
(iw hj fo lhe southern Lmgndon ran.il
tOTJUMU I E*> A-pr 4 -f—
16Anger Ow? 
Pfo/k f
StJdy of A^gcr Dim- Enorfv* Summary
7.2             WalorUw*
The pTixi-iiL uim of lifer dun rur AlDP and R.CR> kwLh calltnp far high rcliab£lit>-
Wheri  the  HPS  ii  operated.  uulflnw  Io  the  eitait  of  5  2  mV*  of  higher  is nnsiderrd as RCR The Mtn* «Irue for spalls.
7.3             Water Abstraction Systems
1WS i* ideated from Ibe impoundment hy gravity by tidier er bolh til the above- mentioned IW3 systems. -as follow*
-  Northern  canal  IWS  system:  this  spurn  includes  m   up^tremn  mLnke  tower an   J   WMlilltcd   decttWKChAlilC4l   equipment.   reinforced   cofKfclc   sleeved pipeline   and   ctawnMitam   control   equipment.   The   system   will   operate   it follows:  normal  opcrtiion  -  cuntiollcd  release  of  waler  tn  flier  northern  canal. emergeBcy release ~ controlled. release nf water So ihc dam chute from NIS in order  to  lower  the wrier  level  in lhe inipoundir.cnl reservoir or empty it. The ]WS  pipe  far  the  N1S  will  fallow  rt  difTmnl  alignment  when  crossing  the chute:
-      For live 110 m high dam, it will pws over the chule (pipe bridge) due Io the chule  bottom  riewtun*  Ihc  u*  cipus  will  include  th/rt  piers  .supporting I  be  corrfuil.  The  freeboard  is  calculated  tn  contain  the  disfuibancM  to water flaw.
-     For l!w 9H ni high dam, rhe IWS conduit mil pass under Ibe chute.
• Southern cuiiilI 1WS system- this system includes in upstrami minke towel
an J associated dectromcchaiusal equipment, reinforced concrete sleeved pipeline imd dawiulreuiri cofUUvt equipment Normal opeialien of live j>ystem
will be by controlled release of irrigation water to the wulhern canal
7.4            Water Levels
The characteristic level* of live reservoir are principally as follows.
■ Den toe level: 1,336 mast, on the riverbed.
* MwdmuHi operation level < MOL) or innvnl watci level (NV. L}. this  is  lhe tevtl OF the spillwny  ctcsl aai w.ncr may  rise aK.ic it only  during spilhgc. Four NW|. levels  urre c«i*dcrcd for [he analysis: 1,410, 1.J  L5, 1,4211 and 1427,7 mid.
*
, ifTi*wiotl ™“]' 111 M] iUrPly  (dictated by  Al DP} e;il|s for an m . of l.JAnj mill. The head rd ™h irrigaiion canal is  located on the GCrWnsbKua side of the darn.
*    Irrigation ini At IL 1,3 K7.0 mid
J TTJmw 111
| | ^r|
is juii
17Difft Jrnjtrjqff *nd Dfiinig* PmjKt fwsftrJriy Study of Anger                 Ewcuflyo Summ-wy
•   bri^liun   ij<(ent   Io   well   full   supply   level   (FSL}:   l3W   mas!   fkrwwn   ihii level   1J90.0   trvLil,   iht   irrigation   syaiem   will   ml   receive   its   full   dedl|jfl aupply due Io hydra! is I iffii LUioas
■   Irrigation   jyriem   ndfihtums   uperatiun   Ind   (mOL):   1.393   mwl   Th|s     1^c upper  level  of  lhe  north  imgilibn  system  ittfjke  slnKtWE  between  Lhis  level and  lJMJaud,  Uae  imgalicm  system  will  receive  reduced  discharges  and Use intake screen truiy be only partially luhmcrped
IFtfter jtaiNMid
11k nijjhthun water demand b jric-icrilrd in Table 7.
fable 7: Mirimum WjL-h r Demand
HIS
Myth rm unpfion cm a
WJn'ii
Qsbwtf                  oiDrl In umb
SIS
ft;-lien cm al
0 0 tft'jft
7 5 Main Equipment Characteristics and Parameters
r
7,5. f MrthMSSyifw
ZrtfjlJtf Towrr f.'^rjipnvrnf
■ Trait ratk^ (requiring tto cleaning due to tou ciiErance vctoc-in - U ?S m/sk
•    Bulkhead gate
•    Roller gate
•    J Jftfog equipment
•    Tnoniion scclinn from rectangular to ecred lai section.
CwMt
TTm catidiBl wiLL be of ftMil embedded in nis&rerd eencrrtt, 2.400 mm in tlihtncitr. The pipe wiU he jppnjxunately  400 m ui lefi^ih and wfil httVt il wall llkkkjieu&ri 2.7 mnn
ZtaNWfrrom Ctorr/rf ^rnjwwen/
CrJnTraf
far DaiWi1 fhtfrr Ml rfrjfr
■ I wu milieu, |)N | .400 mm, from lire DS2,400 nim <vnduit.
•    IwLh    ntflj    w      6DCtw      JfaiiH&t    valva.    Howell    Bimo    er    lyne    DNI    400
iruii.
r Sn
INAflgtfr Dam         J kon and Df JM?       Pjo/c< f FwsIMWy Sfurfy of Angffr Dim - Execute* Summary
Ibc  above  c^uipmetU  will  be  tnscnllcd  mridiwrs  A  deduced  concrete  pliidi-um will be iftitjilkd it ground l ei el and designed for vehicular 4CCW
Cwtfra/ Ejjtftowr df for Aorffr w M
•  Two  oulteK,  UNI  JW  mm.  from  the  DN2.4K)  mm  conduii
■ Two energy diuipatmg valves of needle type. DXL200 mm
Tlic above equipment will be installed in j dedicated Cwv-sJWry MlMclurt.
Exb valve oudet will extend to a DN).2fln mm steel pipe Mibmcrgcd turtle! through Hlc bottom More) wall to the Wiling basin- The sli II i hr basin will supply waler tn dm northern can JI by means of a weir
7,5.2 Soutfr JWS Sysfcm
a-/
.fourtAe roM.wrjEfl’nijWfiwpf
•     Imsh racks
•     llukhead gale
•     Roll er gate.
•    Lifting equipment.
• [ramilum section from rectangular 1c circular section
W               Cmrrfufr
The pipeline will be of steel embedded in rriafbrccd concrete. I bKOCJ  mm in diameter The pipe will be appcGKlhlatdy  300 m m lenglh nnd wdl have a wail ihukncM vffl.SInmL
r J                Doiwufwaiin CcwfroJ EfirJ/Nnrnr
*     I wv oui let DWl mm snivel ftorn the DN1 .SOO mix conduit
*     I wo energy dJiiipaling valves oI needle type, DN9D0 nun
I he above equipmefli will he tnslaLL«i ju ■ dcdkaicd ^cHicccy Mraiiture.
Fhe outlet of twh vahc  wilI extenj "> a DN^OO nun steel p,^ subincrred cullet IhTMigh the bottom storey  wnJ| tn the stilling basin I lie Milling Immii will supply 
w *1« to lhe somiIi canal bj means of a wrir.
’y
' 4             ■ 11 *
*-W- J IW(W — 
J.<
I? *41
19FfttittOfy Study of Anptr Dim - Erocotivo Summary
0. Hydropower Station (HPS)
The hydroelectric sebeffic will include lhe fallowing cornp*-iocn[s’.
*    [male and take c hamber serving the J IPS md the wmi-hoiiom ■QUlltta
■   Two lieiidracc eonduirs (penMocks) toculed in the divcreiron conduit {( £CC)
of lhe jAm.
■   Hydropower staison 113 PS). including ivb« wnu-bollom cullets
*    Tailrace channel.
[ :oxr HPS altcmulivw. are presented Allcmitise 1 (RO ns high dsn), Allcrnalivc 2 IS5 in liigFl dans). AllcmaUvc 1 (W m hhgh dam) jnd. Ahcmalive 4 (9S m high dim).
During  cwttlrueliflfli  <if  lhe  dam.  Anger  Kiser  will  he  diverted  through  CftCC under the dim
After earnmnsaonhifi of live damr closing oJ the CiCC used during construe lion and eontmenccmer.it iif water slaragc  m the reservoir, lhe C&CC will K retrofitted (with installation of two embedded pipes) in order to perform the following functions:
*    Sen e is im accm gal ltrs for Lhe intake and salve chamber (from lhe HPS)
*    Convey ss-atci Io llue turbines installed in lhe 11 PS.
■    Release waler from the reservoir via the two scmi-twimm oultw (lor RCR
mid Df)j
lhe intake will camisl of a submeej*cJ rectangular concrete iLruclure with fixed
lra$h rack Kftciu, wilhnui cleaning demes and will he located in the impoundment (upilmm of 13k dam). at the upper end of the C&.CC.
lT.c  vnh-e chamber will comiM of a rectangular «ncrc1c  submerged itruL-ture. wilh a dome-ihttpcd ceding 1 he preliminary dimension* of the chimbcx are fi.O ■ S.U in. The C&CC laid under lhe dim will conned it with tlae HPS
The mum equipment installed in the valve chamber will consist of four hydnultuUy  muated farcied IJ  . 2.2 in slide g#t„. 1WO on «ch conduit one i;uirJ jjre upMjcjm JUidonCKnuoe/ciiiefgenc% pie downslrtairi
Tile htidixc conduiis ijxnjIcHlks) will consist id1 twn 7 7 m ,i.n ir—1
__
20Anjef Qjm Irrigation and Drama ja Project FeasiMriy Study of Arrffer Darn - Ehcu0m Summry
Itw ItFS will CLUHIM of 4 semi-burtal lertugutar concrete: urutrurt with a supdnitnbclurE abuve Ihc  KCC*S le*-dB locked on •he left banl. near the dosviiAl.icarri eoiTerdxm and at lEc cue of ilie main dam
The Lusullcd capacity ol the tIPK will be Kiel ween LSD MW in ibe SO fn high Jam ind 20.0 MW m lhe 98 m. iugli Jam and was wlecled bawd on a plMTfl faeicrf of 0.45. (The plant I'nctor is  the ratio of the average annual erwp production uf a power station ly  its  maximum aoniul oulput if n operates  al full capacity  for the whole yc*r). Hut plant factor was  mloplcd bated on slalisikd data of sinuhr hydropower pIjnLt mail dams built in Ethiopia during U*c neent pait
‘the dimensions  of the J  TPS sinjeture nm dc<crwuKd according to the dimensions  of the generating imiu (turbine and gcnrriitor) I heir main cbmuerutki are:
■    Number uf nciicraliiiH Uftlls 2
■     Turbine type - vertical, Francis, wqih concrete embedded siect Spiral caw  ajkI COGKreft embedded 5l«l elburt draft lube.
• Generator type vertical.. synchronous, (g| SO 1 Iz. cos q 0.9.
Hw main dimensions of the UPS sItucCuic will be m follows: area about 32 - 18 m and lolal height 29-30 tin. of which about 18-19 m (three Hoots) will be below ground (access) level. The height of the lupcntrutcurc will be aboui 11 m.
The  machine  hull  (nacss)  floor  will  always  hr  above  the  maximum  downstream lathvatcr level during maximum spillage user lhe dam m 4-11 four altcmatLscs
On the arccss  loei. an evecliofi bay  will tw provided, with a sufficient area 1o allow access  by  ;i i miler .uni laying of mum liirbiric/gcncratLir compcnenlH during erection ar difiwiEtlbig for ovcHiauVrqraiis. l-quipmenl will he handled by  an overtwad elcetrie (indoor) travel ling crane surd io the maximum expected lud. i.c. the weight of the scnetaiar rotor. The travelling crane will run on rails installed on cofcreCc/mctallic faffil in the plant lupeHlruGlurc.
The  [hid  valves   of   die  turbines  will  consist  of  horizontal  shah  L7   m    diimelrt butterfly valves.
Auxiliary   equipment   in   lhe   UPS   will   include   oil   pre^ure   units   (erne   far   each luthine/vulvc), speed ^vrniom, cwjling w.ittr system, tom pressed air system,
Ibc   sunt   bulling   «iLl   accommodalc   luo       scml-baUom   nullet   conduits,   each equipped with a gu.wd ta]v« tni>1 u rcguJtling valve
1  he  vreliininary  diameter  of  the  twu  conduit-,  iv  ]  .7  m.  The  yuard  valves  will  he 1.70 m diunetef hillerth ™h«, idem.cal to the rwhnc vatves, and Vie
/
tH-Aat- I Pin! tn
LrfTU fcl*. jj ft 11
21_______________Aflflar 0>m frriartbn Oraimj* Pro/tct
Pliability Study of Angtf D*m - ExecuC** Summary
Railing    diKhirst    ™iv„    will    he    tolfo*    jet    (lfo«ell    Bunf«)    '>?=■    1      20      m diameter xnh«
The two scmi-b<ffl«n millets arc designed Ip serve Iwo nwnn purposes ■
•      To occasionally release water from the reservoir as a variable discharge up to [hr maximum capacity o-f each valve, i e 20 m%. whenever required
■     I  o  friz-ncr  j]  mirmH-mn  ccnMUi  discharge  of  3  2  m  ^t  lo  supply  downstream riparian  consumers,  especially  duna-E  lhe  dry  season,  on  4  daily  ham,  when ihc I IPS lurbinn are rio1 in oprralion
Preliminary  vcnficajiion of the tnmienl regimes, especially  total load rejection in the power plant and the regulating. charaCIcfisiies  of the general mg units, wat perfenmed
lhe pri nt iptd contusions ut as follows
■     The  ruLil  premier,  includcriE  waJrf  hammer,  Ln  Lhe  peruiucki  in  case  of  loLat load  rejection  could  reach  a  maximum  of  210  m.  The  penstocks,  turbine cwt  semi-bpllom  MdcU  and  all  rhe  valves  and  appurtenances.  instilled  rm the high pressure side in the JTP-S will lw aizrd for this nomiruJ pressure
•       The  scheme  with  iwa  penstocks-  supplying  flat  hydraulic  turbines,  directly from  Lhe  intake  h  acceptable  (from  the  point  of  view  of  pressure  rue  and speed rise in ease of tuad rejection) and no surge tanl or any other means of protection are required
•      The  mutual  energy  production  of  the  UPS  was  esumaicd  (ns  3  theoredeal figure  based  on.  iht  htiCnncal  river  month))  inflows)  and  a  salue  between 7J 5 and M2.0 GftK'jraj (depending, on die dlih height) armed at
9. Electrical Works
"Pw dffllHMj system iMlikirt h>dro-g<rvcranin (for ihr 33 kV swuch^cir,
Hep-tip UiniftqTners, scntcei iruufonnefs ami Etrcratory 0.4 kV rmin txwd,
uJilmonil txu»h and cables for electricity (crvwm al ilK dim and for
re-quurcd lighting and control ruul SL’ADA nyateirn,
The CL|uipnicij| js drunbed below
■        Hydro-tcncraton.        Tww            hydiwl^mc        ^foonous        ^rralcr,        will        hr insullcd in khe power lUtion as follows.
For W m height Dam alternate . 93MW. J7S rp-p BeiW!tBtnrs Fw9S ni height Diun .ilteruniivc I0.3MW, I?S ecnerulcr5
Fhc outptn voltage of lhe gencralor 6 h kV.
" bXUh !1n"“,1""rT
.«* !OTCrj|„r tvj), u ronMC|eJ „ m
iUdivjdiu.1 step-up (rarufoftner-6.6^3 LV, about 12, j MVA
l?_ j= |
22and Prgjfljge PrcyfrCl Fea j JMWy Study of Anger Dam - Emcirtfrt Summary
■     A53.  j3kV  swiichpcui  of  primwy  indoor  swi&chfcac  type  Th*  vwilchgeiM will  be  supplied  by  die  by  ifro-generator  and'or  ibe  electric  mopeny  r«der And will supply power io die I IPS, iu the irrigation services and in live clcclric company  feeder.  The  decide  company  feeder  for  ihc  complete  pltni  will  I1* connected fa (he iiPS. iudciign not being within ihc scope ol thil project
■      Slcp-dm   ijMifortticcs   for   illIjoii   services:   two   transformers,   each   aheys 6jo  fcVA.  33AM  JcV.  Each  iranvtartner  will  be  capable  during  a  fault  in  rhe uUitt trnruforaa' il> supply rhe eumplcte load of the mim 0.4 kV hoard
*      Main  0.4  IV  beard:  The  main  board  will  be  supplied  by  two  ii  cp-down
iranslbrmm,  services  diesel  tfcneratora  and  a  UPS  system  J  be  mam  board
will hive a separate busbar for each supply transformer
I he iwn hu^bars will
be connected by a busbar-tie cltcuiI I sealer.
■
IIPS access gallery: ihc gallery between Lbe HPS and the power inlale will be
lighted and -t enri fared-
*
Power  jfitaiiiM  intake  supply;  supply  to  the  intake  from  I  he  UPS  will  be
backed up by □ diesel ftWttlar
■
Supply Io the dam: Lbe decide*! load of Anger dam w ill be conccntfALcd m
Iwo areas - lhe first area near the northern part ol the dam and second ikcvir
lbe M.iullw:ni pan of the dam [he above areas will be supplied by jeparaie 11
kV  lines  from  the  HPS    comprising  underground  cables  laid  in  a  conduiL
fc
Supply  lo  the  north  and  nouth  areas  will  be  backed  up  by  local  diesel
generators.   Radio   cocnmuniculivn   will   be   inarallcd   between   each   dam clcctncal site and the control centre located ■h lhe UPS
*       Dam   crest  mid  kghtit*^   will   be  comprise  10  m  lighnny  pules  >pKfd  n intervals of about 41) m,
*     I-JgJiiing and power neniccj.: indoor and outdoor lighling Jwid power service & will lx installed for all sites.
*    Cunltul and SCAD A yyitcm for the pl ani
0. Structural Design
SinKtural   design   focuses   on   feasibility-l»<]   rumination   cfihe   dim   wordino   lo the Iwo lieighi options  91 m and SO m
-
All de.ipn W4U prqured newrding Io Hnlisb Stindvds 
Cl |llioftj anJ
inlenuiAinal     slandudt.     uniat     Elhiopim     sumdjrdi     were     considered     mmr appropriate lo local cuiidiiions
All cttlculaiiorii were carried out in SI units.
1 he Cikulaimns for Lhc vsrioujifructmt used the luLlnwtng software:
■ AHR ■ Strap. Vcrsiun 2010 {3D finite elements)
•    AT1H- Beamed, Vcreioo 3010 (cfllcuhuofl of beams)
•    A HR - Col iimn. Version 2010 (talculat,™ of columns)
23Afijof Oarn irrigation arttf Pramjgg Project ftwMtffy Srudy of Artj*rO*ffl - £r*cufiv* Summ*/y
> L jrLi-Channel. Version 2005 (cakutetiMi •»! concrtu pipe co* «1
*    Gtowlte Wallap. VrrtiOH 5. J (cakUnucn of retaining «*«sF
The foJIowim itewiurti were dfiipxd uad cjjcd-iied:
» IllLilc USWCTS.
■    Pedestrian bridge (intake- low ft — Awn crest).
*     Side chwtnel spillway and chute - truck bridge
» Side dtunocl spill'Wwy * chute * stiUmg b®in
■   Outlet conduit tub J vulw c ctumbci
*    Cut Mid COW cnndiiil
*    HRS.
11. Dam Instrumentation
Anger Dun is  a high dam localrd on a kmndjttno including bedrock (Anaphlbo-lilcL which ii the bd-lb for ihc  impermeable cctc, cUlatT aftd pTOUl cwuin The bedrock  Lt covered by  Layer A win clay  to clayey  till - and the lower Layer B - dry1 sand / diycy  siln sand - tn ih^knc-vw ranging Imm a feu m-ctrcs la 15 nt
Although the design lakes  into account Ihe above-mentioned tpccia! coaditions. the developtncii of other conditions  that mi phi jeopardize Lhc  stability  ol ibe dam. iLi ensiruai and/or the dowmirrim will nccessiLiie add i tiooaJ  fol low - up 4Ml dull fathering and. processing.
The solution io passible proNeou Iles in monitoring iiuLrurncnlalion, which will enable the Resident Engineer ■' operator io culkct iuid pruce%> various lLiia, moos llie <iiHi condi lion with or without help communicated by  the Jam safely xoctsment syfteitiforEinmtioci. and decide on actions to be taken
Same eight control and monitoring ’’aeciums" confining iiuTrummUtion will "inierwT the dam Addrtkin.il instrumenmimn will be locaUd m appuntnarii structures and other loowiovu (see Drawings C2-45 io C 2-59)
Accordingly,, iiMMfumcnlaCicin for Lhe cbm will include the fallowing items
*    Benchmarks.
"   SLmdpipw   in    the   Ln^Kctinn    giJkn   s*nh   mjiicimdeta   and   sjhraiing   wire pte/nu^eten
• Different^ xtdcnKDlfaiovcnKnl Pa g«
u
and farmdiiion
1c   chick   the   shibd.ij   of   the   lowers 
■ Measuring ucin for seepage and drauuge qimriilfcalioh *    Walct ird sediment level gauges
•    Barth iKessure cells.FwfWMy at 4rtff»r Dam - £recuAV« Summary
Computer and eummunic-iiidns centre. SgrvriJlanrc -cquipcnciiL
12. Dam Construction Stages
The  Eugci  refer  mostly  to  the  carthmcning  ^lemenls  ol  ^am  oniutrwtron.  whu.h determine  lhe  ■Juration  of  the  wurL  h  is  iisumeJ  thal  jppurlenjju  structure* (such m mute toners, culJcC pipes. sjiUtt-ay ind chute, dwi bridges. UPS. etc 1 will   be   Monnxta!   in   parallel   with   the   cnrLhrooiing   wUcU.   in   accordance   J program to be prepared by the Contractor and approved by Lhe Resident EngiMCr prior 1o commmcerncnl ■ ifCMdUrucfimn.
Any  appurtenant  suuctures  ih.u  could  lunder  Lhe  progress  ci  dam  eonslrucuon, c.p eu.1 msd cover conduit and outkl pipet, arc aim taken into accciunt-
I"bc  earthmoving  capacity  depends  on  lhe  ability  of  lhe  Contracted  to  assemble nnd   mwugc   Lbc   ncccjsary   equipment,   workm   .rnd   materials,   conunence operation Lin lime n.iiJ adhere to the limeLsblc
It should Ik clarified lhai the Contractor h cxjxclcd to have sufficient standby materials  ready  frit the diflmni zone* ulwn compacted hit for the cutoff trench* dam zonei f backfill Irtrortres). etc. i* Commenced and throughout lhe rnislruciinn period All uiurecs  of materiaK quarries  md borrow areai, vhcwjlJ be well defined, with adequate resen ct of pnnen material lor all needs, mcludiog transition filters. sand and concrete aggregates. as  well ai rock. cLiyr shell.-etc1
It is  assumed fin present purposes  that iIk Contractor will he abte to cam out some 11,000 m’.'day  of dam earthworks  (compacted rend approved fill m die dam}, in three H-bnur duly  shift A change in this  work  rate wdl naturally  result in actmerpandiii® change in tlie ovcmJl work rime
the   founJaiion   excavation   rale   is   assumed   tu   Ik   10,000   to   11,000   m^'dai Exeat iwd Layers A and 11 will be used alw as fill miiesiqj lei  the diflcfenl Jam 2dms    VTwtcver   cxcavnled   Layer   A   material   doe?.   rw!   meet   the   required duramen  tries  of  competed  fill  material,  n  will  be  dupsod  of  by  spreading  in byeri  and  compacting  by  [oiled  trunk  wheels  io  form  ,i  drawihk  lindhrnC  as approved by lhe Resident Engineer
Il h nJso Miumtd ,|u: wmk  will MMinue for 28 djy5 each momh during the wen inDniki of lhe jwr wilh ife leui rj.nlolI 15 wdl u durine sulfa*oily  dn periods in the uet season ih order Lo Allow sxdc 3-1 udditioruJ work w<xks in
25_____ Anger Pjm frrJgjt/on 
Project
ftjuikJrfy Slcrdy oMngef Cart? - Ex-Mirliire Summary
all,  Ihii  will  amount  Io  m.w   224  Work  days.  involving  3  ’  8  hours  daily  sbiltk foi the line gribed itLiteriil^. equivalent Ifl 2.46 MOM nf compared fill per jc-tf.
Work  with  drainable  materials,  such  as  I  liters,  ItMUihiM  rock  and  npnp.  cun continue during the wx*  s&iSOn.  assuming  an *JJitiuftal 45 day* of dry weather or of  rains  Hut  we  rw'  too  heavy.  This  Ls  equivalent  to  jboul  220.000  in  270,000  m per wtL scawn, weather permitting, shortening Lhe wwk by Mvend triortlha
At  1lu  prescnl  state  of  plamfa*  Lh«  yearly  amount  is  taken  ns  s  margin  ot  safety in ■urdcr tn provide fbf potiible errw ifi the above wsumplions
The rale of mspet lion gallery construction will be about 2DQ-25O m over a period of about 1 monlhi Work  on nil strwlures  will continue during the wrL season (wtalber and drainage permitting) 1bc  inspection gallwy  will be construcicd tn the first utid secorvi year, utter implementation nf the gjtsui curtain and grout cap. followxd closely  (alter completion of the curing of each section of the gallery  | by earthworks  kr Jam erection. ALL crossings  of Hit invpcction gallery  by  the conduits  will be finished on time so as  not Io lie lay  lhe general progress  nf the works.
During   impIcmCfiUnkm   of   the   grant   ciuiain   and   gallery,   the   rale   of   daily compacted fill works ui the dam might be lower than staled above
The entire inlrutruclure (access  road, power supply, cotutruetiwn camps, machinery  yardq workshops, fuel iiaiions. etc.) will Ik ready  and uperatiunaf before the beginning nf construction
11k CACC util be Lhe fun structure to he implemented, enabling diversion of Use river flow (I 100 year flood nr greater) io commence m the shortest time putfibk.
CtHulriHhun of the t ACC. including zoned relill with compacted layers, should be completed in the titvl year. The Contractor will employ  contraction manpower and equipment Co lite eaimt required tn complde list task an time
( orulrucnon work on the 11 PS and Lhe conduiij/pcnMoGks iruidc the CdtCC can start only when the CACC is empty, drier] and cleaned This will occur when dam construction u completed, the bulkhead Ka1t at Lhe upstream <md ofihe condwil is closed, arui the upstream fit >. r the CfcCC from the p-e down to ™WTr
15 Plugscd tQhcrelc
CnnnnKiion cl lhr tlps wlN
ccateym  RCR ^
± h ..... .......... .....
K                 lcr fUr
Complete
penihKki A   monihi io
■3. xt r
26QrarrtJg* Projiocf Fe«iM4y SJ-udy of Anger Dam - Execubw Sumnwy
Hu.vcJ -on iltc above-incniionftl Aiswnpliw iftd cooditiws, rabies S ind
prcseriL an caliiiuilc o| die overall time required fix ibe different stntes ut construction.
TibJt B EiHnialtd Work Quanliti». Dimensions and Durations
lijcn h^h dim                     Wrr-jMw ' TOW MrHinw"*S i.4cui
lUCKj
wm
Wfrt 0--LkfU.Lt}
£|            -1 lyprA
ll
227
Eii a. Pt -nto* CkW
04                            075
22
Gt«-*I 4 M
TcUi wi>k Qjrtlifen
ns
JED
125
1*7
J 02
210
?4 u;
IffiptafflvMjfcatiai
- Gjikrjp1
r CuL t Ctw-irriiA4lr
1.5M m                        1.E20m
iDQmi
SflOrr.
rawd^u" glwttri1
3J Wil 40 NVCki
1 The np*MJteii m CHI IN iflrtrtd bj vtng Mtorf jrttaiian^ r’-jnjowf r-JwrtM ixrc-rtr
XJMi Hjupnoil. dz 
r
rm yt j
tibia 9. Duration of Eadhworki
Dim
htljyfi
M
EitmOC-n |MCMJ
llrKtkiiiinfj layer A)
(ml'day)
fWsrfc
4*j4
FUi
fMCHJ Irn'Jdoy]
(Work
TrtjiJ
wort
[Uyi
7ol*l
wonk
yarn
K.
22
ID TO         223            12 5           Otto
1.113
$N                  302
S' TO         3C2            ?10          9 000
2353
3.6J5
-5
-1D
One Lo Lwp yeiri musx be              io Lhe cakuhied work period fut the preliminary
wurks  required  lhui  constnwiinn  of  in  80  m  high  dun  util  lake  7  io  8  yean  and cottSLrurtHjn of a LJJj m high tlun will lake 11 10 12 ytarj,
Ai stiied. ((imniiMioiiinij of lhe HPS will ukc  one and a half tn two yean lolJowinu handing utn of Ibc  dim and the icwnair water filling ilitfe 1 During ihJl lune lhe reienotr will fill up wflkicnily  io provide waler for hytamwer luppjy, depending on rainfall quamiiies ir-d dninbuiion
13. Bills of Quantities and Cost Estimates
’7      7C         VinOli'      U*rki         WCre         Pftj3ikrcd         fcwWUwt      uf      lhe fmtb.hty mdy for Lhe «0 nt xU % m tugji dims (we Mimmary. Table ID)
Wto- ritlrt, ,1^. alkrcdfflplruimoribt .Uni UlJ cfo,Wl.
« ™w:rfir tjjhratf d| ihr up t if tram »~f_i | g
Of Ihr C4CC JbuHhdd
27__________Angtf Dam Irrigation Ofwiage Project Fusibility Stwty af Anger Dam - Execute Summery
TiU* 10: Bill! al Qvi Mill** - Summary ol 'Work Items
------------------------ ------------------------------------
Amount |ETEQ
Pjri Nc
[Hicrlpdon
Wrti Njhtfru
« tn hljh
1
tewol PtmmfiI
9.101 KC
1»,'vi eco
s
Srit rntaram
1,720.57s
1,971,075
3
air                   *M F--»*r l>vtfw
9 452.070
11 132.415
4
p.;, ■■ j Wjti
ti7 577.125
155 971.900
5
Cs^am.1
41035 170
67 967 219
I
1 I5t 923 OTO
■■ W JVM
7
Mfrii Dam
2.118253052
3 5M '»6 117
fl
MlXMlXX AM* 1-44*1 (W
1M.M9.4JJ
2 Id M9 577
II
IK Tv?^' softer
JM 750215
390.153100
111
1 tedrejf Vtcrti
57.4 -'6«K1
5a.W6.M0
tt
riturreulJtizn
4 MJ ?i?3
6052-fti
17
AsXeMj FUJjd"
144.171 111
iu Hl 111
U
PlO^t? M* >^1 RKpJtfT**:!
7.525 5«
to 300.939
14
Pl&fflii-iMf
2747.71 S
4 W 344
15
D>/ Wtrt
6 459.123
>0 U4 12?
$ub4M*l
4.3J4.5H4 9J6
5.514 157.455
Confixi'T’.J
Ut.fllifl .917
1.114.971 417
TcCji ircktfS-nfl ConlKigirc n
S.U1,M}l,.tH
e.jMjn.w
V*I Ml5%
GimhI fol-jd
5 6*3727,712
---------- -
7T07.10J.Jw
1,005,274. JU
1 *40tli *u*3 r Kuri rfi Ht Kfrlk.r. Fla*
11* unit price* ptcpwed for Die prtjrcl were derived from srvcrnl sources  (m Iiicri Itie definiliont erf iJie specific  «vrk  in each ciE the sutxfauvi tn ihc folluwinp order:
■ Unit prices from preview projects sjkIi u DuDLTSBI'
* Unit pritci generally utcpied in Ethioplrr
’ I fnil prices fp«i projects. W1 necessarily in Fthio^p,^ *vhc« iimilar WOtks or GarnponeciB tu-bc been, pneed
similar ilcmt in US doll up. (at lhe exchange rale ol I IS 5 j HllW) 1'ullnwinfi MOWl-Js dirwiivev cosi enrimales uwe prenjtcd « Mrt .if
±'5 n'"’ '" FIa                “■"ll"”1'1 P"£"
Item
____________
LTdk        /M            J*        V        m            “iKh           CtUni            “>tt           of            "* m high Jjrn-is were derived lrc*m Lhe above dawn.
“ w,'c uaftl- i-upp^rled hy previous com
i l      J11           and           90
r mM> A11 IK awfw-r.i Ag I,
2«jLiggf Cam tfngjtjon and
Projgct
— 
ftatiW
^Siu
dy of A
iger Di
m -'e
wcutfwSwn
miry
t’iilmimrvt
ihji
were
CMdttcIfld
for
Anger
<Lun
-inJ 
pre^cnloJ 
If
earlier
IK- eiluiuUd C&M for All fcwrdara dwwiives are prrwnted kn Table 11 Table 11: Estiratirf Coitt d lh* Four Dim AllemJlr***
RjMHAl
jftwnMTT-
Orri h*«jH C&i1 nJ dim
riv ETBJ
•V.T^u- 1
2
A3BTJflV5 J
M                      seal 5
CwtrqnBSa
H                        sxjrj
Defrw-C
a                       smu
ZES'
_____—     i
w                      6TB1I
tort           BOQ
I
1 ,j ■
a^ouEteii
Ei.t Sam "ti fojeS* VAI
4. Economic Analysis and Comparison of Dam
Alternatives
F.cunumi^  jn-iljnes  of  ihe  various  dam  height  ajicnuchw  -  SO  m,  85  m.  00  in iftd   9S   m   were   prepared   -wid   colLilcd   The   rttcuTuncndaiion   for   the   preferred aiienucive w bxM_-dl ait ihe economic cwnpiriHm
Ike   aruiyui   i*   bawd   on   J   compatiidn   nt   cash   lltiw^   id   benefits,   and   «wls issociarcd widi ihc luur dtenuih ex. is follow
*      C»U   include   investment   in   roiLitruciion   and   the   derived   annual   upc-Rilion and manic nance (OJthf) ccsls
* Benefit* indwk  the value of the jqiici|Mjcd generated power. Agrieulmral benefits  from the future irrigated areas  ^cre not included in the anjIjMs, idxc  all four aJEemaLiv-c} cover Lhe some Tire of land (approxlmaKlv  17,0041 ha), ujxl de User aboui the same volume ol irripitign waler.
3   he   cash   (lows   ure   prcwnlcd   over   an   cennomic   lifetime   of   5U   veara   The ceoncrnac  jvirnnicters  were  cafculnlcd  nt  the  -accepted  economic  di%c<iun1  rate  nf 12% for Ethiopia
tt  u  turned  that  in  <|K   caw  oF  lhe  80  ni  liip.li  d.un.  Gcnstrucli&n  will  be  spread
equally oyer a 7-jw period, with an adUitinru] h*o
far 11PS ymcm
tMutrueriyn.  In  lhe  cam   cf  lhe  lJH  m  hij-h  allenmlUc,  ilw  cntmnKlfan  penod  of
the  dim  ii  npctkd  tu  hj.L  n  total  of  D  >■«„,  |  e    11  yem  for  d^  coruttuttiw
p!u> tan rnuK yean for the I IPS  y$i™ ll.c consul™ 
S
requircJ dlf
” 
-      " costs were calculate J as 2% cif the cumulative iiivcTtmem
m "F d3J,L1 W|H 10 Md 11 >" - ^pwiAdy The annual
n
Vpi'i ■ It Mil
29Ano*/ Ojjti f.rT!:? jt■ o ■ jntf arn jgi? Fru^c1
Fwutyr/fy Sfudy o/- Ewcufiv* Suffirrriry
Quantities ot yearly
production were denied from rewnou opcfal«or».
Auuming 12 hours of duly
c1L
production. I Iw "“^  ^!" ^* °
wm calculated astnmi ng a unit price of US$ O OIVL V> h (0,8 E H
r
A  Mttunvy  cl  u*  investment  in  Anger  dim  according  W  di  four  altcmaW«  is ptesenlcd tn TjMc 12.
Tibh 12: Sttmrniry dI lmrritrr*flti In Ang<r Dim - Folk Allfrnalhrti
Q»jcnplron
trfjj ■:* hHbfFj EQnlTrjmZHV
Dun MsM
Kn
[iffEM _____________ -J             MfU____
Dim
65 m
5,4JTJ__
OamM^nt
■W m
5.7471]
SiEL fiCKh I j F< W
WWWF
m
Dim M>g M
94m
■* ’3i a
9Q — ■H^uns
Die  iLLijor  cioiwMue  parameters  as  derived  fn>m  Lhe  £Jwh  Hows  are  shown  in Table 13
Table 13: Summuy dl Ahjet Dam Caih Flow Parameters
Pwmter
i&nhlgAi
d-am
BJrei high
dim
Win Ftogft                SB m Kigh
LtJiffl
dam
I2%]
CMtaiinu-i ”■ -*r
■J MH 77                 371B» 411 4i                 -LfUM
BmMWu't IPhTQj
-4J5 36
2257
-14» fcj
-U1 M
zin
ton)
<r. ?;i
5
♦w”
BfiM
3 051
Tile  remits   clearly  indicate  Hut  -ijic  preferred  jlrtriu.Li.ic  u  Lhe  EO  m  high  Ll.irri.  for the foUnwinj; rcosom:
•      t>n  the  cost  side,  this  dim  is  24%  nominally  cheaper  dun  the  costlier  4JS  hi Mi   idtmuUie,   and   fi.J%   cheaper   than   lite   US   m   high   dum   In   terms   of cnlculMcd   unit   ccrsi   of   waler   delivered   lo  die   irrigation  canalv   tlie   results clearly  indicate  that  the  Idgher  Lhe  dam,  the  higher  the  unit  waler  coils,  tlw reason  beinj  i|un  ri  higher  dam  don  not  result  in  greater  water  yields  for imgiliun.
•      lhcrr  ii  a  significant  difference  of  40%  in  wetter  cost*  between  the  lowest and   highest   dun   -   the   difference  between  ihc   &0  m   and   m   high  Jams, being  12%.  uml  between  Uk  fl5  m  and  Ml  ro  high  dims  being  10%.  These cunt   difference*   outweigh   the   additional   power   production   generated   by   a higher   dam   However,   the   value   of   this   additional   enetg)   a     tmallrr   m eeonottiic  Irrais  considering  that  power  production  in  the  higher  dim  would slail only afkr 13 years m compared tn S years in Lhc caw of the lowest Jam
In   view   of   the   fuvnumhlr   economic   psratucters   presented   above   the
alterasiwr rrcominctidcd by Lhe Consultant ihf B0 ni hij h da[h
,
30Anger Dam irrigation and Drainage Project________________________ Anger Dam Feasibility Study Report
2,          Dam Design
tl
Introduction
Anger dam. prt orihc  Anger U-n Irrigation and Drainage Project, is  located Ott die Anger Rjser (16’4-tT, (WMI JO'Nl in an area with land and waler resource* suilabte for iingatitd development, mJ  where * variety  ol crop <JJ| be grown pmlliablj. The introduction of irrigation is  mieuded to help tamiers  produce mtHT and belief crops, while enabling ihcm to diversify  brvwd mt local nuukel den-jjid >ind export npputtunititi Ibis  in turn mil rare the siandard of living arJ help deselup ilic urea.
Pie catchment area nJ  ihe darn and impounded reservoir is  alwut I, KUO km' (tee I Jniwi ng t ’ ? ■?) I he comiKird area benefiting from irrigation is sonic 17,000 hn in size.
The   reservoir   is   to   supply   wjta   "ith   a   high   reliability   for   both   irrigation   anil riparian retene* According la ihe design, ibe rellahilily will be nearly I M%
Efesides  its  purpose Io time waler for irrigation. the reservoir will help In reduce damages  to property  and wall increase safety  enur-cdialdy  ikiwrv.ttc.im, due to its flood ruoting cffecl reducing i»l nulgoing flood discharges.
Ihe topography  in ihe nma con-iiilv  cd vuttcys  conveying ulmur Use m.un tributaries  Io Use Auger River and dam site, and surrounded by  nsuunlains reaching well above 3.000 nntsl The njlunil slopes  m the % alley  along the axis  iif Hie dam are is  follows  at ilic  abutments  around 50%, on the right side about 12'■ <-, and nn the left side down Lu rhe mcr about 7%
Isohyets  in  tire  catchment  area  range  from  1.400  io  l.KDu  mmtycar.  Ihe  mcfin annual river flow at ihe d.im she is 914.6 MCS Vycor.
A  side  cluniKl  spillway  runl  chule  will  be  able  to  convey  the  surplm  waler  of  the -■day  hall  I‘.MF  flotM  with  a  freeboard  lh.it  meets  flu-  requirements  of  the  design criteria   and   intcmntimuJ   standmds   The   minimum   frrebomd   w.U   occur   during conveyance   of   flic   Inlay   full   I'mbnblc   Maximum   Flood   (PMI-f   Mwm   ThUy     ,hc dam itself will nol lx nvetl tipped
[he   objccHve   is   lo   eumirse   1he   feawbiLity   of   using   Lhe   mean   annua]   water the wucrdwd (some 914 MCMScarf for ihe fellnwinR purposes:
* Irng.itLutL w.ifer supply (|WS)- 20 J, I MCM/yw
yield o[
HI I irk.-fM-.fii r-hr.tfCtUfC.'iiiv
E. Wil
C-2-1rtf r Djm frrigatiw intf Drainjff<^P£gfg££ Ange/ Dim ftwJtiW Study Hfport
FUranm   eetnpenulldh   releases   (RCR):   It   w»   decided   W»   «te«   some   101
MCM nr WJICF per K" PJ mVs} («c SmUot 2 -I hcfo*»-
Rjerwn tcleawi surplus wnter (&rm the spills*?}} J»d whenever U*
rcbtfjtH power. RCR will compenvirc for the difference «dy tf tbc total
ixjlfkii*- fawn ibe reservoir is leu than .1 * m Punnjj higher
oulilow^/flnw-s. there will be no need far RCR
Hydropower. using surplus available water m ihr resenon
The   nbovc-nfcntinned   u«i.   in   particular   hydropower.   taJI   lor   a   large   impaundinfi reicrvcir
[t was jETetd 1c examine reservoirs lor an SO m hitfh dam and a 98- m high darrii white jdw cvaluMinp (wo inWir^ediaic ^Jicrmii^ cs — ft5 m mJ ‘■Hi m high djm\ with □ new to perfannmp a cornparative analysis of the alternatives Such a ectti|vitiu>n was rwietiiiared At ihe TOR specified a  ?S in high dam, whereas in (be oaune uf 1hc FeanhilHy Study the Consul Lint recommended that lower d;un heights be examined in addition to the original height envisaged.
L
Rcwmiir Ope rul inti Program runs, tuxd no 4J  ycurv  historical data, shuw thq, there w||| be ih> iap;d drawdown (ROE/) dunng operation of the hydropower station (FIPS), and impkmentilicin of|WS and RCR.
! Z             Geological SackgrounJ
?.2.f General Seftfag
The metamorphic  basement rcrckv  ol Nclcmte area are part of ihc  Protero^on.- rocki of die Western Ethiopian Shield, which is  assumed to be the southern extension of the Arabian-Nubian Shield (ANS) and is  known to comprise the Lower nnJ  Upper Complex  rocks  The Precambrian hk-Lj of Western Ethiopia arc classified into three N*S zones, the wmem high grade gneisses, the central low. grade vdano-Hdimentary  belt, and d« eastern high-grade belt. The Nrkemte aren ts indicated to be part of rhe easteeh bo-utvdmg gneiss
live xdimentary  nicks  of Nekcmle and environs  Mt the soulJvwevicm extension nftheweit central Ethiopian Mdiinrntnry  nucecMicn. consisting of a thick  lower MJMlstone MKcesiton overlain by tkn renmnnLs of Eramihoiul beds
'.2.2
Toefart)cs arrtf Seisrmcfty
often charaoen.ii
K al different deformation events Thes
CVid™c
e deformation events.
o'defcrnuiimu Um era
i
HJM) ■ lowof lhr
^         ty more n™ f (11 «,}
er fe>r1
day (I1.5 Q R)
■ A RJ4-4]El-i.11 va  Aji^sg.? 4m44^
C.2-21
■dngeHyjflT frogatroJi tad Dwnjge  Project
Anger Dim ftistotofy Sfudy Report
Icudtfig   io   die   fomulicMi   <d   -i   dhtinci   ^&colinn   nf   fold*   awl   odwr   structural clonovx ue Ok refill uTdbflerenl Eccwoic forces UCtwiC «i the pocks
Freni the rc^iaruil point of view l he Global Shafi ic  Hazard A^scssownl Progrw (GSltAPX wWeh was effective from 1992 Ic* IWV. has  produud digital data of Peak  Ground Accclenlioii (PGA) and reports  specific  io wtetal stud* areas. iiKludmg the East African Rift svvlcni. According 1o the seismic  hazard map ol Ediiopta (Ckrain. 1976). iBc  muinmm predicicd acceleration ot lhe Anger Dam site is  9.1.4715 ntfs1 ajxl mScrwily  V ever 50 years; accderalion 0 25506 mV and itfnrity  VI over 100 ycinr accckinlion 0,44145 ms“ and inlciuity  VI over 200 >taisr and KccfeniEKK 0 58S6 mV2 anJ  inleojits  VI! over 300 years  I lie fKik linmnd seesiernitun rnap oj GSliAP shows  iltiil ihe PGA value of the Anger J  laiti
1
j.iic  mJ  reservoir  ato  together  is  about  0.1  I  ni/s .  which  is  in  Crtidwnruiy  with  the worlc afGouLn over 50 vein time
I hr PGA Hltclcd tor the itaign Will be ti t> m-S? lot n rclUtfl pefind rd' .JW yean.
? ZJ Prewous' Studies
[Inc  Anger d.im site win llml identified by  USDR in I9fi-d iu part r»f llicir l.anJ and Water Resources  Study  of die H|uc  Sde EUnn T]je study  proposed on irripnllcin area of 17,000 hi The type uf cLun proposed was  earih-mckrill, w-'Jlh a height <if W rn and crrsl length of 1.900 in.
The Anger duu site tui aiming several silts  studied at a reconnaissance les  el liy WaPCOS (Prednunan Waler Resuuncci Development Plan, 1990}. The sjlienl features  of ihe Anger Irrigation Picjwl Mcordijig m that Mudy  mt m follow's; W Oni highilun wilh a central relied wrthfill section aid rucLfiH protection (he Chute spillway  is  located on ilx  right side, and two canal out lets  aic provided, one un either ride of Lie dam. The right side outlet crosses  under the spillway  chute A toe dram a.T.1 2.o in thick  horizontal drainage filler is  provided on the downstream Mde of the dam The crest wtdih of the dam it 10 m and crest length is L .Jflfl m. with top liim elevation o[ L .3 91 tn
In  l‘»<  ihc  Au  get  Ihm  site  area  wu  studied  by  HCEOM  in  association  With  ISI and BKGM. This was a pre-feasibllity level siudy for irrigating a tout
C.2-3Jfltf Qrjjffjg* Project Anger Dam FwsKnW Sfurfy Report
Design Criteria
Dau rclnliltf lo inlenulioiml jXMlim iud jUndirds  k> *dl as  mfannilfon nn criltnJ  ntffujrv  for the design of dams  an-J  ippwWunl slrucinres  were callecied from i variety »f mut«* for the jpprin.il of MOVE
'Ihe design criteria u«t<! pwccsfcd. givins  du* eomiderattnn Ln llir particular prnMmVnttda or embankment and [txLfill JoJim. and ptvJited in live Ivtili nt J report (kg Annexe C'.IM j
The  repon  contains  additional  issues  which*  though  nut  directly  connected  with i he dejigli of difl dam psopcr. could a1Fecl Its design.
The guidelines presented in die sepurt in Jude, inter alia, the lul liming.
* JJenhfLCiliikft of die existing ilita and studies that should l^e reviewed by the (faijglHf or collected by him before any decision of sclccdon of procedures concerning Hie dcatgn cm he made.
•    I'rcp*ra1or> auhviucs prior 1o commenrerncnl of design, nnch as
Study and cvalvstjOn of all cXHling basic data.
I'lcld icccTjuistance and prekminstry determination of dw dim nxi»
lontioa
-     Geological aftJ geotechnical field work, laboratory work and studies
-    Topographic Wsj of lhe Jam site. rcKTVOir area and bcrnJW^Uiirn
urea
Dam design criteria.. including among others:
Mcmm tn conLrol seepage and criteria Tclahng tn lhe Ireebuord and spillway. Lu prevent waler overtopping ihc dam
Identification of geological conditiom and wilable materials kti the
ifliounli needed for fall dttm cniivlmdiion and design actordingh
Delem’.inntmn of tuul dani alignment (dam axil)
Ekkimmnlion of lhe frectoori and allowances for wind. selll«ncnrr tie.,
for calcuhlicn of tie dim cttil elevations for halt lLnd foil p^f. n^jj
well as the selected spillway,
CLassiticaudn ol lhe dun according io size and hn.-j-d potential
Selection of dnm type.
IJ ci erm ina L ion. based an the □hove, *>f the *p ill way design Hood ;it J 
r
discharge (routed through Lhe reimoir) and frcehoanl DctertiiMion oJ criteria for ihc different zona and ibcir materials. icKluduij* dimensioning of ilreir Lhickiicwwcs. etc
Dttemmnlten of criteria for compaction of nuumals
Dctrnninaucb uf mien* relating iu cracl|nB ([J n1)(jri
FTmi rai "l mn
1
Drirtrnuulion  of  criteria  relating  u>  safety  (*c1oh   for  dtil cmditions, including:
erent load
rokMpi | I wuT-O^O tat
C.l-JAnger Dam /mgatwr jftrf flrainige Project
Anger Dim fiMriWBy Study flejwf
3 Design Criteria
Di1j relating hn iwmi£i«fuf practices  and standards  re uell is  information on ctiicria nctO-wj for the design of Jams  and appurtenant >mn*hirc* wtfc CLillcetcd from a variety of vn-urce^ for the approval of Mt WE
The design criteria ■Mrt processed, firing dur consideration lo the particular pcoblertiVoeedl of oubanknicii! arid roddlll dams, aiiJ  producedi in Use form of a report Ikc Aiuka C.2-IJ.
I  he  report  conLuns  addition^  iuues  which,  though  run  directly  ccmneclcd  with the design of the dun proper, could ailed its design
Hie guidclinci* presented in the report include, nil er aha. the following
* Identification of llic raining J.ua and studies that should be reviewed tn Lhe designer or Collected by  ham before «iy  derision or selection of procedure^ conecminp the design can be nude
•     Pcquramry activities prior Lu conruncnecnwnl of design, such nr.
Study and evtluaiinn of all esuting basic data
Field retChniinjjdMcc m-l prelarrunan detemnnatioti of the data bais taxation
-     Gedogied and gcMMtaiaJ field vnoft hboratery ssurk and studio
-      lopcgraphjt ran-cy of Lhe slam lite, retcniur area md borrow •'qu.iny area
■ Dun den pn criteria, including among olhm
Means to control seepage and cnltria reining in the freeboard .md iptlJway, to prevent wjicr overtopping the dim
Identification ol gcufogacaJ conditions mid suitable material) in the arnouMi needed for foil dim constructioti mJ design Mpordiiult DctenrunaUDO of final dim aligumeni (darn axis)
Delcrnunatwn of de freeboard mJ allowances for mnd. aeiikmcm, ere for calculation of the dun crest clevaLkins for half nnd lull. PMI* flood) 4* well as the selected spillway
Clarification of the dam ScCordtag to size and hazard potential
-     Selection of dun hp-
-     Determination. Saved un tfw above. u| the spillway design flood ;md dticJwjje (muicd Uirou^h the revenuir) and Freeboard Dclertnination of criteria, for the different »hcs and thru maicrialv UKluding djaienvioning ol iheii thicknesses, elf
-     De Icnruruu on of criteria for compuctfoni of ouicri als
~ tieicririuuKii/fi u| chtcn.ii rcljcui^ 1l> cranking .mJ ii^ preteritis*h pculeetmcL
DeLcmurulim of criteria relating tu afeLy factors for dilleretn loxl condi lioiu, including
l r.’442D411 LMfc F -r uLtf
U nil
Gl-4dnflgJ Dot frrjjJlmn Jfld Ora.n jjf ProjKt
Anger Dim Fusibiity Study Ripod
-     During convlnictton
■ Ln J ©f Cfitnilructinn.
* Rapid drawdnvyn.
-    3lcady state seepage
-     Cond ifirinj. nA above as reiolcd In cadJ^Liakei
■* Seismic design
-
FoutHiitiM ircatmenl ngaiiiM WpifC b> groining.
-
|Jam InstriHMBtilkHL.
-        Bwic   hjdrnulic   considcnlaimj,   including   costing,   dimenviOTiiiig   ahd dciiyjh nf nJ] appurlenanl structures and their Mnn'IUtal design t including eirthqmkcl}.
Structural convhkraliu-ttv,
-        CffftuderatLons   Cfnttftiilg   the   minimum   operable   waier   lew!   in   Ute mcrv^Lr  (for  tHigalinn  and  hjdnspnwcr).  dicuicd  by  die  imgafivn  plan ujvJ bj hvdfoptiwci oreds.
-      CofnideraiJirA’k rtlalini; tn the neccLsary hvdrauhe aeccsioricA and other ffiKHne rj -
MOVE instructed Obe Cuaaul'Luil to chc^k  possible use cl lhe revcnuir tor hydropower produdion is  lhe An^er Raver mean aneiluJ  waier (914.fi MCMArir) is much greater Llum [WS and RCR needi, which are □bend 20J MCM year and lOi MCM ye.ur. revpetLrveh
A_i mentioned in Scclaun 2 I. dam heighrts of SO, 55.90 and 9Ji m are evammed m wder m delerrmrie which heiclu gwes lhe bevr benefir-diM ratio ol not negative I
Waler Source
T Ddtfj CoWecUofl
The  data  have  coIJkScJ  from  1hr  Nalio-iu!  MetawotogjiEjJ  Service  Acency, Addis Abiibj.
The quality  regarding non ^uomrj and ©Ullin data wav  assessed by  observing lime senes plot of the data and w hen Hiapedcd. double masv ibn-lyni was also perTonDcd. MondhJy mliScd streamflow data of An^cr River m fAilin was lilted by  living regrettiun equations  hiMll w.i n^ghbMttuig gauged flow data. A HE|iOBi] llnw-eaichmciiil area eqiuJnn wu developed tn (heck  the overall agreement uf criimalrd annual flow in lhe dam she wilh observed flown aruuiui thcbbirEik.nchmcnl
IT2M]b-h l|
d Tin
CMArr^rr Dam Frjjfb^ny SftriFy flijwt
fo of Mon t/Jy An^erRejorvOr? frl/fowj
Tki*   wcri»   prncHLi   a   brief   description   at   Che   hjdrolopear   siudie^   tha!   were
perfiartniJ  Ln  ihz  tranmurk  of  ibz  Anger  Dxm  lmgz£srw>  arxJ  Orazru^e  Project,
details of tohsch are jj^en in Amcx C 2-2
MMlhh    Anger    reservoir    inllws    ^ert    Enjonifid    h>    a    t^o-slcp    prowdurc.
suihcly   fegianil   mnlysi   based   on   ntarin   hydnmrtric   >uijon!   record*   co   *c nFj
r
the   inn-uiiJ   inflow   fJuc.   and   rnuruhl>   dhtributirm   based   on   Anger   Nekenttc 
hydnuneirk   stuian   reennfs   (l%fr-19Wjj   and   un   Neihi   K.i%tr   near   ShAmh-j
hsdrnmetric station records (I OT9-2VM)
Fifure   C2-I   jjlJ   Equation   (3^   preuzni   the   rciulLt   of   iJk    rrpoojl   aiuljsia
EquilsOfl 12) prcztrnUj. ihr
df the ahovc-menlinned hydmmctnc iUtion
saJocs  in  gne  Lhc  mnnlhh  jewmip  inflow  *  Hkutc   f  2-2  shows  lhc  Anger  dim Jix.aLivn aflJ cft'i. i FcitU
f flurt* C J- ?
ffJWidjr to# - cjjtftmwr
jV yi-tf a t&j f* Rm/ S-a-tai-
re Fatw^p3 in rn0 w#p parr
Q-0,027* A   tr  0.9B5)
J1
([)
Uttart
0 - iiAn-jj! ifow (mVsj
A hydrowuk iuti on site w jlenbed area (km" 1
Q,-Q.x(AJVj1
(2)
Where:
■ >  1 i*An|ii 1 .1 nuJCk^CT *-l
1
l.pr.l-1. jj> J|'|
C2-6Anger 0*m ftngiW Wf pfjrfljy Prefer Anger Pirn Fitt ih^iiy S tudy J?*po4
Q, tninunJ TTWRCLT mra^d} inikiw m: Ji
Q. - h) dremctric datim mwviKh rewrd tm' '5)
A* _tJ A. waitnbcd ucu kcrrcspfrndinj m (J. and Qr. FETpccsnrl) (km‘ 1
The limbed irri*- of (he £tkeml< hydrenKCnc 
Xcthi Wrometnc
Mjtim k4 Ahjct rexnckr waUiiJxd are 4,GH JJ2 mJ I .ISO km , npectii dy
r
The Bjooihl) Oom ji the dim site Lhu-h dc^rrmuacd are preserved in Table C Z*t
C ? 2 ^ngprrfaTi
■LndfiHktfUnsDam Fui/Mty Study ftepcuT
Tihl» C 2-1; Anger Rhetr if the Dwn Srf» Uonlhty StrMmftom in MCM
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A^rDim'FtnibltilyStutfi^f»rt
□p term ma trot? ofDosi'pn Rainfall
Willi the intk ofiufcnriidiuip [tgajdrrnj the annual peal flow regime in ibr mc truly 
of Lhc AftFT Jam si1e, the duly feasible allemaLLVC was Ki apply dcrifln riinblll
ike irninfall-niuefF modal inputs, thcuiby shutting lIk <J vU  digital iff VulUrt
cn
al foe ilmi sile for various trldlU ptnnj.1.
The basic rainfall data applied far fos! purpuw ViUl ihs 244»ur nwiimuiii annual
riinfiJl  Pallid  RCOtdcd  til  Shuntni  tus-J  Ifaru  ram  fall  alotiuns  (brute  C.2-2) durnnite period I97V1W*
Missing hl,iy> in ihc  dally  iccwIkL atria al foe ifooic-nirntforied smurnis  were filiLcd m based on CGneUlittiu lwtw «n simultaneous zrioiilhly rami al l depths (without ppi) nearby  Milium Shaflibu was  ^-oueIjiCkI with Nckcmle anJ 11 sm; Hara wm ^rwlntcd wLUi NdremGe,
I he ncxi slap? cmuiited in applying lhe Jh^c^cn poly^om procedure to dcUnmne ihal Shjjnh'j Malian [tpreiented 665* a I ihe darn siLc <d1clun-cnl area (1,250 km'K leaving 34% far Hara Million (630 kin’i “Hi£ rcprewnnlalhr daily rjmla|I >enc5-vb*vs Jclcnninrd furlhc iLirei site applying Eqiinlion (3J:
R* " 0.M1U 4- 0_34lki
0)
Wfctt Kai. llj and ftn ire lilt daily hiihlalk al like dan silE, Shmbu and Harn rainfalS sCaii^iu, rcjpcdl^J.
Maximum  annual  L-  Io  4-dn.y  rainfall  values  wt
[C  T
rad  Item  tin-  doily  riiin
Ccmpalcd by Lqinlian (J) in J analyzed statist k<nl!y Ln determine (be natitLieil duinbnLuui chai hen Ilk Itxt recorded ictics
I u'jk C.M ptewm rite ™ujJ nu\uhki.-n tKnfall series reltled 10 foc  J. (d  j-ja> dmaiinns,  Table  l!24  pmenLi  the  design  rainfall  values  rtVrr   (he   datn  site Laldumin! area fat foe four dimlfaM for Various ickint periods.
I FlU imp 11
| 1—4_hwJ. ;.| ,
If ?a’i
CJ-9Anger 0 Jfft
Drainage Prqjocf Anjcr Dam Feas/OrMy 5 Wrport
TaWr C J-J. HLurtnum Annual fiJi’nfiH ValUflt Having
Ona- to Fwr-Diy Duration*
Ywt
1971
197J
!9/<
t?H
1676
1SW
im
* r:-
1560
1t6i
1*2
' LM5
im
l-.J‘J
1«0
, Mik. Idiy
Mu. J dark
Mn. J<lrF’
Mar adifi
61 M
W?9
$4M
SIM
44 14
an lb
99 17
IW17
«M
150 47
15992
lit s’
mb 31
153 04
11? T$
101 M
45 46
4241?
wee
569a
46 14
«B1
13 ft
tQSO?
7? *7
t404i
1WW
12a tu
0040
97 40
146 02
199?
6103
1 1993
1M4
1W5
19*
IS*?
rssfl
1 ?<-
JOOI
*« 6$
M60
M£i
**K
K®L
_ »:_*i
aJM
56 JO
BOW
Ma?
23 14
5/50
94 13
Hti
76 <5
fi?&7
GOGS
102 34
B3.3?
ratt ■
4370
SO 20
e-a 15
71 CT
sr»
«ru
5! ®
52 W
7792
12647
12698
11? 19
I20M
..row
iob«
«64
*5 59
6415
IXU
MI7
9Q.M
74 4?
>4 26
113*3
I-i _-2
47 21
6563
6410
54 J*
57 I.’
7? a;
7? as
5071
C3R6
2W2
W3
MM
MOS
Mft
41 52
<&«
JT ID r^B— _ -■ ■ ■
ATU |
.5)3?
*4 «
10? 2Q
| E?J5
.61 CO
_ M«
14 M
?9M
67 K
100 20
77 66
10668
99 22
81 57
73 70
«55
156*0
81 «0
ttca
60 39
Stitt
525 02
99 2t
B3 7B
r253?
M 75
* nuiw, 11 l>J*-JU^o J I C*«2 to
C\2-!0Aw? Oam
jntf Qramjge
UN* CJ-J: 0*iign RtlflfiH Valuts
period
D,si3n ranfx i«l hidnt flurairtn
20«jrt          1±Q?
10
2J
9ft
Mfl
nri
R
w
14
<M
92
■w
1H
111
ia
:?i
119 in
1J7
lu
_
SM
1SW
Wfl
1MW
wl
136            162 __ «J         1/4 156               l-.l
ie              _19? ias               2M
IM
IB.
17g
197
1H
?w
m
M3_____ _
PUP
2TB
467
£14
W5
The   PMIJ     tolurr   in   'Faille   U.2-J   wen   dcternLirwd   by   the   Jterihlield   (1971) incihod.
(Because there i4 no kfifonnsl-ion «n lhe hourly nihfaH JiMribui i on when extreme ainrrn evrals  Liccu-f, die I- (n 4-da.y  PMP olu» m T&blc  C 2-I (the PMP idueti are required Lu determine the PMF vjJmr> on which lhe design of the emergency spilhfeaty1 depends) were di Ain bused hourly by applying Eqwttipn (4).
p m ■ Ji
4*1
Where:
P - f J_iflEd.il depth trtim)
I  - niLCJjCi
M - Aibintuiil
Uring Lhe LnuHn liilc  C I1 valtiti dnj their Jurjliocm tn ihc  pquitinn, it wai pdmiNc  14 icerajne lhe M i-iiuti for etch one o! the Fable C.2-1 dural ioctiL with spoctaJ  reference La the PMP values  lha1 were selected ti Lhe dedjjti r^m051s  in the p«vi □! study  The nett step U> deiemutir ihe lumulii iter ohtfH | vj| ue tor exh hour j! the dmC nT Hie PMP oecuftcncc  by  using the appropriate M vqJue and Ihr required T isfuc  laking the diHererse* between adjarent hums  il wu poidblr ipnbtdjJitlK hourly rainfall dutnbuljutt Jming Lhe Inur FMP evenU lhe
II ml  Mep^as  Ln  arrange  Lhe  hourly  senes  for  each  PMP  by  us  Hi|2  lite  AJlcnaiiftf JUcx-k Melluxl fCbnivelal, t'Jfilij
J  ablet  C  M  10   C-2-fi  ptcseni  Lhe  hourly  dnuibulion  of  th?  four  PMP  dural  ions  A similar  procedure  Wt5  performed  to  ebtlin  lhe  hourly  JisUlhmiun  E'or  any  ether drjijtfl rainfall, such as lli-c 10» or IC.WO lerurciuni period rainfall ncftfA
/ iraxon m "i>L-\rp± r
>-
C2-IJAngt-T Darn Irrigation jnd Drerrragf
-
Anptr Dam Fusibility Study RopO*
anr
muitiplri
bv 
a
reduction
ia
eicr
re
L^ctt
w
the
si
ee
of   lhe
^jie^^cJ 
area.
Ttal
^ter  w
found
t*
be  cq-_nJ 
Efr
0
.90
to
0  .93
the
piStf
0*  ™-..j]l
irziina-
(fa
hizher
U
ihc 
>ifuc    of
>hc 
r
edact
™ 
tao<
Appl
ication
cf    rhe
rti   PMP   of   1   able   t   represent   [x^:   rwmf*ll   ■■   jJ^l    In   trier   la   obMrn
PMP   nines   that   rcfr™=[   ihe   wxlcnhed   area   under   stjJi.   the   *bo\t-tDcnlic*r>ed
reA^ticn fwtnr occurred before the cdti^oiuticn process  w» performed, i c. the lwurlj ^alud. lucti as  Ihote in Tables  C_2-i tn C.2h5. were m-Japlicd the TEiluztiOil fi-TDr
Table CJ-i; Ont- and Two-Day PM? Hsyriy Pan«m>
1-dJH PWPf^xjTj MSiml
_ 7-ei!> pmpiwu^ wh*hi
r-=t             ftMtri            Twnt
pioi-ni Imnil 4hhF|
<tl>V
^rruTijj ‘Muni (ptan^l
i1                                  1a                  s L  ___________ Fl
J
rr         $4                3
€1                 ?
*4                 1*3___             |_ £                 JS                 si;
4
X
■f
» fa;             c t <r
-i                X
51 r
4l
.53
is
■«
tl 4
h 5                        77             a
M                                   i:'3
r1                        a               1
T                        £1              ' 7
5 5                31                   il
V9
> in 15
3t                s           21
3                  u                   ■f
51                 Si                   Ti
11                    -■ :                  ii
§4                35                 74
' If
2JS               12
1 €                X                  JTQ
13                    K7               n
■■a
5                37                  6’
"■1
12                is
1 *1
Til                 ’.
1?                  4.
15                   Hl                  11
1 St                       it              1?
S I?               ij
11
€5
i "1
□*._ 4 JO I)
» Fl M
IJ                It
51
L7 '
,
II                IS                  <5
tsi
3X
a
TQ              11
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Mi            *5
52
<J             <1
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4Q                 It
17 5 <7
J75 45
5 :■
t9
E iTJUJIf »■ I h^.-h | J , L r l-»-r 1 4<
n
IJ -Her
c .2-12
U
H
RAngerDim /rrigjtron i/id Q/jmjgo Project Angtr Di/n Risibility Sfixty Peport
TibH C.2-5-: Tlww-Day PMP Hourly Patterns
Tiflw U RjinM
Jh&un]
1              43                ft .            ?5
□._- .1 >1- - i 2S 79 w
J        44               3F           ft?         41
Itrwi j fUnljll Time
. r?"?
RjirvTin _M.
n
4
45
GB
66
>- - i
<J
61
45
G?
I
fa
1 i1
11___
u
60
51
5/
.
50
« .      *1- .
5£
54
51
J4
15
I
IT
1!
IB
E
Ji__
QL__ 23
t-2* _
54
5
55
» .          B.T            *SJ 29                               M~ ■ » -           99          ■•L - 31            *?7           "55 32                 11 T           ■■ 33           ni         .57
M           r-fl       154
ta<
3$          M.O            w
?7           7?i              61
M
D             tn              (J
.»!>_      6?
53
M
51 5'.
l«
«
l. 4 w
42          ill               66
49
41
si
,W.
Ul_ _ IM____
43 'll? .
M■
er
is ’
J?
47
<6
A
-
4h
14;
45
■U
ft—1
fa—L?CJ.
rd
7P _
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44
41
ToW« C2-6: Four-Day Pmp Hourly Patttmi
Tiru
|h:Ui|
Hjin »n
r
Hjifln
?
. T”). .
■i
■4 £ 4?
3_______
I
s
_ L^l
_J.Q 11
Rimfin ~
-fesL
£
T
j________
3
ft
fl
17
W
14
4.1
44
_ 44
’ 45 '
4C_
45
47
4?
41
49
45>
JI
29
30
31
32
___ n_
_I2
{■I
is
67 67
Tlrr-c
___49
_--j
5t
52   ’
U
54 Ji5
T«4
{hfiiirtj
73
____ 74
?■
7?
__ 3
59
54
' ST
56
55
54
71
.73
76 ?5
7j
53
pts —Al
___
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50
M
BL
«
_ Ar
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16            ,      5.1              40
■ Q       ___ !.»
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1 M            nr
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40
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r 5T
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C.2 13
■
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47
vj
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iOaffl /mgabon Jnd flraaiwfl*
Anp
tr Dam r*a$rMrfy Stutfy flfport
2_4 j
£r toJiTTJFMiffln' of Design HydfGgrxpfts
kffl-JfcftXuJa-r
\O liUnfttuLLTi lvi rrjL-unniZu. □mu_i! irjiLizLincuin dtKbarte
value* i* jh jiljb.L
«vd Ebd tinfrai hidrrnsr^ir jutioRi
lh. thr vpELfiiSJ. Lii tbc
51k".
TbcirJbrE, ii^Lhctiu hidrngnphj ktd to* fcv iiMtd
. 1 c. a rainJifl ■ rur^M nwdel
applied m reJer Iff esumjifi the FHjuirtd dciiffl discharge v  jIucv Thu model n hind w the Qark  i lWi) unii hi-vfctiznph i t “Hl rr.rLhxl nd lhe LS Sail Craven Xtoo Sen ire (SCS) Curve Number iCNl Method i !^"21 to determine the eikviiic  iwn&U to agtdJ  raitsc  th: (feud Ihe C“N of iK- d-izti yiie HurenJwd inn de^rnuned Kurd un the Sod .Map <?f Ethiopia and the soil ewer GfandefBuea gf the »rrtdiaJ  Therefore the Chrk  method ewnbineJ  with (he SCS O methol iuhkJi tu wtlE-Mumn pnxtdiufe jnJ  is  induded m the HLC - JEMS uitvivc pukjpe). v»aaf toed.
Ihe IjbJ l.<- jtJ led raver type of prupgicd romoir area h presented in Table E M m CJupttt ? J orii irovnnx^LxJ Bwlme Studj Report
H devkinJ ihji ihc doi^n mfcria for ib? dani cren loci and emergent ifiilfaa, dinwmioni ^odJ k lie ProhoMc Mivimum Flood lE'Ml k or Lhe hall
PMF pku H.11C hdfjH A rciirifltf procedure of the design hsdruynphs ciublea the aboie-mcnljoncJ dojpn jcjdiremcnL, m be Tu j^taTinrif
‘ H^ibe^luiedKnhrhfProiuhleMa^™ PrtdpiaiioftiPMP, detemumtibn uaa described earlier
f // I^Winafirm
^e
rhe I hour unit hjilragnph of Afl£er w|<
Lbrj;.! rhe ahHe nioiiiflneJ Chrl, SfetW J ^0 mn .ca|. ._ -d »IKO. d,( ... MlmW J 
. Jcl€Tnimc<l
"U|"
djwt Tile Mxw uru, hydrograph.
’ 1 r pncsenli theAngqf Qjffl frrjgJfiqn Jrtd PffJriJj*1 J
Ang*/ D*m fietsritfW Study
i}
IMrr jprjfliiftfjff u/ /SriijfJi //iicftiKft
Tiw: PMF hydrogr^pFn pr half PMF hydrograph* plus wind cflets will be
lhe triicrui for design of the dim cre^ level And I he cmcrftenc) s 
dlmaworus
ll*c  hourly  rainfall vnluci were multiplied it mentioned ftbove by  III rediiGtrnn facloi <*f u 90, The- US Soil CwiMTValion Service (SC S| Curve . (CNJ  Method (1972) wax  applied ki deLctrnine the effective rainfall tfoi1
eausc  Ihc  flood  The  dun  site  UN  value  was  found  to  hive  a  value  of  65
cunvtdnijdrt proctu retoltod in Il*c  dclrnninattan ol lhe PMF utevign hydn for the dun site using the disuibuied huuriy PMF rainfall values uf the I- L raiolnll daDi (Table C.2-2). Tahte C 2-7 xujumnri/e? the major elianieEeusLles  and Figures  C-2-4 to C2-7 Llie I-- to 4-d*y  PMF hydro mpcciiscly.
I able C 2-S summarize! die inajnr halt PMF eJwiwtoristics and F ijgures I C-2-l1  fHcscnL  the  t-4   2-.  3-  and  *1  rdnj  half  PMF  hydrographs,  rcxpcclive hall   PMF   hydragraph   cfwraGleristieA   wtte   obtained   directly   hy   halvi iipproptiAie PMF hydrograph chlrruUc*
Table C-2J: Major Characttcltlks o! PMF Hydrographs
run         witpen           Miiimufn                Vol urn •
dur Hi Lift
!_
[mm!
d^bcha1^*
-i,3z;
_ l**Kl
Ftocd
duration
(lifrun |
U_____
2M
2
J
[4
Jia
«?
€14
Ki
e.iw 5U
1,4«2 75*
i.ia
1C7
129
t»
173
Tibi* C2-B; Major Characteristic, t of Hal! PMF
_HydfOgraph*
Hair PUP |
dyrMfon
1
Mu Imuiii
5*vcriifQ-r
Volumt
FkKxtdu^Sii^n"
J---(MCw
_2119
JJ
’ --- —
JS
J^LITj
?
J 353
_ 273__
__ tlW_
j
1021'
39J
4
1851 '
_J29
IM
I or final decision tn
fl
be  nude  with
rcfennuc  io
,|   L.
C(i    nUie
e^-ncj |||^ d.me*^
T?
hvdroKmpL Jf
''
W “‘ be routed
1hrOush (hc jVllgCT
cfiueal Viliam wilh ulucti th
e final deijjn n,J! ^t
^d
mnii ll
rAnjof Ojitt                        and Prw^>«je P Anger Da/r» Fcjs/br/Jty S’fudy f
C ?-i i.dfljH PUP- hytJn>jraflfi at the. djm .uFff
Afcrte C 2-5 ?-tfay PMf
,->r I ha dftj
Ffluf, {? J-5 ^av
!r
Pr<r rfa-ri siteJjijg/ Qjffi
Jfltf Dram age Pro/ec
4njr ar Darn fwltoflrfy Sfudy flaporfig urn C 7-f 0 3-dJy               fiyd’Qflraph ib? 'J*T1
figure C 241 4-rfajr Badf PAF /iFfrograph di dam- * *i*
Reservoir Operation
General
Unwd nn l!w usdul volume of ibe Ab&cr re«nuir. the Full Supply Level (LSI ,
equivalent Ui the Nomal Water level (N\VL|, Vi.ls detennincJ aj
l,4IO O,
fc
MIS .0,1420.U uni 1,427.7 iwl. wntiponiliti£ to dam heir.hii cf Kfi, 85 On and
OH m, icspcdively
I be reliability for upauuii Row ideasc*arj imRalmn waler supply n li)U%
Hie  tcsnvcii  cperiiwn  program  applied  iued  the  Table  C  2-1  monthly  IMw  n inpul
ter Darn fmgutrtn jwtf Prato age Prqfrct Dim FeaSJ'Mify Study Report
Ibol inke inlo JKCfflwU
iX-uili l>i; iTMTSrir L’pcuijuit including RciOp runs
jirodwlicn arc given m Annex C 2-2.1.
Ai*i Ojpcfflrtwr
/J-ryf
The lifespan nflbc itatmdr n 50ycnn
Heservmr upcraU^n hi based on u numUils inline series. The mCM rmanthlj rainfall and evaporation vilucs svtte baaed nn values presented by DCEOM (I W8), Rainfall dub ar r|w dam Mir were determined by Equilion (5)
fU- <0 MIL * 0 J4RtaJ • (MOVMl?)1
(5)
WTicrc Rjw. RWll Rb- arc rhe mean monthly ramfaJh al Efx diun sile. Shanibu and I Luu ^infill sialtani, respectively ] Ik Sliuzibu and llarn mean monthly rainfalls ore d< BCEOM (1 Wits allies
Sediment load al the dim Ute «as dlnnared to be 1.430 tuivVn“'}c,ir. Die tonuiburidn of 1 MCM slrearnfhnv Io wdimcnl Snail accuniulaiinn is 0,002$ MCM (scdimefti vol ume ■ I MCM rnrtnu 112.0 / 50 • 45 scan iLhci input f
MCM uid inflow - O.OD25 MCM f I MCM inflow) '
Table C 2-9 presents the mean monthly evaporaiicm and rainlall v altiei uvril in ihr rcsenoir operation pnweu, m n c 11 a. the miifttlth demand for irripiiun of about 17.000 ha
Imgaliun demand inondil) dhlnUulicm was based un ilie preliminary dctign □!' the agriculrural program. The average annual irrigation waler demand is estimated ifl- be I. I95 mm/ha/ycar-
Table C2-9: Mean Monthly frapcrjlion, Runfall md Water Demand
Pindar
Euporrtifti
himl
.. __ _ _ _
Ricfjjl
_LChJ____
b«nuM
Jan
L—
Frt
T«6
Afar
*4*.
“-------- 1
June July
[ -^i -
*  „   •5     1
'
I
c-1
No*.
Arwi-wiT
.1
159 ft
02
1W2
45 8
1637
----------
1B7&
L—____
10TB
U5 2    1414
1332
□76
l" 1
2210
~___ -
317 3 J.Hij
—
237 fi     »22
333
21?
1753
i.WO
MEW_____
CO <?« 2S9
r          i-
i«2       60  L'!J
00
-”L,;    257  !13—- 50 ■-
an i '
Manihty swpijc svm mimalcd n> be 25% nf numbly napomion
*    1,600 mrti ik the arvnuJ mean rimUII al Ibc dim 1 lie (Figure C 2-2) 1,82 J milt it lhe Wiuil mF in nmtx’l al lhe dwi site voiding fa Lpahofi |5) before in reduction Id fii its Figure
C2-2 wtoe
£ 11 Juji r11 iWfr-Aifir I | •>' iSyp c? ft.<■
C.2J9Dim
A^fDimFc
Qrainigo Project.
BMtyS
tvd^fitp
cit
Mcntfity rip™ ODW *« riiimatrd <U cqud »
arcUm    of    tU    monLhs    Februiry-Mw
enlcnnfc 
the
Anftef
ftwr^iir
I-
r 2-3) [Jut ^l-je was 1,'^J lo be S M(M
™l
er rek^ f
enl Ita
ifriUuiy     are     huuflieinl     IS     npreim     fl™     demand.     iuppleiiiflitin-     quuHH* thiill be provided from ihc rc^trvuir.
Kescnair   upefakon   uwd   llw   eJevarjcn-irm^'nlume   rttafailltqM   b   presented   m F^nrrC.2-17.
[lie ekvaiiun rfihe wqLcr supply milieu UUdeiernmied hi be 1 .IMmjil
***• C S-T2 Ayfr flfnrtrtr - itoMon
(-frhvlrJ.te»r? Jfr11 Jr.ii
ljti[eC.l-[U prcwnMJic HHJfUWy w«ef volimcs rakawd
ih n
S-WL «i t,«7.7 ,|. Title c:-> i „, >'ta / ?
[IU                              Pre   ls
»
t«  !>.(!.    >1 a,             ,,     J™X“Utt7 nwl
r.nn. lhe r«nw >»®hiew IW% , „ ^p,
lfun           f
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C.’-2H11-1*3
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od
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on _ i     tw           &?.£         □ LSI       DC-       00 IOC               00        DO     |90       Too
5iW            00         EW |_H»t                    5 ML        od        3P       loo         o’o      C-L      To        00  i 00 Gt?9           00         i tr i             tfft          E«l           UDI           00        '00        100        00      |00        00       isr 5 OKI         OJE       LiZL           ti lit           EWC         3 JSl             OK        bo        DO      00     1 00        DO 100 ECZ4            ill        *901 1    i m          Z GM        4 Ei£        its:      ^00         00         00     | DC-    i 00       i 00
I9E*            00         561            L ?ri           5 ML         0991         00         00        00         00      i 00      100         00
fist            6;          mi         l-Oil
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Anger Dtfti Irrigation jntf
A/istro\m^MtyStutiyR^^
TAHAl/i FLiwd Routing PrupTP-iTi WK run 1^ aruljfXe IM vinous lii 11 supply fevdfc (FSJL) <W ponuil WMtf Ifvel-i (NWLX IfcGrilEru ibf iclftlihit ihe tpillray length Tweach riagc were.
ctlmcn*™ **
* 3d hw! (II) dur jnpui hydjTrgnph is  the 4-day  hulf PMF. An oddlLtpnal jirtK’JjJ  iboVC ihi' jbci^c-nwnEtnneJ  hf.iJ  will lute Id CIHlUA tht delink U"3A SS_ Flin^UJl SLElthjJgC, CSC.
*      5  m  ht-id  (IS)  m4kb   iJk:  input  hydrograph  is  lhe  2’dny  PMF.  An  □ddiiMimit IrccbuanJ of about J m abovv the ntxi-^ .rn^niicncJ heals Wv determined.
Jbc  lwinr miii4 naJct election al the fjtKffiiir when ihc  reuEitiu process  si arte J wu Si the EMmal rater level (NWL) 0-f J  .410.0, M15.-Q. 1,420.0 and 1,d27,7 mid.
1 nbk C2-J2 pititnts lii? Ilund nMitUyy: iviultA for the vifiuui NWIa,
Table Cl-12, Aflflar Reservoir FEood Rpulk-g Res-ulli lOr Various Special EvenEi
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C.2-2.1_____ _____________________ Anygr Qam t xx c n ifltf Orji'njyrPg/ect Anger Dam FeasiMhy Saxfy Report
j-dr, half PMF, utkh icaJs *? c cacr-for;) fpdhvij tavtas j Ic^h o! IM hl 253 e mi 2J4 n for the 4 XMa rctpccnth
rirrt C2-! 1 pr*c3 j ^raphx rumple of ’7xsl raton* rcs'dis for the M2 naa! X^L crioj *-dij 03 PStr flood oent
Ap**CZ?J rarfrwAnjriiuUorthe^yOlPMP n VAl_<yi 427 7 mat
lip -M/flngffi ■ 2J4 m)
Item the abene arJ uMn. » *ril “  ftnm Arux' C~* “  l' P°u^lc <*
dLitcrn inx *tai *e rtwn«nr b M. Ao*1' «
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dikhtt^t. 11 2 PM*
• re»P«ii'el3'
The abe*c fact npluw lei* Io twh lets damuct and loiMts ilowniucaan frum the Jam itc experttd d“s these wJTcd b. XaiiaaJ Fkwd* Matcihr ertriw ol the 4*ni
2.4.7          Deaign Criteria for the Dant Construction Period
1*bk t 2-13 pwii> the 'irienu drip ^dro^ ptu disuhui-t wk- „ i nuximwn >aUT Lori above the met bed when pliMfl£ Ihe dira ■„/ mfomibun rcqu.rcd fur delermiruiwci ol Hu l™„i j.Ur.
wuukl nnl micrfcre vsiUi the rrtn How for &icilaia ictuzn period
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L"l
Cl MAnggr Pam Jmfrjffon jnd                     Pm/fcf Ange/ Darn Feasibtlify Study Report
Tibi* C2-13: Design Hydrograph* - Peak Discharge Values, Volum and Apparent Maximum Wider
Lertis at the Dam Srte
Ft Hum period
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Gmundwnirr  level  wus  measured  in  whk   cl  the  geotechnical  etplcirntory  honnjiA. All   levclt   are   befew   ground   surface   and   therefore   will   nut   nfi’cel   the   lLuh Meaauies  token  to  cutofi  the  groundWater  now^eepage  below  die  dam  will  help in   prevent   groundwater   effects   downstream   However.   exposure   of   groundwater may happen during comtruetion where renin vd of the over  harden I rum the d nn basil  arid  ctilolT  trench  will  occur  partially  or  completely,  Iri  these  caves.  pumping will  he  applied  Such  phcnnnicm  arc  not  cvccption.il  since  die  dam  is  I1X4Icd  over an active WatcT-WUtr
Hk impact of imimlinn on ground water, ic described in Armen a 4-2 Hjdrtijjcidc>g) Report (AHIDI1 Fcaiibdily Study Rqxin) Section 5 I - Effect of LmjaLioii on Gmundwuier
2.5 2.5. T 
Goolocjlcal ■nd Geotechnical Investigations
E» tHjfogrcml Invasr
igarions
J?cConnc»riiiiKC.J!iLlsjk
A  ueoloflicai  reconna
issance  study 
wav  conduc  I
cd
ut  th
e
euly  vug   o|
c
ihe  work 
(August  2001).  Ihe
findings  and
recommendation
*
were
o
l  a  prelimina
ry  nature
and   ihe   study   was   subwqurnlly   complemented   hy   die   mvcsiigallon*   described below (ferddJdv ure Antic* C2-1)
1 J (iiUhuuKt^ | (
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c.2-25jjjjprQjjH ImgitiGn jnd Orajrtjge
A/iysr 0am Fttfibihfy Sfwtf/ fleporf
Gtopfij s  lud anveaiigiliutis  were wndutted al llw J-’ni *itc  d'lhnj i3w pcii'hJ Deccnibci 2CKIK Io January  2009, nHJitly  prior ta ttHttmciKcmenl of Lh? pe^lecluiicid i.nvpjligjiidn.s. Acklitional gcophj^K^I invcitifaliorn were performed in iJk spUlvny  mw during May  2CMJ9 at lecaliorw where access  by drilling eijuipiuenl wni wl posithfc. Thcte investigations  were cwiiliineJ  with eilibriUicKi wundingi near drilled bocriwtea
The   lisvertipriofis   ured   Vertical   Electrical   SputMlings   CVES)   (for   del   Jilt   see Annex C.2-3)
lhe   gco|ij|iical   LnVnlipliunn    for    lIk*   dam   environ)   addreised    die   follow-ing MpceLs
*     DelEMJtioni cf lhe djjn and area wilhm lhe publishexi'Viown gcnlc^y nf [he
country
■    Collection of previous fcologkal studies conducledi for lhe project,
including lhe above-inc nttnnoJ recc-nruitoatiCc study
*     GcuplitikaE survey.
*     Drilling o-f exploratory horebcle^ jjx! cxcnvaiion o! tcil pits/Eienehc* in
in the interpretation t*f subsoil stratigraphy
■    Performance nf a sejich for borrow rculerrah
*    Laburaiury
MJ H«r*
Information from previous  studies  lhe rewnl geophysical investigations  and Lhe prescnl dnHingVcxeai-au™  were sued it* produce ri relevant geologicaJ  map and cross secttoM
Itx work encompassed principally the following aspects
■    Stratigraphy
*     Seismicity
Deuili     of     llx     regional     gedogy,     tectanks,     geomorphology     ...(e        urt|Ofc,y t^drugeolopj o?lI sxisirucily arc prcxn^oJ in Aruie\ C.2-3.
3.5.2
Geo technic al iahrtsfigiitions
CkviechtiicaJ invefligaHops, includes field uorL, libowon- tc%Ls and ..................................
of a Goanxhruta) ImcuLgHioas ttcporl (s« Anne* C 2 3 _  J bNmn[> C ■»■1)
m!
*
O,  -l
trT
C.3’26Anger J
Angor £>a/n FtrtiWMfy Study Report weft  carried  out  by  Saha  Engineering  during  the  period  June  ZtMH)  to  August 2010
The main objectives oflhe geotecJinical invnti|pricms to
■       Charucttrize/oudmc   the   type,   lateral   distribution   mid   thickitevs   uf   th<- subswlwc    geology    within    the    gone    wf    influence    of    the    proposed cQj*i[>iheiih, nundy, die dntn .ind appiirlenanl ■sirm.-turrs
■         tMcmiiM      ihc      relative      sirength'drasisieney.      bearing      capacity      ut*d permeability'   (waleflrghlnesi)   of   the   sub-surface   fcirnutionS   underlying   the dun ind sppujlrcunt MruultiTcs.
*      Asses  t  ibe  geotechnical  (basic,  index,  hydraulic  and  mechanical  1  properties of the sub- sw face tormnlions for mI'c and economic foundations
*        Identify    die    exislente    nf    uiuuiLuhlc/[M-nWtmniic    utils    underlying    Lhcse strut Here i runt nrggcsl remedial mraiures
*     Assess the suitability ofciittsltiKtion materials for their intended pitrpose
J  lit  gculecluLieal  iiive^iig.itiuru  cDELiiHuicd  coic  drilling,  in  si1u  tests  (such  as Standard   Pcnclmlinn   Tests,   C-cmilint   Head   Tests.   aJid   Packcrfl_ugwct   Tests), groundwater    uwutofing.    eollccliun    nf    representative    v-iniplc'i,    jiuJ    subsequent laboratory    tens    to    determine    die    enginctrinn    properties    uf    the    sub-^uifacc 
fann.iEiofis Ten pin were iilsu c\c-ava.1cd in the rcsenoLr
to evaluate
wntcriighlncsi   ihric   at   ittLL   as   in   jn   area   com   lining   a   potential   construction mil ends quart v Co assets the quality and quantity ol the resource
All the gciateeiLibieul iibVcstigaiioM were carried om m accordance with widely uwd and practiced iiileta.itturijf prixcdurcs  such a$ ASTM, A AS 11)0 and BS codes
A toLal of 20 boiehidcs ranging in depth L'rum J SO io 3S 0 m iirrr drilled A total of St- tert pin were ewavilcd - I wo in the reservoir area, 14 in a patent ml MllIW irta for core malcnal and 20 in a pmcnliai source rura for jhrLi maLeriai In iidition. «l quarry mu healed 3 km from Hanaus Gcbeya and aho\n n fc[n IratT1 the dhih site fur rockftil and fillers. Seventy-eight Sr.tndiud Penetratian Itst^ (SPTs) were conduced A loLal pf 29 in situ permeability tests were Conducted' 12 Packer/Lugcon tests arid UCoMtMrt Head Tests. Sixteen undisturbed ujnyik' were cut fectcd front the boreholes and 24 sample \ from die potential wurec of COMtAKticn malenals. I.uboralnry testa were eondiKteJ on they? icprtvrnl n ■ -
F ll 'e
25 J
samples f0 determiDe Lhe engineering properties.
Summury af Findings
The  sub-surlace  geology  of  ibe  dam  site  is  Imnhagcnco-is  ,md all ihc borclxilfs sunk (see Anne* C-2-3). Ji jS represented
corrtlatablc      across trcdominanrly by
1 tmn.-.|U|
Fl riLiTinupl"? -4^;
bfMi               l-LMl
C.2-37£
4/rg^r Dim Ftu/Mriy Study Report
Amphibolite      -      slightly      fractured      sound,      nussnc      prccxmhnan      crystalline hucroem rock - nd overlying luSordirusc Quaieman wpcrficial deposit-
Die  mb-surfacc  geological  tiriU  encountered  arc  detailed  ja   Annex  -C  2-3.  witil  -1 tummjr. prevented m Annrt C 2-4 4 tl« also L3rawiftg.i C.2-5 and C -’fij
ZS.d          CDnstrucfjon Materials
d-j                   Critrnri
rhe proposed dam tr J  zoned ihcll-nxkfilt dam (we Drawing C 2-^J. vailing for the following canSUUdran irulcrixlt: *tell for embankment.. core mik,nil\1 rock for rnikrankmcnL. riprap, and ckhXtfic aggregates* (samL gravel an  J crushed stone >. Accordingly, the gcoUxhakaJ  site intcsiiujiiuni includeJ  awisntcnl of the sources  for the aforementioned caniuucimn materials wiih  regard Ci» their mitabililj fa the required quMti-IJ  lert pit* were tunt in potential mXitcc areas for cure arid shell jmirrnl sources,, respectively  . A nick  quarry  sue u±s  ifljpccted visually  regarding ns  miuibihty  in icrms  of quality  and quanLity  for its  intended purpose u j potential site (or nprap and production of crated aggregates  Sand SOufCct ifttfr alW3 vi.tiully inipcctcii and idcnlllicd
Ite   mney   and   >tud}   performed   far   lhe   feasibility   stage   are   adcqujJe   For   the
future design
additional held sur*cys lot Lhc various corut roc lion
material*.   field   tcsearclL   field   and   laboratory   totting,   including   mmerjJngiral,   arc projected (sec 2.5.5 Jj te/fl'u
A J               Srifr/or fmAMtanriTf
The borrow die foT Impervious  core material is  situated qppeoiumarely  MO m ddwnslrcaro of the dam axis  on ihe ri^ht side and Is  easily  accessible A luu] of
14  lei  piu  wm  manually  cxcavaicd  m  a  maximum  depth  ol  40  m  and  seven Tepresoiutivr samples were colkctcd from seven Lest pits
The barrow site is  in grocral rcprewnlcd by  reddish brown to yellowish brown sill) clay  io a depth of J  m, t-C, ite bottom of the pu Thus  is  presumably  residual soil resulting ftuiti in situ weathering of the underlying Amphibolite Fhc potential wiurec  area was  visually  delineated wnh ihr teip of a handheld GPS; and topographs  iiup (1.50.000 wdc) Coruidcnnu 4 4.0 tn deplh of exe^ai|On ind □ jwfnve ai^a of 460.U0Q W (1.600 n, - Win), □ rc«nc  of 1.84 million." m1 wa- cscirimifj which h I if Be* ond requirements.
* 11 - *«
^HndM L) Jh
C.2-2SDm Irtigritw ripnuwW*!.
Anyer Dim Featibihty Study Report
Sildi HSfihrrjfih
A  1dN  if  20  tut  pi  Lt  Wm  manuatEy  uravtfled  Ifl  a  m*rifflWn  dcplh  ol  ’  i>td   a iota) &r JDbI ™b lilc - and 16 repraenmlivn aarnpic' wm cofleeled ITOta W*“
^iurccs.
In fcncrtJ, the Mies  art reparfenlcd bj gfMnish fttny  Id reddish bro'ffl arid ruely ydinwi Js  brown iWlJ' undy  jratd tn a depth *1' iml'Fnro detailed Jc'-cuptidtL t>r the rest pits  mc Anne* C2-3J. Ihn it prtuminbly  irndual miJ  resulitag from id iitu ircaditEiny  of lhe underlying quatizofelilspuhic  until1. The jh.»l,cnljftl source airai u-ttc  viewdiy  ddiMalcd with 1hc  helper* hurfheW GPS and topograph^ map (1 <ri,eon jtaJe). l he reserves m both nre;u we di lbllQ>4
*    fasoWteS tufiund Audcule tilbgr
-     Se>uLhr,-|<it cl Andruk.
3 b0Qfl m ■ 7ifi in ► 4 m - A,04iU,<XKJ (H1
-     Ne-rthiArt of AndoJc-
IjOOO ro * 500 ni'lm ■ 1 ,^fX]h-n0c m1
-     Total reserve [ni iheU malenal armirjd Andodic tillaitt it e^Gan^aEedi lu he TjoOjQOQ IS?
*     Eslimarted rewuttes iinSurd Gpda AyyaiUL
jnOm x 3Htii * 5 m 7$l\QMKif
This is CDnsiLkrahiy lower ilun Lht required rjijfthiily
Tlic  burrow area, situated near AnJ<x1e village Is  recommended due tp j[s  shorter finaliihg distance. large qimhllty  the? rad ih.ii required), dim cverbiiftkn, aian- Jjmrny, land iwd ai pra/j/ug area for cattle. and absence □! foicji
lhe labor jlo-ry Lesl resutb are prrSEnicd an detail in Anne* U 1-3 and luntTnari/cJ m Annex C.3-4.+L
Thi prupujifld quarry  site for rocklill. riprap and produciira ar misbpd ag argntci it stained J  tan from HunW Gebeya vill^cL which ii lo^d llL . distance of 11 km from the dam >iDt, CWtmly, ™  ** «w™d by  ibe tmi!b Tuaj
fJ
r  m    Jm?
Ami Tile W AhUltJc, whieh will ntytirc approprhlr upg ^
T  klI|.
|
L ur
censrmctLiih    Ihr    r«l    ix    grecuhb    pvy,    medium    gnbei,    nuxovt    1o       dii-hlk bonded, ihghtLy weathered (4 frfilt, feuded Amptubg^u. and rtrgn ■
IjiborTHrny LcM nttulis eondiKteJ oh rcpreMtabvc sample uave S6um±nr« 1
U UJkll^ UK
ML U-UU 1U|fcl. U i UIC. UdJiK.
1 FTJ-U7hM|
JJ^ujLiup<2i.K
C.2-25Anjf r OUffT irrigttian jnd QriJfugfr Project An^rOam ftw&W Slcw*y Rtport
TN poicn^i Mut« anta **i vuuaHy  irlcneared with ibe help .i lunJtwU (JI'S .Lihi tapqgraplik  map (1:5OJX» wale) Lbc  cilNutcd KKfW sflbe qu^ry 
1
cover an area ul 1Q 5QQ,Q0Q m (15W m 7ft
h
r
1 in '■' TO rrt}
f|
i
JtajiidiSourrflr
l"£ckcb afiflnd depmih .etc lisailabfc  bulh ujnlrcjjn md ddmutrcam the dam nxii tn Anger Rim. Mure pucKett arc avnihhk on LnbuUuiej of Anger River .imf near the croiring of ihe NekeraceXJutin albtocallbcr i(ud
findings flJFrl J.-tflwraXwy IriJ JTmifti
A thotAIgh tnilysb of Lhf ii1e lm  cstigiiLkm and findings, and- lift laheralon E«l results fiat WEnr performed so |ar nw presented in Annex C.2-4.1.
2L5.5 GeHjfD^rGaf ortrf Geotechnical invest Jgatfon's /or D-efaited Design
ij
Gfjirrt!
the raigui ifirtMipiiCMw conducted Io dole wrc contadered to be iuffk icnl for she feasibility s^ge
For detailed design add-bunal iWeiiipnoiH mil K* required, is dkasribed be loss and in Annex C 2-4 a-
Gewfogi'caJ AV/irrj
The report mil be bwd upon lhe findings included in thia fcnabllth repogi .mJ on evaluation of findings from. Lhree more boreholes. The barthufos mil be drilled along the perisloci Leading co the hydraulic pumping nation, in perpeodacuhif io the Jim arientniion. the drilling depths ar the edfirt of the penstock will be (o a depth of 20 metres and hl iu Ofltrt, rn a depth of (i$ metres. The uddjfioral geological and geotechnical informirinn will be used lor lire planning ^f Lhe penslijek.
Ilic report will COPtjwfo the data Irom die pttrious works. Line field mursion. the drilling campaigns and d« geophysical Mudy. and will focus on the dam du EtLitogkil arJ BeDKCtakkal aspects. The report include Lhr folfowiiLg SubjcCU:
■   Geological Jctup lbc dam
■   Site geomorphology and geology
*    Rock quality d^^nnltoiw aJ llie dun. site *    PorabiLir} of iJiGltraiiwi
*    Sehnde nw^rueni-
'
iJW-ArpS-E FaJCM-Cl Im
Ll 7T> I
C.1-3UDam
frngjtfon 
vn Fmlbtti
and    DrPno/ecf
Angtf D
ty Stu
dy fleporf
- CtHi>i*>KriiiE materials
Cojinrewfiroji Mattfiah
lb?  principal  tMtcrud  types  fur
construction
of
the
dam
wcrt
identified  and
located   Regular   iftts   diuwig
cansinrclion
and
me
nr
cvacl
niinerslogwal
dcicrmitution (X-ray analysis) art recommended in order lo ensure rhe perm inc J content of organics in the will.
During desip* erf ibe d.uu endunkmenl cross section, rhe quantities and grain size diSlrjhrtinn of filler nnICttttls  will be re-cvafualed A survey  for naturally occurring gnuniLu malcnili (sand, gravel) wall he conducted in order to dtlcrfllint stntnlwlily and quantifies
lor delerni null ion of rock wurces lor riprap and nxkfilt, more- detailed mapping, sump ling and (Citing is cnsiuged
Jy              irhmleiry
J  be  dam  it  based  ort  manne  Amphibolite  rack  With  these  cqndilionv  I  he analysis al the dam ’.uhihly lor earthquake loading is cnnjcrvolivc.
Ihe intensity  of the expected earibipialits  it relatively  loss. Ihc  tcctnnnicnded I'cU Oround AtCtlHalmi’ I'fiiAl Millie for design is  0 06 g (sec  Sea ion 2.6.5 below),
2.E S Wnfer Tightness
flu: Ang« dam site is  clMractctued by  amphibolites  of ihc  Lower I'rttimbnin. Outcrops  of MiElklonc  shite and transitional beds  fonrutions  of Palaeozoic  to MraoWic  and Volcanic  faniuiiMii ot Crwzoic, ire located CMriside nf the dam site .ind otiuide llx reservoir boundaries lor an 98 m dun heigh!, as well qs fnr 3 S'.i m dam hel gjil
like geotechnical ihuh included 29 permeability teyu, of which 12 wcic CiiuMant Head Tents in sOiL and 17 wen I’atker/Lugean Trill in nxks, The ctay  wi) Im-, shown penuenWity rates ranging from 7.2 k  IU* m3 to 8 79 * IO-6  m'i The ruck maw permeability yielded a Lugeon (Lu) value of less tium J On the Kun qf ihc packer trttipfi n is concluded tlml ihc amphibolite rock mass hu a penBability nf within die range of I * 10 . indicating its impervious nature The convunt head test  gave  n  coelficimt  of  permeability  of  J  27  1   ](>'  tn/i.  LV-ik  types  dlj'  in-j^u testing  Indicated  very  low  degree  of  permeability,  uu]  thus  the  md  mass |trji!i]cjU) £iin*idrrcd iiriperviu-UL
1 I Wdl w iLl be tubmHWd m lb* d^u-kd dewp* rrpwil
Z
15 vrt          Uaj CMp-CI
C.2-J]Anytf Dull /rr^jfipi? intf grjinapf Fro/wf
Anger Pirn Frll/bMiy Srudx W
*P°n
7 57 fWm Stop* Sttbttrty
l"he  slopes  luricuiiLljiifi  Un   reservoir
-
art
mainly  genilc.  in  plates  modcraLt
-  kc
map in Figure C.2-14.  1  hcK vfapci  a
rt  co
nsidered tu tie stable .md ptw nn
ihrcai
to ihc resen cur
F^jurw G P- M jyape map irtd morpnniijyc.j. tntfj
- u-*1 e i i
i *-i ■.            *
€7-32An j>r PiJHjmjiDOri and Drift
D/m FwsrOiNfy Study Report Proposed Dam and Reservoir Echo me
General
llit    top*    d™    j\h    tntasecls    U*c    toper    Rher    si    LFTM    nwtdffiilcs    £152.215. N 1071000 (mc DwwwrCM)
Anger dani design Likes into ccrwdmtfon the following compcMrcnli
* A jtalhrockEilJ  dam. Jcsi|£ned (to ftanbilicjr suge tend) in iwo diflrrent heights. accard-ing to ihr dcriMgfl by MQWIi. iumelyB HO i« *iral m. with darn cresl Icfi^tU of I',JSS ±nd L4S7 ni. respectively (for nddiltonil details,, ice Table C.2-1 3). The CwU of llrf M irncmiediL±n danu-. oE hci gh-b KS m and 90 m. with fofijLhi bf J?14M m. and 1.445 m, respectively. ire dented from the dtsipu of the SO m ml 9S m high dwi Hie reservoir wilJ  sow for
irrigaLidn cf an ire.i of I 7,000 hi AElerii.il i* eh. die
ill J Large tuluhic
of mijxmrided water to the 205 MCM for JWS. which is pirtinlh diiLLicd by AID? cfovattoM, fthild serve for hydropower pcncfacfori plus RCtt fcf mjitic 3.2 ns1.1! whenever iJx HPS dem pel gcMralt power andAjf the spillway doen eipt dj^charge flood'.flaw waler; depcHdumg fill rhe adh'-onUgcs. iiKhi.diiiiip ptofUabiiily. gfwthiiM.
■   A side channel spillway and dwie, required far the safe convtyflrec of sin ineoaning 4-day h.ilS PM.F llftod ttilli j Jisekiigc nl 4.XUI m’^s «nJ n 2-day full FMF wiilJi a discharge of6.705-5 mVs wiihourt overtopping of ihc dam.
■    t)mlei pipes to release wplcr ft™ the iwo ouUd towers of the trmnoir for supply a I waler to the 17 JW) lu irrigiblc u ea
11k tooilton ol the djto wns sekcled in Ike vicinity yf the loeuliCMi suggested m former plmii. The Ewatiim MJ ippscvcdi by M<>W'E in the rraniewort of previous stodiH (toe Seeuon 2-3-3 above and Figure C.2-15).
J F-! u*4<| I
f4
ilv
C.2-J3CMm F*wibrtity Study Report
FfOfift C 2- rj S-fa C/ A-7* r j
Jln nn W fl
|
/?Jv^r
2fia T/ieDjm
Ihc 8H hrt hiph Jam. LJSfi m lung h cm of faif iHcth-hh^ l hc Mxglu Jam wi Li ajipiej hct«„:n ,^Q
JtHllmsnK. rJuuj inLu cilmi Jmlinn iupc[;raph|fJ] a|bj .
P 'incJ
* '      ■ [°HTliftjj htnh I in^iti] £i>a’ i jj
l r  nu
( .2-34Dam  frriyilfarc  _>nd  Drirflig*  Proj^l Angtr Dim RtiUnW Sftxfy #?•#»*“*
"line main tharatleristiej of the £D m high Jam. well15 llw**! nl the f», J*1 m
iL-hi 9S m hi^h dams ire given in Table C2*I4 an J Drawing < 2-*>
HjacJ  an ihe iulcrptetalkm of lire maffuuiuaiKC logs  from ihe 20 borehole*. *t> test pi.Lt and IB vertical electrical iMnduig-l, ■ .geological crnM-Mctioo wa% prepared for 1be Jani axis < soc Annex C. 2- * and Drawing C 2* SJ
Geophysical Investigation's canned cut along the dam axi* centrum tlw Above. Table C.2-14: Main Chajictmlki of Anger Dam and Spillway (Half PMF)
Dmi
Nlghl
[ml
hormil
W'ifclW
fnautj
Wit           RfrMfYQir
wXm vcAimi >1 outfit
$plh*J-T
♦Kwlter- >WL
|MCM)
Iwigth
1»l
diichanji
<«*■)
Dam
emt
eIrra
Dim
Grill
iangtb
IffiltTj             irwj
M
&5
9Q
i .noo
HIJfl             1 KffO               310
1.4140
HKD
1 MM
MW 9
flr.fr t<4*
tlmtlon
|niisJ|
1336D
r 3360
1.WI
xa
253
3.TM7
UM0
niu
1.4 HO
1.423.0
1.4-W.7
1.41 BO
1.421 0
1.426 0
2.210 6               W               2,Mr Q
1 4X0
1—a
-J
1 M?
1.4 U
1.445
Ul?
Tlie nunininrn waler level tor u lull tttppiy  level in the imgaunn canah in about I.3M3O miisl. nt governed by  ilw minimum head needed fur irrigation and hydropower,
h  may  lie  rmumrd  rhu  wish.  prepet  monitoring  and  maiiiteiuncc  and  given  ihc Icvdta above, ibcrc ii ic;ium crumph Io c-DFilinue npcralutg ihe d.-im even after the design lifeipazi
Rxicrvoii  Operation  Program  urns  slimt  Uwl  water  supph  from  the  Arn^r
hu dme to UM tob.Hlii, tor |WS.md RCK II™,.
Tlx miruiaum wma wrtxt doaliun for Lhc hjdraulk head needed to laijjrv the rcqulraoail regarding nkaiet fur imgalian and hydrupawer h LJyo.u ’ni ls|
(bul Cuuld be loner) Ihk ■Ailt Jc-ne a dead Morale of uboui □ 4 (u 0 5 ■ io’ nJ d*: tcx noir.
fc Kl>cr
’n
A  ikereue  in  fix  above  volume  due  to  lower  wutieu  may  result  Ul   a  ihc   ir- cmi of the itrifjajiqn projccl diw Io llx ixrd for pumping
Basal on the mn-ryed topography of the daru
j ^sd on S11e t -
x 1e
caihpktnentiry technical field lurvtj program, hcludin  drill
u
im. r
boceholcs. AHTkA cnnducted Tlx location of the borchnlcb ij utaJL r V k •
C.2O Accordinit to d* field wncy pto nim. the bvrel.nJti
B
i, ScTe j'",,. t V'”11
tix dam ixia An Additional eight boreholes were drilled near ihe d ~
ao  w
°
^psiream and domsneam. I lie icmainuin boreholes were dri lls i ' loc’ locations of jppurtcn.mi jtnibccures 
’ 11 nr nCLar tile
C.2-3S-- --------- “ 
7         JU?*/ Dim Fwi^rty Study
i>*!t--4     ef     the     gadogkd     ^4     fertaihzf-HJ     mics&paciES     aid     mb*4        j/c Adbcs C2-?
Pit ctw* uiifch usj c^rLXcii to be I2_5 m 4=4 1W ra bcighu of SO Hi wi 9< el respect eh. □ crier to j^emisKdiie a t*m>Lmc r-2 *1 sa-Ct* hirr-r=s m either ridt
££3 Da^ Great EJewatrorj
fe  of  the  h*pe  ftsfzzfeaeEts  far  dcs-^a  of  »  evnhanktBent  d—ti   i>  us  e&s^sr
saferj. *g*?frc 
iiused bj v.\rd-Lr-i^-;cd tide* o=4 vu*n b* peovidisg
a*
frpcfrehc“4- Add&OtpJ jJIcsw ir-zc* h'*- seStlefflCBl C*f the fowviilion and
r^ x-.kft: —: ■ eshffi Eun il&c he ccKtLdemL
u
Con.iideftfi* the dm £3 LftLrri-k  «c  Setti^T ? ‘ abeftc  —  J  Atir.cx. (. 2-1), LBc H^dnEcrgjial SSud} iwe ,tae\ C2-2L LSBR DesLzn SLle<Ll?J  1J  jjtJ  the opVgt^? of she ilocJcd j*ej. the h“a-Kur4 uut ■-■■■4cuJj.led is folfcw*
*     Acck£s£  to  N^1_s  of  1.410.  1,4|S.  1.420  oni  5.427  7  ranE  fee  BO,  85,  90 -tad -m bcijfhu, retperti el>., u per React* ear Operation Program run*
•    Awiracd wind dzrKi-un iJobj the effective teuh
■ USBR mmimiBn rmmmrruicd «ir4
of I6| kmh (loo rruh 44.7
m  ij  for  lhe  eottjJ  SralvQri.  xrJ  one  iuJt'  csf  thii  *pceJ_  i  c   SO  Vm  h
irn 3i - 22 5 rr- si lor the imnirnarr. Ercchccj±
The ma^t mdrij uwd method far fr«tn«J  ciwnputiuon hx  embankment dami is Savilles  mtiib-d- znd this  uxiIkkI applied foe eAtculiffan of both the iwnul --■d F-mnnwT- freebcorJ for An^er iLur. I for dem Is see Annex C2-4 b)
A  suitJTLLT.  of  the  fttcb&Md  rtmpubjLiom  far  Anger  dLun  hixd  UR    the  ho  - rr.eEh-j u ghci in labfe C 2-15 for a 9B m hi ph dam. and in TahLe r n r
ih hijh dun For ifeLuh t>f coaMiucuchn of rh- dam Cfc>L iadC2-|7
■ ■Kurc>
''J “
C.2-36Prvjtcl
T
"  Anger t)J"«
Sf ^
T»blv C 5-15: FjBflboifd CiLwIilwn Ftw »$ m High DMA
PVfHlw
Unit
F/H&oard fcw
HWL
|V»i krftl
M?7 ’»
Ft+rircwdta1
tfWl
t 4.m ri)
F^kSy* Meh kn?^
rffind wtfflCW     w«w iuftK*
ni
hm
trnti
sro
tn w
l
^■j-iirrjf-’ 'HfM ’5^f 4
2 54
rttaw prrkrf
m
we
.Wrrt 1*“^
m
Ptfigp wnrf heghl
Vfanr Uttpffim
■TjcUt-r*i run ijp ingjgli uHaar!
tt-J up | Rj
m
5 31
«ut
« J<
6QJ
SI 00
iK_ 3 91
H«3
a or
010
m
*¥«W (fap* OTiiWrWi!
Wrt
|f rMtaadi
j I'-M-nJ twbwd y>®M rwl t# tti
?r fl^HPrfi 5-Erfjcjri itaJtfncl bo tai F ■ nj_
Top irf dart
m
m
m
OM
267
45 45
Olfl
277
tn
143047
DOT
OB
101
07JS
003
1 BO
1 ,i3i w
Hw C»d M
Gener ■> tund.gkr'i le^el
Caff<<r ^scCtemunl
' "F *14lfll LwCi canter)
DHMSpiopijfdam-
U-lfoj-L(«X>iTirrtrt»dl
Furi^rtene^iQl^i
m
tn
m
m
n
rr
in
Cn                                      Ln-iiHQv
w
m
l 136M
1.325 DO
10$
i oi a
1,13 k W
few
lOu eq
1.jS m
1.MS W
1 04
1 4.33 5S
JMMttT
fir-50
tiKoig-
’oa M'
C.2-.VAnger Dam
Tibli C.2-lfc FrwbMrd CnlculJfl»c w m H»g*» Di
____ __.—---------- f
B
u™t
Fmlrtiri ta*
m
1,41000
MW.
1.41310
ffl
Yirfti'co
(*Kbrt *fch * ?'
v
_             ___________
irn
WnW
m
5®
—L -  * 161 (»
238 _
SflJ
Mt
~61W
SMKIll VtaatpMQd
------- -
let
m
|           *iirt Mijhl
A
Wwt
R-lihr (Vi-.p Ira-fl^
Rjth^|R|
V.’. :       ;
1 pc te*i injuTEXl          IrtdCfc-J Vxxrt nq« L* aia 2 m rrnr Ytttrta’fl lh»3 te hit 1 ' "
Tspddiro
■ ft tod Wwl
Gen«rt tou'tuitf' him
. Cv-ta {brttfwt dMfls)
Top 1/ an Mi            1
3% <110 OK
117
3 7t
22 0?
1 4-9
007
063
ffl
m
n*
251 ow
3T« MM
011 0M
m
b
26?
1.11152
n
m
*1
in
1 W6 00
1 JftOO
0M
1«
14M
1.336 00
r.JJsoo
ow
1,413-50              1.415 W
| Jet-/ top gl On
m
I.4DW
I414M
Oiff-l^klXcirf-.YWbedi
m
nso
eoto
n
2 a n       ■; Hq <t pmi b/w i
1"
_i ftSM
MM
1 JftOO
8100
Fiam ?he i^blcs iL □ possible in otane to Lbx hj^bci Jani
□nt Victor,rd by iht minimum ftrcbamj,
c«31 ekvfllioft i.i|
Elraflien gf tttfi (cm* construcGon level,
allowance]
CCL, including senkrnent
■ 80 m dun. 1.416 mail
* ^8 Tiidniti'1,4)4 nn' l
li iSuulil b< n*ieJ that the Kejcrarir Upcnlian ilun^j.cjujiE md niHingbttjln [wcSmtmoi 2 4.4
CWicr 5UI
ralih q run rthtinp Io iHirkum r.f l\v<t trn,
U
pr«cr.led m Annex C 2-1.
2 t  Ultncd al sian^ ifc
S ' RCR “nd UPS ha1cr
C.l-38<
mi
Q
€
4
£
!
a
L
? itFipiinj c emit ,-iin S3 ft?JAnptr D jm IrrigttiQn jndpriin&gv
Anger Dan? Foa jjfrj/icy Sft/dy Report
I  he  freeboards  will  aka  conform  to  Che  MOWEnapprosed  design  criteria  toy copuining  the  rnulcd  2*dxj  PMF  in  itie  reservoir  and  through  the  spillway nilluui overtopping ihc creU
According Id the shave-mentioned design cnirux  ih<r maximum water level in the reservoir was calculated for the maximum flow* of the 4-day half PM I and 2- dny  PMJ- Ihc  length  uf the tpillwuys, muimum wiucr Jcvck and  Jam crest lieighu weredetermined corresponding to Lhcsc Ihmi [w akn Annex C.2-3).
Table C.2-17 xhowi rhe different NWI. «nd MWL for difTcrmt dam height
T>W» C M7: Anger Rmreair Flood Routing R«dt» lor Voifout Special Events
r«-rf
rvjnl
1
CHntkin
It^il
IftU
1 rMjtonn
tltrkLta
*MRfl
yvuMi
H*M-nrFrf
it
wuii
IMC.WI
|Fi‘M-
1--------
n«d
■riMvN
(UW
H
■MiF Imi
*bOT*
K
MLnwrm
foul)
HrfllW            4             i <r0D         ". ■: -j       4 aZiB          M 7 4           >1DC             ■JO              • 4131
kUL
IL1”
Hjff FMI
fM L
FW
t
2___
a
I
1*133
’ <100
miso
1.1WD         r.TSl              M* i             IM 4                50
i.:qo VM 5 Mil Jiftn «
k4110_
r — ■ . - —
sms
SEI#
944.1
MUD
JO
1,415 1
1 413 1
t41«Q
Hu^d
outflow
forth]
MW
JJW5
4.4J7J
ywoi
.
<H34          IW4
tJflO
M
M _
1ABQ !
-
I 4150
l!5T II
t_Mfl4          U raj
RritrTOir
rtdiHMffl
fMCMk
1 Ji 7 7
r
1»1 4
1.111 S
11
1 M40
1MB4
1_
- 2?°
' >10
■v=
L
wfut
J_PU!
_2
’4
Jd
1.43M
I.43W
1.47? ?
Ijqn
_ ,ilT7
<W5 M4 1
^■.1 5Ul“
ajp
-—
IM D ~
--£Z--
114J 1
4 4 J? 2
irao?
J.moT
■»afl F MF         4
'lliW             -ffll               “**«• 1    :<4
hjb "
Hjr               2 1
1w■
l.«44
■15<1 Jl>1 BL
ao
50
14W*
1 *»6
1«sc
-------
-J-j
— J
J 5■« 9
~4M|»“
2 Jlifi
74196
6.WS
e.7»s
5W'i
Mi 1
■ "■■"■ •
Mil
234 D
_» L»J
r' —
Hur
<564   0
j mo'
■ J-*’1 [
t.TOJ
zrz
J41S4
1 J.W3
During and before the eisd of the cwuVuctfon period. the service read on iIk crest of tiie dun will be cum cried fo a nudmciunce i«ad. and with dcvtlnpmcni of the repion. could be used for looMregfonaJ indite
LU   evened   road   wU   fuse   base   And   aub-basc   h
topping (toinl Lkickneax 6$ cm}.
)crt.  W|th
Ilfcc c amber und mail thttkncis are taken into account in the Cl’I Dtrnnu cunstruciion of the <W temporary md ^rmanent benehmm. .„ .
IJiCvl Irw ■I’Ll'ir.BFihBi -.-K.klJ 
Lt^cd fo monitor settlenism
*    '••■‘UJk.S W'llJ
CMi£>anr Zoning tnd Feundtlian
Type f'J Df"T1
tv-rvj,
outer riprap wa* cutLsidertd.
Following the studies  by  USHR »md RCEUM. hued on the topography  nrul ftHimlutiDn conditions, and given die fact that the shell (Layer Hi ami upper *od (Layer Al have a high percentage of fines (<0 075 mm. i.e 20-65% jltwJ 23-96%, respectively), rhe lol lowing alternative ■embankment dam iypes may be
cum-idcred:
■     luirthlill  ar  shell  till,  with  impervious  core  protected  by  fine  filler,  transition and  coarse  rillerMrainngc  rnnei  on  the  doWnllram  side,  hem  ecu  rhe  core iiiJ    lhe    lediill    The    shell    material    will    be    proirclcd    upstream    and Ju-wnttrEaiTi by filter 'iramilion J one-, between U .tn J the riprap'protect ion layer.
■    JShell-ruckiill  (combination  uf  shell  and  rock  fill}  an  outer  upstream  layer  ol nxkfill   and   an   inner   ihrll   fill   diouldenng   die   upatrcam   slope   oT   the unpervious  core  I  lie  core  will  be  protected  (on  the  dowmiream  slope)  by fine  filter.'transition  andeoaric  tilter.draiuape  /one-,  (two  or  three  layer*),  and rotkfill
* No filtcT•UTOition between the upiTfeam ihet! and dur downstream core (sec 
Jhlk| |'l V*'l EUili fat-lr" Hlhrl la^Palil iita. ■■! I Fruindnl .lrtll«a ■»■
l
fll-------------- j I.
u iu -
riLberwicc
■ Rj’mI1 Fhll U. ill.
4h. i'll^1*^1 kx IlBU*
____ 1
lhe Irkii hui nlterrjfhei Lise eewiui dLxadvnjvikfcct, neundyAny*/ Dam frrtgtbon *nd jye Prtyoct ** ^trtrfw faporf
Ictvrtheninf
ju pLucmcnt ii ihe hl±5I dme<x>ftsumijiig of caflin*c*k% posMbh
the < cmstswu-on lime
TtxrtfoR, dx following jJtcTuaLisei were dwcVe*5
*    L-ziih shrtJ nil dam
•    Sbe11-4wlfiU d-LHi I with wide eorei
FU<oi ot i Lhc oeotccbnial ifisesncwcHLk, the sbcli maicna) from irti pit*. h.v. a
*1 prmcahihty of 1.37 CD 2 I? -
t ]0,J cm x, ubcrcaS thi find, passing a *U 075 nun
ficic to thr rttcnl of 20 io 65%,
pcmwabilirt in the shell i* low
prr^vkhh phj 4 major pan in the fact ihai
A stable rmbnJonent scciioo of ii cwihRIII dim of the wc of Anger dam will
require flatter dopes, tesuJung in a much larger *» nlume of tuiiabk eanhlill
Uolm sufficient dnicubtc dx-tt maicnal is discos ere J in design *ta£c 
rctiptiom. Lhe shell alternative will have the drawback of Io** drainage
PfcljtLttar. cakulatiom to o jJuUe the optimal dam type result m the folluuin^
eimelLL* ior.ii
RoeltfiH O*>"^
A  rwtfill  Leu  shckJJ  require  sleeper  up  and  tauntftam  stupes  compared  with ibe  selected  kbelJ-fwtflll  dam  File  espected  Volume  of  ranhwerks  would  be reduced hut Lhc com of Lhz rockfill dam would be higher by about 31}J METH In addition, the wnrk pennd would ha*e to be e-ucnJcJ by about 2 y v.iri
EarihfiH Qum
An cvthliU ..Lun would be of 1 lirgci volume dian lhc ickctcd shell-nick fill Snmr addii.ioml 1-1 tu 1b * ItT it? earthworks. rH -tO mF would be needed
'-Lun
rhe diudv«mj£« cnUilcd h) ih; implcmcnuntKi vi&idri be fo[|llv t ,
. Leninhcnina of UK pc«™» oI ArounJliui H yon
b ? «™ 5 7 lo 65 >**” (lQ
. AddiLHMUl Wfl Of »fflC 147 ME1B comP-,nn<h lhS dcS,‘^cd
ma:ri vwta onls. *rt incluJina lcn nbemng e>f eonduilv urnc of execution.
(
. Hpknuuon required for wmc 21 to 29 MCM u| fill would »puil Urge
arcn fit lot intensive afiii«lw*l development. not t<i mention die
imnvp'-^iion dauiw-cv and the huge jnwunb of tup veil to be removed from the borrow arp>.
c -J J-*Anger Dim Foa jrftr/fiy Study fJeporf
1 lie djlfeieMC ill
and lhe Lrn.-rri.ic uf ifflplemmtatifffl time devrrJ-*. ’lw
AD IDF Knitomicj! vjlut- ccnsideraN*
IkriM  ■  djcU’Miifill  d-mi  If  prefettid,  due  lu  |ti  lo«rr  cuiti  .irJ  shorter  umr  ot implemcnlatJaa.
during    dw:    eLtsi^tt    jrtMjte    In    the    ptttenl    fraibihrt    luge.    Oie    iheikrndtfill ^JicrcuELVt as ccmddcred.
Hie jidt itapca bf the cbm uitmihir, iiol Uftcrmincd using statc-of-lbe irl fuiJic  demeiua lability  amly^ii FT  AXIS »fh*xc. enablLn^ due com ide ration of each of C*r rtttC'iDciftiaDad eurLsiruciitm njaicriaLt. n as  a ihcll*ffKkfi1l d.tm section with in owlet b>rr of rrxkhJl tmiqg in ujv.irc-jjn llopt of IV 2 511 arid dmvruhLrram dope <rf IVZII uiih hi hennt JI 12.5 m heipht interval* An inner rcinipjrrcd ihell i^iih i dope of IV;1.511 upiircarn feutmg tin i/s  imped tom cute of stapc  ItOJJH. r.U 755 d.j-ftLiitrroni wis  fLiuad tn be stable under all dcupi criteria condiwoat tor * (spiral scLtion itf (Jtc shr|1-rocLG]I dim
rft   Hfurt   C2-l»   and   LJra^np   C   2-9.   Detels   of   the   ftabil^   uudyik [□r Lhr sdwicj jtara^lhc are Jumn Afifitx C 2*4 a_<A
7
r*
«
Z XTVMW-Jur Mw-Arnr-F-jHiiTrhiF^ - U
M ni1
Angtf Pim F*fJflhW 5fudy The following criteria were eppuiJereJ in Ibe An^cf ifan  dt»gn
. The embankincni. frundaiioo nd abutment* must femai notable |IJ|J,C
rt-ntJitnJiLi orwn'UUL’tiaii, rcicnchir rtpenJicin anLl wiuni
1 JI
--
,|S J
-?
•    Scepnuc through Hit embankment. foimdamm aftd ab-.uiTKnLS
pei»cri¥ enntrutkd and
wtkefod io prr*erU «««i*e upl.tt f"c
,*
’
piping. sJov^hinp; arid
removal of mtflcfial b-j .sclulioft or
erosion. ain
i
info ciaiJj, joints znJ ca
riEka J hus the design itmk mk>
.w
cp-ig
e
ttiiilTnl  mtaiurri  such
act  fouodXxm  cutofik  grouluij;
adcqwuW.
nort
hfilt
e
trnpetvi-nut            iruzititinn rrmes; Jrainutc btariliis: ujistrc-irn itTT<rv,4‘,J'1 btankeis;  tuid  relief  welli.  Seepage  wna  utaubud  by  PLAXJS  software  and found  iu  be  13.2  in1   per  mciit  length  of  J±ni  at  the  highest  ermi  section (9K in). which nw-3151 dot the mean drainajic velocity in ibe carpet drain will he luftkkidly low.
* I lit upstream slope itmd be pratecied against crOtion by wave action. and the irmi and Jirwpiiirajn slope aunt be protected apiiimi erosion diac  to wind zn<1 ram.
I be require*! comCrodicn pcciud far cmbankmejii lIjjii-. wax ruinuHed based on ilun caiUiinKtiiHL jpriKTjcca in Eduupla and ebeuhere. Accordingly, i:t
estimated ihi! lL is p3iiible 1Q p|j£C MMiw 11,000 m‘ uj CCFTTpOCIed CtiralXUGlIQfl iMlcriah in siiu per day, provided ilir writ day  coosjisls  o! ihftt tlnfiji of S hours each. Bared oo this JaU. Uv wtimjfrd cwjItugiim period for the tydeeicd she 11/ nxkfiJl diuti will Lan mote ihan eight jean for an KD m h Ja Jam. and mure than
(£
12 years for it QS m high dam lw also Section 2.12 below, Table c.140 i
Table c.2-18 Blwillie preliminary quimlifoa of the ,helhrock fill diun alternative fcSrthwojki nflJyJ
TaWt C.2-16- EitiruM                   ol SMH-R«J,fj|| Dam - Efli1Uwtwk» Only
Oiscnpticn
SbriUnKiim dam
U-
1
1 IQIjm ,.
L&wrilCJm’i
L^S iter | lip mh
---------- —
|
r'arfiT-j cjfifi <to- Iff tnV
; Cwcl'Dilifi
fartttat roitan IrtfepMri
■ 'pr‘1? ’>
h m J0.CS2
! iS
-
[Iff fflj
LkwnLTOniATM-
__«I»1
fi.io?
Wft2
891
115|
Z5I7
_ 330Q
kn
14 KJd
jLio*
is n
1—-2
?o n -- _.l
ivi7 <»
5   ow
-
.. ii»
-J?S --La
C.2.JtApyer Qjm Irrigation jod  P/ain ago Pfojtct
1
Anger Ojrrr Fallibility Study Report
Pirm ZtwiuE
Tltc shell-rock111 I clam it n y.wd <Lutl w-uh in imjwrvio'us crur clnjc^cliwy-siltj- material frnrn neaihy  a/tu (m< Figure C.2-1S C.i-9)
A -.rider central c«* h*vihc aJiantnie cd prtivi'hnj; higher pressure
compo«*l of
jnJ Draw mg
jllLI T       ". M- . -gj---* b----I-f------—- —» r-jl-r-|-|L-f-c -CC--ff-k-E-j-C-l---
bcCWttoi the care nnd the foundacmn. iIlui redwi’n■"&g the pJTo-"ssi  ----------b----i--l--i-tmy piping. 1 lie c«-ip Jcicl of lhe core is diiigncJ i« |
—               -a, l
_■
.1 I - ji L. — -— — 
■ l-fc- J i
pipUlg. 1 LIE bMt' 
iw -- ——-tf.—. — provide protection against MWI
J
nnd 2-  -d=ay  .    hMF. depending on the dam height freeboard, spillway length and
— -u w i
I - _ _         _._ jJL_ J.____________ _.Ul
SWL - ice Tiblc C 2.19 and Annex T-Z,?.
Table CJ49: Dam. Sp-’lhray and Crest Data [^Day PHF}
Pvn
HaigM Cml
L.n^v
spaMiy
IWL ■
■IfrrWtlBfi
L*n|i
M                          (JTlIrUI
WL
{mjfll]
N                          1-4160
«
1.471-tl
3100 1C1&C 1 eiJ t
MD 1 415 P 1 Jlflfi
»                         UMO
253 6 _               1 i?Q<?
142J 5
_L«*0 _
1
11. -!- _
]jl keeping with cotmen ptaeuce, the core width u-1 the kiw=fc «r culoft". i'll' be al kosC 25 1c? MB4 of the dilkrcncc  between the moximurn water Level in ihe reacfVoiE usdi the toinihuan uilwjirr elei .itiui-i.
Bused on Lhc gculechmcAl invesliigaliorts. cuiULniciinn nmiciul suitable for rhe impervious-emc h availnWc m Mifficicnl nmounts. Ihe test pit re^uh^ iklsn suggcrM that the quantity of ituleriil in ihe I.Hinu» sism for .in impervious core (Mime 2.6
M("M and 4 4 MCM for the 80 m md ^8 in high <lam. respectively) i% sufficient
f'cirr.equemih, it was decided Lo design □ wider eon; wiUi stupes «i| O.25FMV
■upstream and 0,1511 IV downstream
Trc ewe top width of 3 5 m •> provided os Lhe minimum far construction
purpose. The width of the tu,c have, xi river buUom level [1,336 mail), will be appraxunnlely S6 nr for the 80 m high <L.m, and 101 m few lhc 9« m high Jum
n«i permeability of Lh= compared core maicri*l should no I exceed |(P entfs According Lev Lhe lexsilnlily-lcvel gcutevhru-cat study tire coinjMcied core rruteriol his b lower permeability, namdj , 1 S to 5 5 - ID em/s.
Filters, tmnsitroiu anil drainage lay m of auiUble gntdaiions will border the cure oti the downaljejun ride for Ihe selected core and r<xlhll maicnxk
During  the  design  'Ufie.  ssinh  Lhc  uddiuorul  gcytcchnieaJ  d*in  available Consullrcn! will check the need for lilicrftramittun layers helwecn the core
C.2-47— - " — 
—  -------. ■ - . .
— r ... < ,,_ 
urDj/n frTfoatign afid
Angtr Dant FewrbKtfy Study Report
,
iiuicnal and the dciiMiihcam face of the ihcll material (which 15 upwtreatn of the
cure)
a little variance-ricil justifying owed tor tiller lajera in between
The shd! upHicn face and core dawmOcun fare need lt> be protected veparately 
against
mnvcmccil. rk
The design sLigc  Umly  will include addiiirmat getrtcduukJiJ  inv^hga-tiftiu to provide details a is different materials uni fa>WKhmonsh and llwir ckiraeicrisiies in ifc  event oS uhnjiR.es * ii-a-vis  Okw fonriulnied in (be feisibiliiy  stage study «c ribo tbe Tecoffimendsiiiofti of ih* gwlogbcfll and gwfrehrtiail invceii gallons (Annex C .2*5).
B^iud  file inarnicrmiKc roads will be plnecJ on the dcmniriieoin skipe at 12.5 in vrtiical intervals (see below)
For ihc  shell-rockfill itliernmive, it u proposed ihni ilhr irnrpcrvwus  core be rlnnlcd by  a 0,251 ( IV slope shell, io be obtained from borrow artis The shell will iikiuni he fluked By a 1.5H IV upstream dope of free-draining rock li IL For Lbc dr-'AThUcjjn slope (with the nbuvc«nrentioned berms) ibe rucLlill will have a dope nf ? 011:1.0V Rpckfill will be attained Brom, qu*ny  Mies  n_nd spillway CKCivnbms.
One at the b-jmc requirements fw design of ihcll-ruck till darrn it co ensure ufriy njuinst UHcnud eraamn. piping mJ devdupir.cnt ul cxccsuve pifC pre-iswres in
(carpel) dram c^jwil of two bjrra of line and kwk lilttr> b provided
■jp*F-Wr if. Miq
C,2^hAngy Dm iniaWM     0**^*^*
------------ ------------------------------------------ **P°rt
equipped with fata** to *i* *■**“ of
P®4**’"*’*1
jtnKtures
Tp design lb nlimhnK ^hcj fiber,
flte lhn-?h *c
«qvi«d Ihwcvet for de^pi <4 ite honwnid filler t-l«nkri. *h,U' ’*
urfjjii for removal of dwuldfe wler from the dam. seepaft raEe* Lhr _
tfw diun fmindaiiM are rwpiirtd
I he results of Lbe ^bovr-nbcniioned proprnm are ^h*iVtati in 1 ijfure < 2- W Tht compiled   Jt^hjjge   ii   med   m   eikubte   the   filler   Lhscknei^   In   addition.   «* ctHiipuced rltRfllLG 5.yrfa«s  as showt b* ihc blue liiK irn Figure C 3d1*, n u™ *u vci up the pfirc wider pressureline m ihc sUHTIty analysts of lh* dam I for detail* of stability mut>yc^ m Amcx CJ-4 jJ
Agert  C  2  S3  F'iAJ'jSo^'/ku  wa  jqfmpfltfv  ItaWgA  ri*  dbm
0h* VNTWirttd frd»p.                  Cd/pcrt^j-.i w
p ; irt 4J ipt1(Wif m cf
1l
Ata&iin ,i/ jBi'THi.ii
1 W reotatfjcn of An [let dnm Jtyirul xloj.-c- tFMkdh, ihc CtcvixMn
nrtM.-iarj taeaiLW! both UpMKAJri and iHVMnpirti 91OH- UH 11 l_ tKfTni 11 ncn
locliilU H«in r, Angef dun lias a ctrisidcnhJc hcuihi s-j ■ -. ?
t
<li ”Uuc,*'l Of
hcigjrt ,n tftfkciuefU leitli fist Atacqucnt -uperaEinn ,i-j m.’\^
fl  o ,
’h-c
J 1041 Of five berms al |2.5 i:i
stupe All berms ^ill be 5 in wide and indinrii 7
Uit ractfiti (see DfaUB&Et            and f 2-[CIJ
on ihe
1 J «ope r?f 2%
C.2-49Anger Dim Irrigation Orajnfrfl* ffrojegf
Dam FaM/WW? SW«V
The provision of a bait c^wx raid on each berm will cnsurt construe
nwinlcrwnce. As lhe road cm each berm will cover only Mme 2 5% of the WK i
(see nJpjfc: and as Ll io slielVcort "outer* slopes xrc coveted by coarse (on the tfulcr ridr) rmd fine filler layers at protect wn. there il no economic jmtiflcJiliwi lor
drainage pipes collcding rwd runoil tuidl collettidfi sewers with drops al ircL|uent ioicrwih Lo dissipate water energy.
fbm fiwrnftiri’P*r
lhe tell and light iburtmcnls aboic the valley bottom will be stripped down to the design level and jtqss  iocorponiled iltahutd lhe lungirodinal slope be 1« MCCp. Basc-J  on Lhc  borehole logs  and the ctMTCSpondlng SLmiiard Penetration lot (SPTfr results, the loose. eoimprcMibte soil covering the valley  botiorn and ibuLmeiats will he gripped down lo ibe M-fedcd dam's [bunditk’fl- Aildiraotial test* rehuing 1o SPT  djhI slope jsabihly in the vicinity of and above lhe dam will be accorduig 10 dcaipn Btugc [ecumrf.cridjri^ns
The voil gsctlying lhc  reck  will be excavated 1o live bedrock  in cider lo arCELimiru-xSUe Lhe cutnff trench md enable contact of a >y flic lent width of coir wills  die bedrock  The aica h lo minimize euxMive irfepayc  through the wtl at well m core settJcnwni. thus reducing lHc danger ol ictllctncni mucks and seepage in the core
/-rinntfaricin 6 FDhfjflf /FftfHlrr/rjfHJi
:
I he packer tests conducted cm the boreholes drilled ah mg ihe dam axil slmw that the pCTmeiLbillh values obtained ore generally tew m fitosi parts ol the dam axis 1 tehee exiemhe (pouting may not be i^uiirEd for the An^cr dank foundation- The need fui additional geotechnical work will be determined al the design slate
AddihuMl diua will he pllwscd during iht dcijgji imee jn L
h  Eramewtirk of
c
cnniplcniehtfljy gco)iagiCflJ/(«rt«hHieal nnJ geoph^ical field invcsii£Miorta arid latwcuhin, tnu. !»ipplemeiiliiL|} Lhe CJcl^twr 2'Ji(Hts jtrs
The .herve wm help finalize rhe dengn ila^c aclivlfics, such is design o| the eioui ^ruin. Howcvrr. gmulifqj requlremmlt can erdy tie finally decided upon during
■mpleinemiiKn Qf ihc ppuj curtain itself, wiih totrhak and j-ruuimr ri,.. scrutinized and analyzed by the Supervisor
As bnrthxdei 111 H-3. 6 and ID. ^ch re rcwnl the d.im Uu. and |i}| 7 x u ,
fcr
r
20. which tcpresent rhe dam periftictrr. show lew penoubiUhe. [I u<| / . ‘
“
"ill  lake  Lulu   cansidmfion  the  existing  tail  coiuIukmh   sa   wSh   »  ’  *^DdJ,nK
Fttmabiliij ora* rock 
injuring will be carried out in rock mass cf rclqlivpk |1IW
klw
According to ICCH.D (MQ5. Bulletin 129) a t
>r CJ
il
tqnwi
^ruo.li ■ II LnO75 - H
. where II Lithe height ofLhe
‘ k^‘
top of lhe KrDiH eun
ai 11 al ■ speei Re lot jilbh
' abu' c the
-''■■■ 11
it
IT. Kl|.
Ca-50------- ’
___________________A/igtf Dim frrigrtlai Qrtinatf* Project Angff Dim Fmj*W Rtpc^
yjjp ftinbihij Uagc gcatwhnitil Jftrfy of the dam Mii* ind pcfimdrf
l ^Li'
Lhe  Lnfieon  ^luc  «  S«»enUj  *•■  ind^in;  Aai  Lhc  nujrr  pan  of  the  mik  nus* ftHinJjutin u essentiilly wilcrtighi
1is view of the |nw pcmeJ-bi-lziQ * due* obLiipedi. a                degree Of rcittfadatl^n OTuiinii  appear  Lu  be  luHkicnl  for  the  *halc  wexion.  rtirtmg  from  BH6  on  the left tbutmnii. ihrtnqrh BHb3. BH7-1 md Hill K 2 Ma BH10 on the nghr bxnk
To allow foe ptrtiiblc urrtrrtiuntie^ ai the pmCENl fefcSlbdlls lUgC. It it proposed la provide a grouting cwtun wiiJt i maximum depth of 41.75 ■ It for the cnlirc wCM-ti of ih= Angtr dam foundation Isee Dimftg CJI-Sj Jhis  proposal is wbject 1<» chwge bawd on ihe rrvaki ol the design irnesugaiion* and dun ng the eemlnieiicn tiigt. Thr closure retirement it proposed tn he < 3 l.ugcon
[n order to provide inretuivc grouting of the upper 1-ijcv ol mote fractured rnck in die ■’liciruTs  ol dir dxn core, denuf aiul corasobdatioii grovung Co a maximum dcpih ol'ihc  tipper lOmu propowd The bolci for conMtlidaiinn grout vmII be spaced fi m apart.
To  Einure  a  high!?  dTlcicnl  cuioff,  a  thr«-rov.  grouting  poium  »  prnposeJ.  in fewOTdance with the plait ifown rn Figure C 5-jn
Jl Tetmjj W>j (fl JL3 *      “4)ri O CWaUi*|+B F-'ILl# to
Fv^rv C J 20              -jj/ckjj.mj p^ ^cuTjing io the aWc plnn Lhe pnnun hok^ will be dr,n,.. * j
’ ll,m :U‘nni1™ 
□ «^1Cr pn^.jU[? kst wlM <iTrri<.j
st^ryj of J 
Rn1' lfi |ke primary
“"^POndilMfl-ujcan vaLtKi Jdennined. !f thtpertucawiiiv \
-             U, be ™   uhxr. 3 Lu r™ if
re
C
BWU,&1
” -“id ihc
uiinc ™,„
s          i<ult, .JS
kJ r/X'°7""" orm  „,
!
Fn friars
m
Jtwh rd.“d ,™*J “ ’ 51’1'1‘'r,ll'J t““ion brmtCT the on^t"’ Wl"
^Hh of the Mzeondjn grout wll he fixed m onc-tuir „f .k ,Fn,nqr> holt-. 1 ]ie
«.be
X J '£
»r«u
"™tel mu H
hd    Imari
„.
'" K
AnjM-r 4 >WClb^C3 Ax
Ci-SiProject
An
g®f Dam H
uf
blfity
Study
Rtf
»rt
tocsmdiry  ar*J  primary  holes  with  depth
eqiuJ  hi
one-iLxlf
ul
the
depth
ol
die
stfCLjfwJiiry <ra«l
FirM Et ecuf ran wdFCrpvfwie Conard
lilted on intentsttDHflli practice. iJw: grout bolts  will he 50 mm tn diarrtelct in<l can be drilled by  wet pmuuJan drilling since Hut u the cheapest and quickest drilling meLhnd. In order id allow prDgicssnv  asveiuncni of ll*e grouting. tfcmn- ilagt grtiutiflg will i< used- A water-cone-Rt raha of not more ifwi 3: J  will be used io rniuic  Jong-Ccnri durability  of Lbe groin, Excessive inject ion pressure* will damage I he mcL and v-ilj Lheaefore be avoided.
JT»e maximuoj pressure al iLc hole of Lhe stage being grouted will he estimated by Lbc equation.
P’u
Where
P    ■    picmirc    al    bue    ot    die    Iwslr.    kPa
n - tac^ur depend Lug <ih reek COlIrlliniflns
>1 - depth oJ stufje bciii«™ fade* ground surface, in
For Anger JoiziMlntiun. a 50 is proposed. using n signing pmitffi «1 lOO kP-a (ur Irtt) for 5 JEiinnIfi. and then steadily  ineteasing lhe prcssuie over the next 25 minuets  until ihe miudiruink  pressure i> readied. This  will be subject Io site Conditions during rx elusion, aeiuEdillg Ed wliich change< wilt be inc&rporuled Hi necessary
Although I he giw! curtain for the ‘>K m high dam w deeper nnd larger iJiAn the one for Lhe hV m dam, live 80 m dam UKtudes n much wider spillway, due to its lower ability  to route luigc  riwds, compared In the routing possible by  ibc reservoir fumed by  tix  93 m high dim Rin mum lhetefo-re, that the lower dim has  in transfer rn^rh larger uulgaing ll-sodv  The amount of consolidation .lolI contact Rm-.ning needed for ihc spillway and die pout curtain of the go m
■Urpiuei the incrente m drp’h and rhe area ef spillway grinning rd the 9K m dun ani spillway.
Sfopc IWeertan
Adequate  protection  of  ifopw  fitful  wind  And  wave  emSlUH   niusi  he  nmUH-  .  ■
*11 shell and roeklill dAms 
Pm-nded m
flis proposed lype of upstream stope protection for Anger cLum is dumped riprap Stories  [n upstream dope prolcdiuti will ecn^isi of sound rocks  with 5u flic  Lem wcighi in wiihslaad die netbm oF  fo cnilculaLijig stone weighu. wave height
Jfj will be iRktfi fate accciiml. required riprap Sterne iito, gTadaiilon ^kd_.
_
Arycr Pirn Irrigation and Drainage Pro/egJ
An^ir Dam Ffisibttty
Study Report
Ihiekncu
will
be  complied  aecordinr
Io  US  DR  Design  Ntuulaid
I  k  Chjprer  7
(1 9S7) we computation detail* itt Annex C.2-1 h
fllfflfflf TWjflWf^r fr/FbairtiAjflnn
rhe rock  surface of the cutoll trench bottom vid the contact planes  between bedruck  and core '  maletixJ  with high percents^ of lints  will tic  cleaned of all louse material, and nil cracks will he treated and sealed. The treated bonum will also te protected by a ilioicrde layer
2,s S Seismic Design
] he dam is located in an area of relatively low mimic aclrvity. However. taking into account the expected long lifetime of the dam and the possibility of the dam site being struck by a damaging earthquake, possibly arigiruting in the Elhurpian Rift Valley, adequate scLintie dcsips coacidctaiinmi are applied
fined on the sciniuc hazard map of Eiloupia [Figure C 2-21) prepared by the
Institute of Geophysical Observatory al Addis Ababa University, with a return period of StJO years (the reiurn perioJ for lite Design Hase Earthquake DBF. - of dams is generally IPO to 400 years). the nearest contour to the dam site lias a iHMunum peak ground acceleration of 0 05 g. According to a study by Gomn
(1976), the t'GA fnr u cycle of 300 scars is 0 58H6 nV s' or 0 06 g
The ground acceleration contours were however produced hxsed an 33-yeaj data only {l*>fcO to 199)). However, as. indicated by Gouiti m his bcMik Earthquake Hutoty  of EiJutipui and the Hom of Africa (1997). significantly  larger earthquakes had occurred tn the cnimiry earlier, iL a umt when well-cslabltUied recording equipment was not available.
The earthquake that oCTunrd on 12 February IMS. dcschkied in Figure C.2-22, is of especial interest to the dam site and waa considered in the seismic design of tire dam. Aceordinp to Gouiit (1997), the epicentre of this earthquake was estimated to be within n. distance of 370 km fmm the Anger darn site lined on tremors reported tn different parts  of the country, including, Gondor, Wollo, parts  of Gojarn and parte of Shoa. this earthquake was cvtimateJ to be of magnitude 6.U to 6 5 and its epicentre io be located al 12 20 N ard 19.60 E
Another epicentre, wuthuect n| the dun arj al a distance of some 720 km fr it represents a 7-E magnitude earthquake (sec Figure C.2-2J)
C.2-SJAngtr Durr imgition and
An90f Dtm Fusibility Study Report
FflUrr G. ?J I. SBiifte h„irt m? of Eltrtpit
ccundri, j l£l (PwjW’ -i
OI
i
fl
rs
#
gj. fc/jje drw ucmjpw? 5 o/n&jTn OFtlnute the pc  A ground «Xekmt»on efut would he expeued at Ih* Anger Jjm mIg due la an carthqmJta iiimlar Io lhe afnrcmenbarwd <JM of 12 February 
IK45r   the  following  widely  uwd  ulCcnuticw  cqiLUj-on  det  doped  hy  Esleva  iinJ Rawibluah (Fell* ct oJ-. 20M) uai applied-
r'
Where £
A ■ cxpeeled peal ground aceeleraii ?ft, in *i cf g
M - cnrili<jujil.e magnitude
R - food distance
For a given a de totaled M -in cpiCCntnJ distance of X km irum an dirthc|u>ike source ji a focal depth cfZ Lm, die focal distance R is ghen b)
K-ZtJ +ZJ
Based on the nbovc  equation, Ihe calculated expected peak  gromid sceekrulion few Anger Jam due to aa dnhqupjic titular io the erne no 12 February 1 MJS- ii in the rnnge nF O.CM g io 0,06 g_ Anger dam ii Lbettfmc' designed to salufy the minimum required factor of safety for n 0.06 g peak ground acceleration.
Followthg   infem.itiaiLnl   practice.   Jw   vertical   peal   acceleration   coefficient   is assumed in be half the berirontnl pe.Lk acceleration [ji 06     - O.GJ g).
Cofferdams and De wattring
Cnniiruclion of Anger dam will lust for 7 Io S stars  lor lite K0 m high dain ) ">o U yews for the 9! m high dam., nd will trike place in lhe dry and wet seasons (see Section 2.12 below) In order tn divert dry  srason f)t>wi nt well qs givtind wniet flowi Teaching the tonitnKtian rile. the following arc proposed -
•  CpiiMruetion  of  an  upitrcam  cafTerdum  with  a  crest  at  an  elevation  ftl- I.JS4.2Q   mul,   which   will   mtaequenlly   be   part   of   the   mum   dm   rve'e Drawing C 2-11) TN* colferdam will be conctruclcd of the Mire rnrneriuXs as lite main dam. and will have a clay cere. Its zones will be designed such that v*hen   ihe   main   dam   ia   built   they   will   be   merged   mio  it  The  sun   m uprtjeam   cnlfcrdam   will   lx   18.2   m   high,   allowing   itupuundmcnl   .f"* some  19  MCM  when  fall  (1,352  7   maal)  in  order  to  prevent  flooding  d*P   *°
the rainy season.1
s unrigAnger Dam FeevbiMy Study Report
* Adoption nf n 1 100 year design fl oxi for Ji version during cuns-trm-iiori.. aflwunlijig tu some 500 in’/s  entering flre rescrrair Al 1,352. ? nml. die volume and w-sin aurface area will route the ni*ximt“n outflow lp ,i diKhnrBF  of wine 17S mV* This  lleod was  taken *i <he diversion devign flood betause ef tlic  iuti iLec  and the lengih uf time needed for tLim ccmiEtuciion. Il will also lessen (he probability  of uverl upping the itpyfrcani cofTenfrun ami mvocuicd severe ilim.ige
* Diversion of Hood waler by  live upatream epfTchiaiti to a cut and cover di version conduit (C^C’C) tntcl upstream o-f lhe num Join The t At t will lx- constructed up 1o half its bright in mci. (see Drawings C,213 10 C.2-15)
+ Ccmtmuattwi ul some of the earthworks  (ruckfilt, drainable mnlrnali. where found) during (Ik wcl season, depending on the weather. ns there will I’c do overlapping of Ilw dam
■  Incorporal  foil  of  il   groui  ciulam  or  ytuny  diiaphragmteufofT.  4-i-l  m  deep, depending on ibe rock. Io prevent seepage during consirucimn of the ilain atird stop   or   reduce   groundwater   flow   to   manageable   proportions,.   leswning dew  arcring,  problems  ;U  ibe  dun  lite  tvcaViU-ion  before  ainl  IhfMifhau! constnirlion  Tlx  upitreum  stope  oI'  the  ccfierdnni  trill  he  protected  by  riprap cover.  The  gmirndwarn  level  will  dictate  use  of  pumps/svclk  to  eliminate surplus     water     during     excavation     for     tlx     dam,     implenicnutioji     of "underground’     galichcs,     grouting     euitaln     and     tap.     Mid     backfilling construciioa of the eaeavuLmn, i c Aw basis of the dam.
*      CunMiwIian   of   u   downrtrmni   culfotdam   (are   Drawing   C.?*l   1   j   TTir^ CLifTerd.nn, about 7 m ItiglL, will prevent backlfow a: tin- diversion discharge
1 he cofferdam Wall be buill of impermeable mnteriul protected by riprap and will include a 3D cm 1 2 bate course
* Drainage of the work  six  by  rhe Conciactur during conslnaction such ifon it will niiiinLain Lhe MIC free of cxccuflugh water, ihm cmuruig ihat lite best results will be ncluevciJ for all kinds of works
Pic duwusiieam cufTmlazn crest will subsequently be converted into miiifticnupcc road 11k upstream cu/TenUm wiLI eunslllute a river erassiiw w ih
L
2 4.?
U< crest serving as n. work rorwl,
f/rtr Impounding Reservoir
Die AngeT rwmlr flooded urea can be chanctenFed as a valley hot j-, , . mouaULiious waietslicd. highly vulnerable to dicer, rill Anj gu||y q[^ ■*_
Alley contains tuliimlcd plots locked in places where the topoET
™h  ' .
v
Mccp or rocky. The Tert of the walettlitfl appears 1u Gamut al m- ' ^ky shrubs and dcju? thfckeU
■‘‘n; this njcj is jjcurig fo toe flooded, il< available cuustn^tinn
,O ° arc ^
.r
t^Khll.    shell,    core    nwcrial    tuii    filter    nmerinl,    should    exploited1
dir,citn1 iruletol cover to prtieni tm-Jeased kwset'vcepage. "
1                 r-| aJi-tm-c a<
Wjdmiici 13 lL>j|
’ eavttl®
C.2-S?frrigjEiOin and Drainage Project Angtr Dam FatilMify Study Report
The Hooded m devatiooi of I .410 mas) wul 1 ,427.7 mail (NWL) for the *□ m and 9S m high dnm, respectively. i* about 49 km3 arid 72 kin7 (jwc Drawing C.2-2). With nn M1VL of 1.413.7 nrasl and 1,4312 mail, die IIimkJcJ  area increxics  tu about $4 km mJ  Hl km3, respectively  (see figure C.2-12) This  area could expxru! doc to the C fleet of waves
PMf volume* art reported in various  table* in the report. As, staled elsewhere nbo*e, lhe fl«J  routing of Lhe reservoir will decieisc  any  outflow discharges  Co he considerably lower than during ‘■pre reserv oir 1 Lines”
Grttnl»usc* structure*. tuckuls, etc . me sihtaicd w itliin lhe affected area.
(
Appjrfeflflrtf Sfrwetyres
Gcnfrui
lhe appurtenant slruchues ol the Anger iliun and rescrvon and their functions are ai follows ffor iunher JtLuh see Stttions 2,7 and 3.If below).
■   Bridgtsr
-      Tnnl  brjafcr  -  fc*  use  by  vehicular  traflic  for  the  purposes  of  reservoir opcrmicri     and     nu.nlemuiec,     and     by     pedestrian*     crossing     the spltlwuy/chiUe  complex  S«  Drawing*  C.2-25(1)  to  C  2-28(1)  and  C  2- 24(2) lo C 2-2 7(2)
-       /’fttarriw  firufge  -  fot  .icceis  to  the  intake  1o*vcra,  used  mostly  tor pedestrian  traffic.  If  the  need  arises  1o  rcmiwe-'inaimuLn  parts  such  ns gjies,  etc.,  this  bridge  will  aliw  accommodate  the  occasional  haJT  track vchiclcrinqlcart  or  similar,  which exn serve lor  removal of gales, motors, pruts, etc . over ibe bndse Sec Drawings C 2-32(1) to C.2-39( I) .u>d C
31 (2) io C.2-38[2),
Intake lowen - ihe intake lower* will be used for release* for irrigatiun needs  (IWS) There will be iwn [WS to were, supplying water for the rwinb Jud south irrigation cruiris separately, See Drawing* C 2-29(1) io (_' 2-3 11 ] i
□nJ C 2-28 (2) to C 2-30(2).
k1
■»
Two IWS conduit* will convey  the IWS 1o external outlets  from the intake lower* io lhe head of buth the nurt.li (N1S) and wuLh (SIS) canals, convey ino a maximum of 12 5 m’/s Io the head of the north canal and 6 (ZtnYi tu the l*ad nfibq south canal, diflinciera 2 4 m and 1.8 in, tcxpeciively Energy u'H be dissipated by means of suitable v rives (see also Section “* 7 a* well *
brewings C.2-40(|)loC 2-46(1) and C 2-39(2C 2-44(2))
’s SMc cbunel spllhray. chute and stilling basin - when the reservoir it
t^WL), tins concrete structure will serve ro convey surplus water inflo Lhe Anger River downstream tieemisc of its. nature, the entire side Lj UJA/igitr Dam                          Study Report
spilhvay    be    based    «    i±d    a^cbmd    to    reek    S«    Drawings    C2-1**    I)    I* C--Z4{ [I aad CJ-16t.2i to C2-23<2)
■   In   £3^   need   fiw   RDl>.   the   XIS   will   t^ulI  a  relate  of  mtoc   25  S3  *  lo  the spills} dnee.
a     Dri’rnian    eeoduit    -    the    eu:    ±=J    cuter    Jiv«5:m     cooduil    (CACCI    pnopfied a    iixncd    xt    drvcTting    the    *Arrng    crwirur^n    IrtDO    deiign    flood".    anxKifiting
■p a r-Av-miiins discharge of 5W a s on rndting the rexneur
o(
rhj
Ceffrt-lu— i kse Dti'atdzs C_2*t ' U* C 2-1 5 8 F-ltcxI rra-flin^ Of the
mitzIzt Ph  i ILBTTU!Mfid t_p±Tftzi.T: wjU rrdutC the OUSflcu 1 tkru-i-th the div fflWD cnndim) to about 1 ”8 m * s. 11k Icn^S of the coELiiii is afeoui 4-00 m ter an SO a high dazn and 500 m fw a 9S m hijh dan. Its  facrsesboe-shiptii dissensions are 6.0 nt high ■ 6.0 m wide (totenub Thcw dimcrtricns  ^err designed to ireernenodaie ibe UPS penstorks  after compIctjoEi of dam ccnszuction (see below): for the purpose cfdri mnon only. j =~_JJcr emduft weald suffice
The GccdLui win drven ®ner w’ath a kanimsD bead of IS m at ibe uHcL which mans  5>j! ii is  not fret flow. This  is  the anutiors  dunng the Gorurancdm pcikid Being a "semPbeonm" ckjiIcl." if the need arises  the ^peeled bead mijJiE rcizh mpudJ  H>J  a The HPS penstocks  (2 - 02 J  m diiKKrErj, srning also as  cfficrgraci. outlets  for a discharge of aExxi: 20 m3-r* ra;iL will be coniSruded in the CA.CC P<™btc  dmwfowB discharge will be ibj ji 443 eq' i. Tn-j^xber with the IWS cuduitK xbe touJ  oudci discharge will be about 65 ml,£, which will be effective only during ihc dry sawn
•  HPS  -  the  IPS  (see  Drawinss  C2-52/I  >  to  C-2  GOT  I)  jlqJ  C_2-S0f2)  lo  C2- 5FEr?jj   ■*!]]   be   constructed   downstream   &f   Lhe   dam   to   uw   the   CACC   for hydropower  genemion  aad  RCR.  f  for  a  detailed  dE^ripoon  of  the  HPS  and  its Various     eompoaefiLi     muI     KttMurica,     as     wd]     ai     raiiwjunjcn     siigcs.     xrc Section 2.8 below}. Features include:
Lpifrrum vp/ie rA<wi6c*r -that will be built during erection of ihe CACC together with the hulkhead gate (also uprflramji and before diversion cd Anffcr River water via tbc CACC.
//iratfrvacr cohJurii /pr/urpctiy  f ’ * fjj 2 mJ  urtd1 acrejjo-rifj - these oa be uuLilled ooh when the bullhraJ  gate can be dosed down on Gotnplctioq? of consirueLion of the dam smd ippwtciiun WucruiT$ md before cornmencemcni of re-ven air filting. Hie tune bold* for cxleruion <jf the CJfcCC. Meanwhile the HPS jUelf can be coaslrucieda jj |fiST partly, and ttffipIcEcd following Die sun reservoir
Ah-rrproJucJmn   -   Oils    will   he   about   IS   io   20   MWS     depending   On     the
■clcclcd dm Jacigbi. using !h*o Francis type tiajhinea ^be project witt include bridges, as fnllnwy-
" U| l**llde lf* fU>S **i*E <bi
ni btr ioJ -Such,
rhued upurct-^ « ||
h    aJw
1*.^’ **cr
MJ iunnuwdUc flw l*o headrace pi|it4 for Uw fflps
*=j "P I U i ■H*aR iAnjw Damjm'yjtrco and Ora'fljgff Pro/»cr Anptr Dim FoairMrfy Study Report
. JVueA flr’jJjr*’ <h® hndfe will be located kba*e the wntrol section a4
the    conlrol    section    of    lhe    side    ckwincl    sptlluTft    this    vehicular    concrete bn  Lice  will  cross  the  mnskUnn  xvlion.  with  >  ion]  span  of  44  25  tn  for  an SO   m   high   dam)   arid   34.05   n   for   i   9!   m   luph   cbm.   The   bridge   wilt   be connected   lo   the   TDJii'Jjun   cresi   by   means   of   a   reinforced   concrete   acec*-* apron.  5.0  m  lone?-  al  each  ctki  The  width  of  the  bn  dee  will  he  abiut  “>  $  m_ with   a   13   m   wide   pavcmcnl   for   use   bi   pedestrians   lhe   regional   necessity   of ihh   bridjc   is   in   doubt.   although   h    is   impcroihc   for   maiftlcrLtoCc   purposes With   development   the   bridge   will   hecutnc   necetwtf>b    although   at   pee   seel   die iitrrounding iura dkM« not c*en bine detent reads
•    FrdrUrran    iridjfcs    two    pcdeitrbfi    bridges    will    serve    separately    the    north and    smith    inulc    lowers    (|WS)    The    apprut.itnaic    kncihs    of    the    pedc%inan bridges.  are  as  folio  ws:  to  the  KO  tn  hip.h  dam  lower  72-5  m.  io  the  98  m  high dam  tower  -  li  17  90  m  Aeceu  Is  provided  Jot   reservoir  operation*  personnel lo    enter    the    intake    lowers    frem    the    dam    cren    far    Kti*nics    relaiing    to reservoir       gperalinn       and       water       supply,       iacluditlg       miimlcnawec       and tmergenLtes,     rhe     bridges,     ±ouph     inttndcd     for     pcdeitnin     iraftic.     wilt     be designed  to  allow  the  Lnni  etwee  of  heavy  items,  such  a*  the  huLkhead  gale jnd  parts.  The  net  width  of  each  bridge  will  be  about  >1  50  tn.  tn  case  of
cmcrptnLics JnuLnCcnnj-ec
r
t     ike   bridge   width   is   devicned   lu   allow   caty   access 
for a light vchide. rnilcair, cic„ should the need arise. Galvan^cd Meet panpeta will be provided to etw.ixc  safely  I lie bridge* svikli ha*e ipans  of 2? m and 27.5 m far the m -mJ  9(4 m high drums, respectively. The piers will be founded on bedrock  or on pile*. casl in boreholes  in lhe bedrock  The piers  will be spanned by  the bridge's  precast beam* and precasl slab* in J topping I jmppd-*i* will be iiwLnJjed on buth bridges.
flf-V frifaAr TrJiiVrr
FEic intake towers aic situated oral ihc inner Loe of the main dura, snffic i trill *
h *Eh topographically nor n  be affected during Lhe consinKtion period by ilie
?
inundated aica caused by lhe I rlf»O year flood.
^Tailc   one-iohvci   eocdlguriwon   ha.*   benefits   as   described   below,   the   twu.-b)wr.r ‘■'■^SuJaliun wtw found economically preferable.
Mulhern lower
diun, cressing by souiheniwoduilAnger Pajn frrigjfron jnd Oratoage Rrqjycf
Anger Dam FcasrfiWrfy Sfudy Report
t Na Miulhcm pedestrian bradite
1
In one lower contiguraiion. aswururig lhai ibe north comhllt ami intake lower supply  **aier for both irrigation cmb> lhe FWS llow> through 4 common o2^00 mm cfprtd'jjl (under the dam5 in a reinforced eancrclr ^!cctc. then it splits  using a souibc-m conduit (SC) on I 4 km length dam berm (1.378 5 mail).
,4dMiflrW jfajf OffT-fr/w-rr ron/jguru^nff mirtfivj
•     Addition of 1.2 kilorncUc Io Hie SC length
•     Addition of 5 m width to the bernt (wmc 110.000 m  of roekfill)
•       Due   to   addataCHukl   length   SC   diameter   ifcdld  be  at  feast  **2  JOO  mm  to iumpenwte for hydraulic lotted
•     Addiliotwl drainage outlet to the river for SC air vests de.
•       Ehkugcmenl   of   the   northern   intale   rower   for   common   two   separate   tenieaj cells aecanimodartrig. ihe two separate intakes
•        Addition   w   the   northern   intake   ipurr   of   all   SC   hydra   clectra   mcchantcaj equipment, pressure control and suitable nperaiina linictiizc
Tlie sinxlifrcy chui|ges require over nddihonad 4.3-00 n/ nl concrete In addition, remfoccement and earthworks, MOCttones. HPS eh I Im crossing. additional
1
I RD.OOO m  rockfjll ere tcqisircd for the m>c-liiwer nJicnuthc increase its eosl lo
an imecnnurmcil lerhd.
rhe mWL for full supply  tn the teicn ait is  dictated by  the demand of viafticicru head lor irrigaLion aceurding 1u ihc  a^ncultural plm ie k39J  Rost, for hydropower produciscMi the niWL is  between 1,38 5,0 niavl and L3W.lt mask depending on Ihc  dim ahetmin er and could be be lots  the txatorn loci of lhe
•rtigrturi   uimlcs   dumng   a   season   when   irrigation   water   it   no   longer   needed   and he tore the wtt sciion
Tl"iu leaiti the reservoir with 3 dead storage solume of about 420 MCM, which *iU rcanjin aftet the first filling ot Lbc resmrou (assuming repfenishment ml
'****«. which will prababh be cdtnpftisJiLed in any even! by the btLK flow uf the rivtrj.
H'ic intake towers wfl) be founded on. bedrock or on piles caat in boreholes in the ‘-l-'xk. fht: floor will be about 1.5 m below the invert levels (IL) at ihe l\VS
^oiiduiu, noi including die Lower hisc itieir.
rhe lower croMrsection will be of rectangular shape
ConuvIW by oudci energy disaipaimg c^mrul sahei and supphed > tonduiLi uf ? 4 m and 1.8 nt dlamdcr-
-
Dim Arjpjfrori and Drairwgt Prtycf
Ar>W Dsn FwbUq Study Report
1x7
M3J -a mj the river, a required Only when
ibe   c-sfe*   rr-d   «   spill   ducisr^o   are   loner   th_-   chc   above.   mJ]   the   }|j*s   provide iac iid'rreace.
IK EKueum
ijUajfs=3
for tK delip, arr, u ictturd by
MDP. L 5 Cb * Ec*r the Dorm crigsrLin cx=v ±r*j 6.0 m s for the wulh i m ^srii.sft
5£d> CAilrtrtAI Spitf*®y. CAlrJx endJfiJZin; 04 tin
Lrrr.rj/ DfMF (,'nryiJfrgrronr
Tbc  proposed Anger dim ii id cmhinJancrn J-un with an impmiaui clay  core —  j ihell zone up-stream prusecled an bo-ih wdo by  rtxkfill zone* mJ  the recevtxry  liken ir.d traniiuon rones  The safety  ar the dam emnert. be ensured, caly  with Lhe pronsian of sufficient -spillway  discharge capacity  the hydraulic design o( the spillwav  tnuai also be adequate to convey  and diiiipalc  the energy uwciuied with water flowing froen Lhr resersotr 1o the Anger Ris  er Mi all parts df the spil I u ay
The MINT. n 1.411 7 mail and 1.431 2 mail, created by  the 2-das  PMI . for the Rri m and 9S m high dam. rcpccthely. plus  allowances  disc  to addiuctnil effects roc h as 5cnlerricn1. wind, etc , which are iak.cn into uount.
Thc   spillway   si   ill   be   detifticd   to   accommodate   the   design   floods   and   present water from overtopping the dam.
Homed   tluisds   ihroujih   the   rcscnoir   will   flow   freely   alter   the   tesen-oir   is   tull, through the "pate tree" side spillway without imcTscnnon
The reservoir Ims  a routing effect on RcjlhIa Wuh the reservoir having a large water surface. Lhc  natural llncds  will be reduced (routed), when overflowing (see *1»Tables CM2. 17* 20. and AnnexC 2-2
■^S>iJ>r i?//Je ire>T fwf?au JTop'i
Ehe United States  Army  Corps  nf hnpuxer* tUSACE) has  published guidelines fw selection of the jpdlway  design flood. which were adopted fur Lhc  darn design micna (scc Annex  C 2-1) rhe guidelines  arc  based on j cimification of Jams l'y  Kight umJ  iijipaumlcd storage, as  well as  by  hxraid puicntiak  in the
’wriMreani juem Lniftf. c«ni of dam ruluic
The dcsi^
design   floods   for   the   sptLlwavi   will   he   half   PNff   for   4   days,.   although   Ltsc oil   so   cnauic   ihji   the   2-day   PMF   «ill   nai   cause   Jimazc   u>   Lhe
H^yMnwtureonhcdam_____
_ Ariyf Dam frrijjftoflantf Drain Pino/«f
Angor Dam FfMibHrty Study Report
□mtd
on
the
hydro
logical
filudy,
dheh
irucs 
for   1,410   mwl   NW1   4-dny   hall   PMF
nnd
2-da>
f“ tl
PMb
inflow
llo<.vh
nrc 
4.890
N  and  6,705.5  m’/s.  respectively.  For
nri uncor-troLtcd (side channel i spillway  with a selected crest lerijtLh of 3141.0 m, Lbc  miiirrntnl Outflow diidmiue for a 4-do.y  haJT PMF, ivith a 3 lit Ireod over the spillway  crest, is  3.374 ,: ml/s, and for a 2-day  full PMF, 4,437.4 mVi. with a 3,6 m resulting head. This  corte-.pcriis  to maximum waler surface elevations  of L.413 I mail tuid 1,413 1 muj. respectively  (for other ilam allemalisev  sec  eresi n(spillway, Table 22, Amxs C 2-2 at
ftpa.Y JF/flU -(Arr A/i-i/Mrjj
flood routing studies  for estuniung the coined discharge over the spillway  took into account lhe fiui llml the objective of die study  is  io determine the spillway 
cits:   £comeLry   such   ilui   ihr   design   dischujes   will   nm   osertnp   ibe   dam   Table   22
of   Annex   f.7-2.1   gives   the   chamcteristtcs   oftlLe   muled   flow   vs,   incomibp   flow, as seen also in Table C.2-20
Flood Routing for Drflfrwi Floods, Crist Ltngths nod IWlS-flOin lodSBm High Dims
3»
‘Hfcfhi
■taifiun
*xl
WAV ■
FF4
Hii Hmm
«Tliow>
d-i-:hirg«
(a/Ytj
<«in
Inrtx
wJurri
(HC'U|
spa»*iT
--rts
W
TcUhw-
bcart1
pnj
35
CCi,'
l*Wj
4 •’■ r
’j"PVI
jk*u
WAI
■MllTj
10
IQ
15
10
1,103        J ID          JJT*3        1.4151
1.*MQ
li
i err?
1.W
tTOi
t IDS
3M3I
ms
J|t>
?uo
JMQ
1“—
■--
VI
—_
A
JV^_
tday
*W| Mr
_*W-
HJU        Mai
154F0
32710
r.4® J
1.<112
iii ~
mafTw
IMCMi
1JJ7J 1 UI15
;my Lett 3
&:         I *145 19        H1I4 Si
■Mtrj Vil. n NAt |Q^j d
Iff li’ftii lifatf
" l"*"lhi’' ** WAL ** *« 2 fi 5
■ l,4H r-U Jf-J i iZ' r tsm far ft) m aM fS m iw, rtnm u_
hr>- l4_ _^ *
r
0 1 1s 11> m, r-e dm Lrni frnrtvlci* Lnri |CCk I
1.41€ mJ I r\iiJ rtirr-cL.r4v
” otwji roofr jr-Js*G -iA~i
T
jC Uippcuiicla velocity and <res4 hcigbL inllixmc dsichflEEe over the ctcvl a EJcitw appro&ch depth with am *ecomjWLyinK rrduthon in approach velocity rc-sulu in. a iMj-cr dificlujge c«flki«vl The lpitkway emt l-sm^th vclcetcd
■J-'-cd on |<
CKJV(J r
j opcraLiijri Profram rufis. Acwrdjngh; the depth q| the
Waach channel Selected m .u 3.11 m
Lin^tcd spillway is (ctommrnded for reltming unplug Viacer. An og
j
w Sl p
*winel F,pj]|Wily !fl ^g^vty nwbwnum ouiflgiv dudiattyes uf 2,547.4]
r nMrOt^C2 ic
I? *■•
3.273 o
C.2-fi2_________________________ Oarn J/rig»B'an and Drain *9*
A/?g»r D<un FejSiDiJrry Sccx/k ^'P '
3 1'
a «   5   foe   half   F'^   HMF.   mpcctneEy,   laj   i   crcs:   Jcnifth   *f   2   ‘J     m   fora   Wm ijjh    J™    (otfflew    dbdatfet    of    33742    a=d    4,437.4    tn    *,    arj    crrn    length    of -jq m for art M tn high dsn) u assessed as fell di* >
Jirtct    ipdluay    to    convey    lhe    abost-maqtjnned    deign    enrillow    discharge*.    will require  a  j  10  m  long  bridge  for  the  SO  a.  bu  ph  dam  w  a  234  m  km  j  bodge  for  lhe 05   si   high   dsn   cneT   the   *ytihvjj   coniol   icctsora,   resulting   in   a   lopgcs   spillway oeji    —t2    higlxT    cost,    tAt^g    into    accouru    the    curnpcnwdinn    needed    for    the unavoidable    bridge    pier.    tn    addition   the   trarufopn   from   cresi   |o   chine   channel (icnc-n i* scr> toes xflJ c.kpcmiiie. Therefore, the rfirtei spillway *v rule J out.
Ibc  other type of unconuoLted lpillway  carmdered *» the suic-chaeptl sptU*ay. with crest length panllel to the How direction The wvdih ai the outlet trough is  Scaled by  the conLrol wtuon requirement <4423 m * 2 piers  in J  .54 05 m - tee pier for the Vj m and 93 m hi eIl dim, respectively  - set Drawings  C 2* 27(1 j and C 2-26*2), respeeu v  e I y). as  nd! as  the num her of bridge pert in lhe iiojurn: well oil In addninn, the trjniitupn section is  much ihnrtcr. Therefore. q iiJe-chiratcl spillway was sc Levied
Primarily. location of the spillway  is  dlctxLcd by  ctciftiinin; considerations  relating w ib; s’juctyre aikl possible inicrt'crence with the layout ol th; dam body  i> well ii ntfaez project structures
Hie  Lupojfrapbj.  geology  ±nd  layoui  of  olhci  ctruc  Lures  in  the  area  are  among  the ouin Ufnideratioru governing the choizc of focmion of ibe spillway
Cunsidrraijtm of topography  revealed that a direci (tow spillway  f3-lu m long. Perpendicular tn the ahuunent sLccp ilopci will increase th; quxntiti of cahIim Mitt considerably, not to mcitLion. ihc  expensive long, wide concrete irwiitiun from lhe Spillway m tlx chute.
The side channel spillway  wilt need u smaller amnuni of onh works  as  it -rppruximately  follows  lb; conlour Imm and will he more tonverucntlv  tonthreced
lu lh- fouiklatjun [OCk
Dtugn cnfuideraiioni taken uno uccount meludr
rhe right und left abotmaiLi have different topographic  dcvaiions  atonK lhe knjph of tlsr spillway  ±nd chute. Aa ibe side channel Spillway  nwisi hive u fund foundation disc to vibrations during opetaiion. il was decided to
hghl liqnd ubuimcnl. where Lhe spillway mul chute can be secured m die Aoiphiboliic For the purposes of comparison Lhe curve of ihc chute axis un 'be left abulrncn! is ideniieqJ tn ihai on lhe right «is (with cafC be(ne /l^.
not Ln adopt sharp curves).
Acimtduig to the mean elcvatinn diflcrences in kdreuical tatiions, of L Wcs. qjxiu1 1UU-thirds uf lhe length un ihY- left ahuunent hiu □ higher
>*■<
a
C.2-AJAnjarDjwi /mgjtAxi jntf Drl/flJgfl Project
Angjtr Dim FeasfoHrty Study Report
topography   between   10-15   m   io   50   nt   -   on   a   left   chute,   resLtltilt):   tn   more than 15-1-7 MCM flJdjlional earthworks
f      A   tliirtnel   spillway   on   the   lei   I   side   will   also   add   tome   100.000   tn'   more eanhwwks thui one on 1he tight side
■ According to the above-inenlitined conditions  lhe left ctrnic  m longer by  some
■ISO   m,   mulling   in   addilicmiL   works   mJ   marcrials   (sot   also   Table   C-3-21J   m well as higher cosls.
Table C-2-21: Comparison d OpLitwis for Chute Widths and Flow
Vrlocrty (80 mH^h DamJ
Ahuimenl
LwgBi qF c^dli
[mJ
w-syici
CM!
M
li>/il
ifh
1.317
«&1OG
UW
(IK Ml
EW
LW*tS1 ?
Rimrid
c/lL'Ll!
Leu; ehjte
Wr tw r.¥l*ifrwu ■>*■-!*r
Alt   iht   above   catoidcrallorti   poiht   io   selection   of   the   side   channel   spillway   on   Lbit tifht abuctrwnl
CVlffrpwJ fright■ry/br I fin Jfnf£_f1'■ fF - 11jr /)/(/>■ Jrtgi ZJfJzWC ■''-/tSfJj to C ? JJf-0
Lj0wal Aiiitmjtmil
?- /tf fjf to ( ~ ?,
■    l"he   side   channel   spillway.   including   n«t   weir   and   side   channel,   arc   buih parallel to rhe dtnec i i on o i the a ci ■ H o ■■ v
*   lhe   aide   channel   trough   is   cotuLteicd   to   the   control   xcuiin   ol   tlwr   spillway   by fl Ltaruilion (irom trupcnH-J Io rectangular weliun].
The wnttul section is ciin&ceicd to the chute channel by ,n lnnaifiotl
^■vpflnaion from 44.25 m' rn IW m width for an 80 tn high Jam)
The energy of the high velocity flow in the chute ts dmipated in lhe lulling
F low &gm die 5
ti ] 1 m  has in tu Lhe over is ihrough a protected ex 11 c hanne 1
K
ingQt-Weifj
dl^h^j* °f 1bC u£CL' Wtif U dciL^"1 for hi‘Lf PMf Outflow (design -’fleanc lenEih of the spillway is 310 m (see Hydro lu y Report, Annex
RArtgcf Dam Fvttibftrty Study Report
Design   pf   ihc   CfCSl   profile   lor   a   particulardesign   bead   remits   io   n   liilly   ventilated lown   nappe   profiler   lienee   pressures   on   the   pmlilc   ait   jUncsphetic 
few eornpulaticrt ofllie shape cl the ogee profile, Mt Annex C.?-t.h.
GcnueLSstuiB
For ilrngn <il ihc control ccclion, lire folkm-jog ate requLreJ.
*    Critical IIdw.
•     Rectangular cross see Lion
»    Sufficient    elcuajiEc    between    bridge    Itoitnni    jjiJ    water    level    tft    ihc    control section.
■ (krUcr length uf I he bridge nui tn exceed 20-0 in.
Fot a sunkmBry of the control section and $iJc clunntl entry, see Table C 2-22.
Tot   cuiiiptitation  pn.Rkmeler>  of  lhe  loiuto]  scciion  led  sidfe  chnruid  trough  outlet, see Annex C-2-4 £.
Table GJ-22: Summanxcd PanoMtefl It Control Srrtion Entry and S*de Channel Tra^h Ent for
Hili Q PMF pi ■ BO mJ
Drtil'-rrilM
M liOt _ • Min^l
Ifitugh ou6rl
Al control
l!CE • ?ri InM
Btttrn wtt- EJ |ir«)
40 0
44 25“
Wdhf fk-plh, d rn
!2M)
tit
Fta^vis.i >, v nVi]
$5
94
Sidff channel .Trough
^dc    eJitiftncl    irnughs    uf    two    type*    can.    be    considered    m    terms    ol    hidr^nlk c nic3?ney simpliriiiy of conslniedon dumI ccepnmy» as follows
r
•       Ccnvcnlioul   side   diannel   tra-.p>   are   simple   and   Hosv   is   m   one   dueciron However   addiiioul   cesu   nus*   be   iKumd   in   the   comlmctiuii   <4   side   walls at   ihc   M^r.iE    point   of   die   side   ehrawl   wurH   .wd   m   wearing   ih<=   trough   to the  bedrock  These  walls  «re  nol  generally  used  for  overspills  and  will  not  be employed for tail purpose in ihc present cxm:
•       Ushaped  Side  channel  troughs  with  cilher  fixed  nr  injured  bottom  s^dlh  have a  rurvniure  ui  ihe  shirting  point  ufd>e  side  channel  trough.  maximizing  use  of the    side    channel    trough    length    for    overspills    this    type    of    trough    in economical   though   hsdiaulically   inetlkiCM   W   the   curvature   or   the   crest   due t» the presence of ttuuhng «uvw there, disturbing the flow .n ihe traufih
*ul
I ?_ JQI 3
U2-66Dan  frpg  jfon  and  Qrjmajo  Plnoy*cf
J^9
*r Dam FeoiNJ.-ry Snxty flt
pcxl
\U«eiiCT.                               w =cr? we*£c.\ •>_=- i
r. tbe zjsc of tbc <v4t criLhXn
J
7 :ir Jr*—J] btto^L
ck£»o± ce Vk _’v-£
±c cvc . c=
-
z«x type uJe eha&ad tevu^h
.lJj iel££taii
Tic -;--^± !uj — <•£«                     k—>:
i
■^?=sz= twe
ih±fw
t-tx zz tzc icazstxA= t-i;
The f                     of Ac fcie ti=ei _i*=
fey ihe !tkpire&D& of
Ac
;r*zrf
C-2-Z-_______  Anger Dani frrjjatiort and Own
Projcc f
_
sjrwt velocity o'"
~
flngorDjffl FmjjW/ Sftrdjf Report
3 nc[ wi,llh d1 xo fl
-  " A’»i»»iraim » very  K  <oul4
wh
ejivitnlion
The following criteria were used for design of lhe chute section
« Raw musl be lupcfCfiuejJ and vetoeiiy incrcikririg.
« The channel erow-KCtioa must fotiow lhe control sec Lion. Expansion as well
m, contraction of the channel must be avoided io tw to prewn! fcMiration of
transverse waves, standing: wax™ and eddies
« ’J he chute musl be CQrtnecied In sound rock, ni must lhe other |ixrts of the
udt ehirincl Spillway.
The channel weijon will lie vksigped for j 4 "day half PMI discharge
Parameters adopted lur calcuInliiDn of the Lhclirwd chute iji-ludc
•     Channel btnsllloFi from 44 25 m
•     Convex curve willi Lrwsttion from -ilopc D UIJ1 tn U CO
•     Chute width 44*251o LUO m and ilcijw 0.0B9 Io 0.082.
•     Channel Uuisition finm 100 m and slope O.005.
CAgnofJ Tfnra fr to n
The high vriodly  m the cnl rance So lhe ELilJin^ tastri dkijLex  n wider chute Motion, [hewfare, the channel of die chute will incnraw in widlK ax  stated In the pwiulumate hull cl state, ever a kngih of about <W$ $ rn. roughly  cxiimaicJ  from ihc  direct nep method of Ikiw pcutiJc  This  length was  cbcckeJ  agaiiul the rwflinmcndjtioh in USBR's  Design nfSnuJI Danu for the angle nf (he diverging taction, which would! be provided by the fallowing equation
I
3/-'
* J ^1* of divergence
•■JiXidc number, piven by v^gd, where v average of dtc xelociuci ar the
l^.inming and end of rhe divergence (m's). g - acceleration due in grtwriy 
); and d ■ average n1 die depths of flow u die beginning and end of the transition (nLj
Ca "’*r CW™
ici jT '
ln c c
r   t“n&« from ptiJJ U> P«p (i-r ffofo u WL id (J 082) there li j
ehC^
^ fltCT ,D itpatJte frum the H?rwm, lhereby reducing ||K su/fat*
ttr.
C1 pressure Th? boUom sJupe shvuLd therefore cchmii ufn ^ubuxuLcaJh
----------------------------------------------------------------------------- -----------------------------------
F ^«ul OfaifB<2A-c
h-r-if *w "3.
C.2’68A/?g*r Dam Ffas/bPrty Stud/ Report
n*ncr wrtwex curvdlure. jpprpsmulin^ 3 shape icJlocd by the foUowinj
pqmjjtiiii
...       ,. (txnrt tanfl-J.V
y * A lan^n-i---------------------—i-
lit
Where:
X ■ Horiwnlat tliMunre Tram die Marl to a jminl on Lbe injccton
v - Vertical distance from the it^rt Io point X on the trajectory 
I3,j Angle of inti innl ion of Pie ehutc channel at (he Mart at Pic trajectory 
A, Anjilc cfincliruiUDU of Lhr eltulc channel ±1 lbe end of the Lrajecbory
l.l - Hoti/otitil length hum the siqrl Io 1ltc end of Ute trajectory, pven by the
equation
F
X  nimi  be  equal  10  or  leu  ihxn  0.5  la  tunic  peni  1  i>e  pressure  along  the  entire cauLfati surface af the cunt, which 11 0.5 far this project
" srioebty head ni ihe ■: r..-.n of the trajectory
f or eorupuuiion oFibc coorduu.ies of the nine. ■,« Annex C 2-4.c.
fTotl Frer/7/f
lhe fluw profile nflhe chute was analyzed by a convtflliiHul dired step method uujig RcmuqlJi'j. rho-ircm. The procedure wu candiKicd for routed half PMF ncnH.(we ipetadshMx, Annex C2-l.cr
fhedefiLi and velocities oHhc chute an turnman/eJ in 1 able C.2-23.
Table C 2-23: Flaws in Spillway Chute
Cr-M>
■Ktm>
Q
1
2
3
CumlMrii
w
Dtpih
|m]'
0
11$
W
di
i«
1551
2M
4
S
C
?
ad
in 5
Sflii
W.5
IMHty
MM
91          Ca-j^-d ucten “
179
IS1
as
24 A
26 J
26 6
7? 1
2? 2
JI 1
~■ —
_ ■>
' FfiS srO-rln.-
Ml 5
«Z5
2.11
1 77
l«
143
t«
IU
IM
269
5ULn ; liau-
C.2-6Q— Anger Dam Jrrryjtjoo wtf Orar'n Jyft Pro/tfc t Anffw Dam Feaiffiffify Slirdy Report
Although  tlw  1luw  velocity  in  the  chute  is  high,  there  is  flu  risk  of  cavitation  -  see beJo*.
Co* rniftaFr Du/no-gr
2 ,'tc pule i
iUsd dfern-s e
fr      residling from cawLtzImn depend 5 on the-  Ih^undjjy shjpe,.
tlainigc  ve^istsncc  cLarjcicriilic’s  of iIk boundary, flow velocity  anJ  depth, deration of tbc  structure above mean sea level, iind length of time caviCuhoti OQfuns.
A   threshold   velocity   of   around   JD.5   m/s   er   a   cavitation   number   of   about   0,25 gives  lhe  order  of  magnitude  nf  the  Lunn  beyond  which  aeration  of  ihe  flow  i» ^commended  (Jansen)  .As  velocity  does  iwl  reach  ihe  Ihresbotd  level  m>  ncrnlion il needed
Glow/ F^etocrJ and Hu// HeJgh?
llie   iluw   depth   and   velocity   la   the   clLirmcl   determine   (Ik    wall   hcithl   of   Lhe elk l lie.
I   lie   freeboard   provided   Tcir   the   (Litharge   channel   where   flow   b   supercritical should  uni  he  less  dun  ihe  unc  given  by  lhe  luHuwmp  formula  (IISBR  Design  of Small LLnrns).
free&unrd (feet ►     2 + Cl 025 x v V4
Die  heehowd  al  differ  rn1  ranches  i>  as  shown  m  Table  C.2-24  far  j   4-da\  half ’“Ml
Tibf< C-2*24; Freeboard For 4-Day H*IF PVF Outflow OiKturgei
CWh
(■)
r rwftflsrd
M
■ilniiTkurs
■will MlfrM
- 0_—
CimL.4tr¥d
_>)
_ S3 tti
_ Mn
0
Cm}
!. r inf
' KM
Mm _
5-a
Mra     SJn
r_ j_ “
-—_*_
I s ■_
_ life-5
i«—
ly j
ffi
IjO__ 1   161
213
i—_ ”
X ""
L
J20
310
i'v
IffF
1 fl
1C
jMffl
1i X.jL* ISO 1
1
1 7S in
1 •.
1 -Hi
tea
1 F0
w
5. “
a” “
5
i _^S5
2M
;ii
IT? 1w
1.49
HO
TH
;_      5
L Jms
1 30            1
1 23            1 111              l.Ti
t 83
t ?4
tea
5J
4.4
19
36
14
33
_ 10 3
53
’ 46
39
35
12
31
C "1 - C“
450
MO
sra
TO
B74M
1 f.-
29”
28“
rf “
. €31 5
132
125
t 13 i n iw ■
l&fl      i 1 f>9    151
10 ” 27 ”
r 2*        1 26Ang*f Pam fmgjli'on and Pr^nigf Project
Ang« Pirn Ftasj'b^rfy Study Report
SljllrrigB«1,n
flpw trom tlie inclined chulc  cnftm the stilling basin in 4 nupemilical s-Late Ibe ciwRY ****xiiled with ihe flow dissipated hy  ihc  (owmCkhi of a hydraulic jump m lhc stilling liasin
Cukulniiun cif the stilling, basin lakes into account llie fallowing iiwnpincnfs
•    Type II stilling basin
*    Downstream exit duuinel
SrfJPry" fluun TJpe
The required &i^c of the slillmj; basin was assesced for hair I'MF flows I he
setocily al the end of rhe incl med chute is 26.9 nth for an HUm high dam and
23_5 nJs for a 'JK m high dam Dcprh of flaw al the end of the inclined cliule is 
1 OS m for an SA m high d,im ahd W.9S jii far i LJH in high darn Tire Frond?
tiumbci fur flow cr.icnnp rhe basin is 7.7 and 7.2 lor an R4J rn and 9Ji rn high dam, respectively.
Fot j Froude number higher rhan 4 5 and c  e locucy  gm*Er than tK 0 m'%. a Type II HilLmp bajbln is  sppropnale Fur flow> *» cjneiiie j greaicT than I $ m^fc rhe provision of buin bl neks  it not impost mil:. Ilwrefoit ihc  isutilJjiripn ul acceivory  devices  it limited in ehrJle blocks  and end mI| in order ro stihitiixe the effect nf the jump llw wjdih o1 the iiillmy  b-asin Es  designed Id lie suiiltir to thas  nf the chute end
i.c, IDO m_
Slitting fifbjn Lcirjjfh pj-J Depth
the apptuach flaw Jepth Co ihc ^tilling ha&n is l>| and ihc sequent depth alter hydraulic jump, D2 . defienmDcd from line fotloMfiag cqtwuian
f
"Jlle -^Blh nf tlir Hilling haaia. L. it detcmnEird using N N I’mknjfcw'j
L -2
t | 1£nVnE"1 ^1C idling Ku in far ibe 4.day half PMF is found tn |< sn fl m far i!
n l high Jam nnlj m jjjf a pg nl I^gjj Jam
f" P r liuTCka^-c?J
11. Mil
C.7.714,-gy Sy 
arj
Project
A.^r Dam ftMfty Szjty  «cc-r
3
r. -.,Ljr_ jaS -=" H&gfa
rr
<f
__."— casiz ■*3U3 w-.: sc< be i*. =■_:—<d -_. i_r-~_
.    - --i'-c 
jCC-zr </r sp b? tbc 
-f -ii jbxt 7\r
s^tnol rvjcn.z;<ei
“_gz  2S8R lXsjZ: pf 5mx.| Dei p" .■ i' j*-i.
r
'_"zar Hr.* pt^-.rr ■„- *<
for »OC ftldsj bar^j
Friel*'X-d > f«i i =■ ■.> 11 -. - d-
.-4. i_. izzrtr. :~J cf foe cf lizz '=lL± et: ?rt3Racd a 7j- - C2-25
C2-25: Ssdirq Batin Key C —#ri va
D«W
7-S—Jti-1"
L«Z5 iSte-OTj
ft rST fcC r fj?                                  51
3«-<—              -
cs
if' - .- FlJ
SC r*           Kfl 5r J-           «iX
J 25
"LX           ■fl
PrrjnntWCT . “
-
r D “ 1 - ’ * I-- *1-
t ■H*r*■. ’
r J"‘
<1- •
n * F9 * 11
’40
ii n
Lc&glh of the nilLff.; hxi-n
LI thus Ui£-'.
ttf he
3 <f Vj m
&nd 4S 00
ia < tn ed ns  hi^h iam, r=tpccu’-clv  Tbc  heishs  of the sUllifig basin h
iJJj rs  Md II.33 tn for as  Vj ci -d M tn bgh dim, rrspccii-.elj In ca*c  of
.-alf PMF floods 
the stHliEj hu-Lri damage tn foe do'*ncreim pant s*dl
■x lcrtmed. parttculari) in fox cut chancel, and this darrm;; c_n be made good -._. t&= ncfs-xiaFj fef-tr Therefore. it will be mare ccanomical tn devzn the
•uilin^ huirt for a freeboard of 2 0m md repair: tan be made u required
l or COrapuiattcrti n( ibe tulltru ba»in. see Ames C 2-* c
Flw fem Lie ,p,U«). 4« dfeip»«> ■>< «*n “>"» .«"*•■
MKyoi    <0    the    riicr    by    «    «H    <b»wl    <r<ta«l    •»    >"c>"    “ ccit cliajinel j
“■" *
The   exit   channel   is   dciigiwd   >uch   that   die   dcp<h   of   will   tx   su-fficicnl   tn f* >idc the hydraulic jump inside the stilling haj^v
n
ta
«  calculation  purposes  a  critical  temdiuon  was  assumed,  ui  which  discharges  in
foe tn« are tpw and the discharge in fos channel is equal to the 4-das hall PMi
Aa foe channel gradient is  abmu l> 5“* *nd foe llow u wb-cnn<al, foe location ol foe cooiral section waa determined as  foe channel nutlet nhc  level of water tn foe riVc* islofe).
resuLLs o( the caleuljLti&tiS uc ibov-n in Aiux'. c 7-4.c
t-r-.u. ij an
C-2‘71_
F/oj«r
An$#r flan fwiifrfrty Study Report
A flow m 1)tc c?til channel in excess ct design discharge may kout the channel
feed i' Aide slopes w triay overflow the channel hanks. tn juch cues, there is no
rijk io human life iuhJ foe damage may he limited only to souk  minimal loss of
prnpeny  Tl«  «lt  channel  will  he  designed  |0    Meumm&iite  ifc  routed  4-Jay 
half PM]', i c. 5 J 742 m /s for an SO tn Itigh dim and 2,5*17 m fe far a 9K in high
J
dan.
In Lite event of damage to Lise channel See lion following hciiy Hooding, this can he made good hy ihc necrcuiy repairs.
fide C'MiwJ RiMm isy for FnJI JW
Ihe capacity- <j{ ijie side chuutcl trough for die n>uled 2-dlJ full PMF ilisclurgc 
J
of 4,437.4 m .'s for no 80 m high dam .md 3,273 tnVs for a 9R io high Jam tvos thee lied Given liuL the flow in lhe trough for the full I'MF [Kuaes through the same trough section as calculated for foe 4-day hair PMF, the results of the comptliuionl show Ihnt the lluod will mil damage foe side channel ,uh1 can I ml sKtfofl, although il will dnmagr lhe itulr part due la cavitarfon. while the stitfing hiiin will he overtopped. At a result nl foe above Ilan conditions. scouring will he expected around and downsltram of foe Sfi Hing bum.
Cut and Cow Drweralcn Conduit
The  CA;CC  (wre  Drawmgs  C2’1J  to  C  2-151  will  have  two  mmn  functions hnmely. tn
* Divert Anger River flows  of the diversion design flood, i.c  jDO iii’^s (Im iOO year Rood) during t|« Wei seauMU is welt aj dry  scjwii flows, thus enabling undiuurbeJ work Wl foe dam and appiirtrrjnt stnidurei throughout
focye.it
* Sent fogdlwr with a viflve chamber and inlet (CCirolnRted with the CA.CU) ns part of foe If PS and ROH water supply system cwttiniiig. inter alia, 2 ■ 2.2 m diameter penstocks  laid in lire Cit-C m remfweed coil eimcrclc, necessaries, whirs, aeralion, xccst [ollie uric chamber, etc.
For foe purpose of river flow dwrraon alone, i remi-c uvular conduit fR =■ .1.0 fo T5 rn) would nrfflcc; however. thi> would not be suilabie for I IPS purposrs
tomlnictLMi, the lwrsesfox CltCC, 6 ■ 6 m, with a length of some 4C<I er Hi for die KO m iw 98 m high dam. respectively, is intended to convey the dry 
sea«Mi base flow mid up lo iihcwl 500 m*A wliich is  lhe 1:100 year design diversion flood (DI)F) - nn<l even greater discharges  from foe upsUtj.-n vi^tforfoini lo the liver dowTwlreaJLi ol lhe (fownsiream cofferdam. away from lite '"A lite area. ThecunJidt will he ofrcinJbrted concrete jifoog its entire knglh_ Anger Pam Jrrj jj tioi? and Prairie Proyecl Arjflfj- dm Fwibifiiy Study Rtport
llx cofiduil dimension! and alignment, nv er div ersion inlake and ouliei localioos wtrt delcrtsiiocd according lo UPS needs, enabling the ctoftduil lo convrv tlinxL- ^rtjlct than ihc DDF.
Uesyitc fhc nbove, design of Lhc upvijram cofferdam cpesl dot! nert call lor iu loaning This is Io «niwc iJui even pmler 11m u1% ssiLI ™n occrlnp ii and iIcmmI ihe "iirL filth as  "ell tts  ]p preside a safely  rmrzin lot hidrolopv  aviurnpbofit uni calculations
t ijO Fte/i Migration
The i!.i±n is posing an invunrnnmiablc oh slack to  migraliiig fish, as n physLeal harrier. and dur lo Us heigh SO "9Sm The r even, cm iuelf            another pTobleor wben lie migration begins it might be at low "Her leveh
Put beings Ibe (’otlsullant ir> a preliminary detismn ihiU a "Fith I adJer' will not aniver Lhc migration needs due ibe btigh of rhe Jam and due io povdblc low "Her levels  m the nevenoir, at mgrabofi lime, al the end of the dry  season beginning of the "cl season, and back at end id wet mwib
A viable Solution would be ueol|eciKHl pooh- to be mend al each end of die reservoir-dam. (upstream and downstream I, prepared and nunaged by  ibe auiboriuev, tq insure no “over listun^" The fish "ih be tram laird from one ink to jujothcr by water linkers, though collecting the fish on their way downnicam m the very  large reservoir, in order tn irardport them Io lhe dowiisurarn calitcuny pool imeht pfmt to be an obviate
Die abuve suggestion is  open lo change* xcordm; to ibe results  mJ recomnvendaijims of studies, by lhc fish spctulLsb of Ibe aulbonhes, including actual needs and tccommcl4aiioas u to whales cl fncauticini are needed In be Ulen to prevail -overfishing". The Jiudict reeominerklatjons  should he aimed iho H adipiir^ the fiih to live in reservoir .'fivh pohils and also for saving anj other species, Eawu & flora, "huh nufJil be alteded endangered by  die dam rEicrviij.
If        Darn (napeci/on Ga/ikry
A n XCcvuble gallery of some I 25U m and 1,420 m for the DO m and 9S tn high dam, respectively. will be Hilt al the coelxt between the Aim core and the
IrptHklulon rock (sec Drawing C 2-1?J- &ven the irpulkwH height of the dam.
any Icalajc occur during impoundment due to unsuccessful gmutioj.
^rthquultc or other reasons, eoncciion works from lhc dam ctnt "ill he very difficult if txil uuccuraJe Pus is unporum reason lor constructing an
^Pcciion  gaiter,  in  lhc  irnpenicwv  core  funnily  sunk  th  the  r«L  foundation ^c gallery jbortons bene holes depth and enable more accurate drilling when
1 ‘ LLnu .
Ja,
1 jf r! J ..711 a
C-2-74Artger PafFT 
jnd D/w/oige ProJfCf
Ang
er  Da
m
ReajiW
ftly
Study  R
eport
dealing    with    grvul    curtain    lukafe    inspect^
as 
wriJ 
aft
me
fof
drainage
waicr
collection Mid dLiposal, etc.
n>e gallery  will he well vcfllihfcd and ilfunmuted. and will caul)1 jccammodalr a bofinfi ng capable of pcrfcinniftg relatively  Jeep drilling [JOO m) .mJ  gn>ulrog gpera*iM5- 111 purpose il i« u»sl m ibc  monitoring and reduction of waler lenses through the grttUl curtain, to control [or install) pirecrncters  with milometer* (5PM) dowitatt«m of (he grousing curtain.
jAccos^ Rwd and Road over Dam Croat
Al piesen.1 the diun site is  noE easily  nccessitdc  H vehicle in all weathers- Thus eoiutruciJOD ©I’a stundjud dl-weillier toad appmsirnaielj Is  ft kin long I’roHi the main all-wcaihrr road, will be nwes’tiry  (s« Main Report Drawings  C.6-2, C.6- 3, C-b^S) The read wilJ  be ai leaal 7 in wide, not including the shoulders- If ll^cJ as a wvtfc wd it will need tu be much wider
n*c   KttlS   road   will   be   used   basiCflJh   lor   acecvs-iiig   die   Ainu   ute   for   kmpcction. and mairiicn-TMc and the operal-ors' eamp
Ibe iujlI over the erm of Lbc  Aim will be used as  j bridge across  the riser in addition 1u Ju serving for dJm Inspection uid access  m the spillway, With dc^elapmem of agriculture., agrouidusKy, populatitm and irafTic^ etc., lUm hxjJ will Iseeornr an important link io de*etupment
The  access  raid  ,ind  the  road  over  the  crest  oi  the  Ann  will  be  cn-nstnjctcd  at  all readier rtuds as .an integral pirt of dun rotuinjc inset
Wafer Supply
As mmiinned cariiet (Tabic C 2*9 k. the reservoir wd| suppls uil<f fur
1’^ S up to 17,000 h-L abenrt 2O3-. I MCM anntullj
RCk “jhoui 101 MCM annually, or 3-2 m s
According [o q1c ihc>\eB all spdlt and waler release* (Lbrmugh the I IPS condymi j discharges, higher dun >2 m 's will jIm? icne as RCflL Tn cases of Ic-^xr
^charj.rs nj mi discturgn at all, RCR wilt coafom iq ihe abme dliclwgc
^-
r
"TV-in    aruiml    yield    t*f    water    cnlcnne    the    itxnoir    is    abacs    0,014    -    id*
> - rhe minimum j
e
irid ts ahcmJi n36| ■ 10* m vear (4$ scars daui
^‘■^Filin^h, || ^ppearj iluj pmi? 1QCF- rehabdiw for IWS mJ  RCR i>
• - -wk$ud in acc,-?-d_iz7zc with the design requirements. 4jq\ shnnagc will tc
ri
iQjm /mfriflcw ind Drainage Propel
Angw D*m faHJWjfy Study Report
in die amount of pnwtr generated (using waler kff over from 1WS nnJ KCR canswincian).
Water CCirtvuniplion policy is ill uLc mln toncidttusinn readier pittcrm and (precasts
Irrigation Waler Supply (IWS)
Gwiorol
SysTem Dficriptioir
I  he  hydraulic  system  described  below  ii  designed  to  supply  worcr  1o  the irrigation water cam'll'- ]l nmriiM of Two uflake famlniei. conduits mid itrigatron water supply (IWS) systcmi lor AIUP, at follows
* North IWS sy slew |Nl5)h itvludiaf nil toe ill lies for itkfcc of jniptfai water in live northern itrigjilion canal, u well us relc-M* of waler io ihc eliute of the dam, leco-rduiR Io nerd (drawdown, ele.F
•     Soulh  IWS  system  (SIS),  Deluding  all  facilities  for  release  of  raw  water (IWS) m the wud’.ern intgplioncannl
LxumnaLicn  of  possible  use  ol  IWSHiCR  wsict  for  cwrgy  pioduclion,  was earned onl and was found uneconomical (see M below i
lhe present section addretsci only the abac G-menliiWiJil facilities Dcsicn of the sjslem duwnOrtira Irani die head of die ini cation canals i-. under the jurisdictio it of All IP
I’hc viri<H« components of lhe |WS are jliawti in Drawings €_-29|l) Io C 2- 11 CI )■ C.M142) id C.2-30(2). C2-40( I) lo C2-46( I) and (' 2 ■ ?9(2) Id C 2-td [3) HPS-JH'JJ jufrgrjhejn EvuIudtitNr
I He bead n ailable from lie intake lower to iIk imguion canals Intakes provides 'tty little leeway to mmncutK in order la -cpply imgjlion waler to the canals, eunsidermj ihe full lujiph level (FSL IJI9 S see Sub-Section 2.7 J)
the design iltcnialnc that uses die waler itleasod to the nttr (elevation 1,130 "'islHhruufh the HF'S iocluJca » cosily pimping sUlion pumping up to (St. iri 'he 8£ij in |P|)g hnrth ceuuhtit and 4B0 in tong north conduit
I uinps eJIlcicjKy losses icawiuLcd with this coidtE^ion, when lining ike wairr "I1 Ifrum the riverbed Ui the head of the irrigation cuaul), would leave sets httlr
i iMl
At
C^7(.Anr Dhnpjcwn and Pra/nig* Project
Amj»r Dan? fallibility Study fleport
tncrpv grtined   '-
Jr  nrri
(he IWS far cncr^ gcncriljon Id jji>7 while ibe
a jJiliiitijj    cost*    would    probably    ofFicI    any    idtmlage    of    (hit    ahern-ilMC
protection of milJel canal dowmlrcam Ai fliwding (he UPS outlet i% rnit petmillcii, the wbuk  resenoit and its  NWI. hjic  to he du|i doUDitftam. *way fruiu lhe IIPS and below ju inflict It.. The resenon should he protected frotn damages by backllowifspIHjJ. erosion- etc.
fhe cost of reservoir etca cation ,xiJy  it eciimiflcJ  at more chan 12 METH. ncH incluJing alt concrete slrociures  such as  reicnoir entrance and puuipm- nation mki rnn.il s. slopes. prolcclion and imprcgnaiiun Id ncedeJl Jh addition, longer ronduiu are required. unJer htiL higher Lhan (Ik anginal design, ncecsiiia(ing liirpcr diameter pcnOcKks. etc  Additional eosl ol lbe Concrete and reinforcement tuf the caoduitJi only}, arnounLa (o wme ^5-68 METH. no other wixk>. acceisoriex penstocks, etc., included.
Ai the pumping station his  (o be prutccted ttmn flooding, the itniicMt h-v  (o he ctniled. The wnt of the pumping station (North 1 South) amounts  to about IpO METB.
Since the ahmc-nientiLincd p-irnjl com only nw( including all ru-<-w.nn.
"erks n-.jjcnafi, lunotmi 1o itiore Lhm ibr proposed design ahernariic (see Annex 
<■ 2-S, Boi^ IWS Sy clem BUI Pan I}, the stiirm wis designed a> propored.
In adiiiiiqn. the rnimLcEunce of the proposed |V\ £ n Ee-ix cumplicaicd and u%
opcraiiuit ii more flcvhle and simpk
For   Lbe   HPs   md   relied   facilities   (bL-mr   bottom   outlet  at  Jam.  RCR.  HPS  intake cniklui i, de | xf section 2 X
Sajre D fa
a
IPotrr (. f„.
11 ill
C2-T7Anggr Qi/n Jrrig ahow rrrf Drained Prcyecf A/rger D jw FeastorJr ry Sfutfy ftfport
* X<TLh cireil IW S t}34cfii: this viMCm livI-jiJcv an upstreim inukc tow. er ,inJ dttmwcduiriMl    equipawm.    reink^td    oxktcIc     ik-ocd    pfx-fmc 
and ikiuw&v.im eattroJ  o^uiptncru. TK- system will operate as  follow* awl opcraritffi wmiraflcdi release of water io th? rvnh cxul. croeiyeney release - cvntrvllrd release et uner u* lI\- dm ehuie irvm MS m order io lower the water Joel tn ibe imfvmdmeM resenoir cr empf) i: The JWS- pipe for the N|$ will lotto* a dirtcren.1 alignment » bcti ere^inf itw ehuse
-     For the Si> m high dan. it will pxa oi er th? cbttto if .pc bndgel due la the
■Aure tvflorn deratian*. Th? cwctpiss will ■induce three pien sunvrting
ibc eemluiL The waler flow
ii eakulatal to ewstaiji the di^xtunces la
-     Fw the  S m high Jjnz. the |W$ oaakst will pxv icnter th? chtae
q
* Sauth ex~4l 1WS sj^sern this  system iadudcs  ca upuittn mule tower in J isKVUied elKlrOTcchmkal eqiipttKBk  reinforced eeoatte sleeked ^pdisw atc daivTLRresn «&wl equijsenL Swrul opc»aa of the sy^cm will be by cecurelkd release ef ireigarai wiier to th? sxuh caail
n lief tnrfc
Tbc chamLstak ki til of the raenoir ire jviacipalb as foliose
■   Dam s« fcv d: 1J 56 elxC, ca the rh crbftL
•  Mxnss’js  cpmfon  loci  MOL)  cc  ikjtcmI  naXr?  oc .  AU  I  1  th_s  is  Lhe Io el of ihc spillway crefl and wxer rray rise Jhwc 11 only during ipdLige
1
FourKWl levels were wB^dtfcd for Lhe U27.7nusl
1.410 Ml54 U24 and
■     The  lifetime  of  lie  it-  xd  reftnw  h  dcpedcr.:  on  eemet  aaj  tirecls CU4Ze£tate and opcn&n
forpnyi 3c/cr
•      User  loci  in  irriijrior-  nrola  1:  :uLl  supply  -LcwaJ  by  AtDPj  IJ9QQ 1T-11 The hc^d of t-di imgiLiwi citjJ  is IwXed on it. r down^ein cde d! the difn.
Irrigation ltukc fL I J&7.Qm!
*    Imjfjiiiijn r. i.".en kwest full supply kid iFSLj 3j% ttaJ_ Between thu
loc’ tad 1,39(i.b mul. Lhe Siphon iys^c:                  not recede in fiZI dciip
-'-■pply due ta hydraulic lirJLitocj
■  Ireigadjon  yystem  jniraiDuns  cperiu-fl  lod  frr.OLj  1Jfl3  mi.1  tlu^  Li  the
■jpper locI of the cult.
4}£nT. inuic structure between iftn Joel
und  |.  j>j.rj  sj^jL  imgaSiM.  1  jiuan  will  mcnc  reduced  dL>_hjjgei  and the inukx ’xrern izuy be only ptuxuUy -utecTzed
'-M= * J                3 *.
IJ JKH
C.2-7}jAnger Dim ffpjjfion and Drain jgf Pncyecf Anger Dj.ti ftastfirftf/ Study Report
Ibc        handle     h«d     lo»     cjfcutakw     ainoK-fchn,     u.     □bme™iio«d leich art presented in Annex C_2—I |.
t hi chractemtic levels in the Anger darn J IPS ore presented in Table C2-26
TftbliC2'2$: Anger RiwHPS-
Chncteriibc Level*
tWLnrWl
£ra«Jj
fa
l“0
)eml)
1.4W
ms
uro
I.UF.7
1B6
i.m
J1W Dmqnd
The nuweffiun water dcnumJ ii pftienitod in Iable €.2-2?
Table C2-2T: Majlmu-m Water Demand
MS
Ngrteffl rr^akn Gtt*              "1
Cj-'zroJ treyncy £u t>l 1 i -iSom-vi
SIS    ScL’tir- rnjj&ri can j1
1 £ 3 rnVl
Warn Equipment Chafacteristics and Parameters
A'ortfr f Fl.V Sjifcm
fafgJtr Toh cr fowipwiy/
The intake lower eqwpnicr.1 will include (hr fallowing
•    Trash racks
■   HulkJiend gale
■   Haller gale
■   Lifting equapmea!
■   TnmihDK Kctian ftnm rcctanKulM1 to circular xclioa
Lr^hnich
lhe Hash racks (hnf screens) will be oftlw law entrance sc.. cii> c>pc
'It tmh rwh will cotu.n of in icpiQle racial profit piuw K of
2 ' m uidc
• 2 0 ni Urii Hie ban will be vertical, mih a clear openly of IM mm I be panels wW be hsialkd betwm a bollom top concrete plain™ and Rsed Utetidly Docaocrele pillarsarc
-
Atjw Jr nE&at??/ SZ/±f Pvxrt
K_
■■’C^ *■.
Jnxo Xt jr-i -iti Nvrjc 
ci* e£Z3Df£
The  3ZE  ndu  X<  ixcsjf?  c  :cr  ~^rs_  nzept  a  j^r.-cr;  ;rv  e*  .t   foe  pre-
p^scdbjce: r-^jT—Msv 'ben 5c yr?5 —±tf? L_rr of S: " •= c-,l r
lot a lc*«d by nx» of ±c
7k  water ^chrisy  for 5C&. ar »<] &x  noeed 25 —  e ^’■e^cr. a cs—cb™  <«bct rekue a ipiDwT 5ia ufae r=aj be tafber. » pc  TiNe C2-25,
TjWe Ci 2J O«cr«ci cf MS Tm* Fbcki
ic ef
r»
t T3? TCI       TraTTCi
lfabU“-“
no tru
Ro* th
<W L«
W
M
M
lafe]
raw
= MJS* t
-or »
!i5
&2
15
■
£
=«JX t-
7\A
3
03
The D:rtt usukc tower IL will be Ul“ 0 cjj-
ILc t^per concrete Lricl cl’ the north iauike sower opening still Kr UiCO mu!. Fberefort. if for wmrr tetd n FSL rr hifhen. ^ubtrKTgenge wtEJ be 4 m lor mmK it mOL, fubcKTgOKC will remain at I m. whsch ii tullicienL «en I ar minimum ’■‘■xer vctodtK*
tMj ppa imII hr provided. u^Uram and ifauTi»ttc.ini of the LrjJ“i raA, yamautLifi^ sunc  wiicr head, sberebj jaipphing Lh± basic  uifarnwiian far iiMWHic kmcriog oflhc roller pie
IfaJktod Ciase
Bo*h the bulkhead and, roller plr> will be IwaScd in a structure eCKiKUKCcd
■bore their giooie5.
Hie bulkhead put will be able hi iw-Uic 5c hydnuLic circuii when there i* rw ftow.
The m/c of bullhead pit will k  I S ffi *wfc  ■ 2.4 m hij*h 11 will be litied Jnd lowered bji nsidfis of n Ofiuphne. uitfuupl in* Bcjjii and clccLrii. tuonoeiil ff ^r,r"inj.'! dong in yi^ucani-dfluuSJtrewn ninai) in the mucturc n umh a hcighi 44 >0 enable the bulUrad pie la be lifted mJ placed on the platform ot a light irutk or risk in. tn be conveyed far purpa^ fl nuinlcfuneci'rcpain
H ir-Jf lup-i. J
C2 SODam fta jrMfy ftqporf
I be Vjlkhciid Bale will be of the flush kirimn type (bating do  bottom groove), tsiili scab on four si d^„ as follows
t Bottom r retail pilar rubber profile on boitam stunted steel snip.
•     Tup nnd Intend J or musical bole rubber profile on Mainless Med strip. UH lhe UpstTFJni side of like glllc.
The embedded profiles will be as follows:
*    BoHron: embedded ra matte; flush bottom type.
•    Top: embedded thimble.
* I Jlcrals: pctovei and guiding profiles from Lhe tntokc tower top CQtKMt pliLtoTm. to the gale huttom, Mini ihrusL suppojts on lateral sides between hiltniu ini thimble only
The bulkhead gale will normally be locafed nboie lhe in lake tower top cutwreto plallorm aid will be lowered its  cnwrgenriei only  (when lhe fuller gale H repaired, maintained or faulty) or on Lhe occurrence of problems  further d.iwnslr<*Jto
Tlie bulkliead gale embedded guides are not acccMibk for repiirs, cxecfM in enkTgcrri-itt, when Lbc waler les el is Inward by means of Lhe UPS (either tuibiMt nr scmi-boitom • mike)
The bulkhead gale will be trinsfrircd co the platform using lit in lake access bridge
A perwiticl Keels ladder will be provided hemecn die hulklsid gnie and rullcr gftic, from live intake lower top concrete platform to the bottom Cttntreie level of tl« tw gates
Boiler Gale
I toth lhe bulkhead and roller gwei will Ik located in u structure cunstiwctcd above their greotes.
The roller gate will isolair lhe liyifrnukc  circuit under any  conditions  and ^irubimirioii o! head nnd How. awJ will be ailc Io cte.e even if dvere is a conduit Hirsi of i (JowTtstreajii ccolrol valve lailnre.
The iiicof |he miler gale will he 1 8 m wide ■ 2.4 m high
I be wnrer velocity |]uu>jj>1iaui normal inigafioh operation will noL exceed 2 9 ,ri 's however, m emergencies (waler release to the spillway or other events such M  •toU’llitrctm tuhlrol valve lailuc). Lhe waler velocity may be higliet, av j-kt khtcC.2^9,»^v "tfS
■tzt -sa
rw
vp?
«
" !1S®3EP 'Z
**i
u
-1
.L*
■*—
'’"’■BKUB* Z
-c
f1
m■
. Saitf put - *E Z37~S£
- "te T^j r: —
- MUur.'te --== XCjr \>l
"=” — 
ftc&rifi
>—   .      -x-
'"     'r^ de: cii. j.;.*- 1ze "*
|XC * Tn v-^. Ji
- -^r-t                    ■— stj; - 7r;jf -c *rii
,a *-te£ier jant «-a irvic
'1 ■rj '*=’-? ■=*» - — 
r r-
£t-»^4 ■sm
JiJC4ti±: EB£
-_r—_-, ~ ^r-_.-_' n
--
. f±S
rtDim /rrjg jfjQTT and Anger Dim
Study Report
The  roller  gate  will  be  Irmspoiicd  in
I  he  intake  pLutorm  vti  rhe
pedestrian  bridge
hy truck puIcjtl
jjftin£ EflMtfMnrnj
lhe following Iiflailg equipment will he provided,
•    One    electric    moiiormk    serving    lhe    foliowwg    purjwea:
instillation or distnanrting o| lhe butthead gate by  means  of a coupling/ nneouptLng operation Ikmi. I lie bulkhead pte is  normally  Hared in its own groove, under the intake upper platform level. I Ik monurail is  used for installing the pte in ils  groove and for lifting ihc  gate above the ctretne winch of the idIIct gate this  revufLs  in the l-pmfilc  ol lhe monorail boilcND being located some 5.5 m above lhe intake upper platform level,
Installation or dismantling of die roller gale. lhe roller gate is  normally suspended in its  own groove trfckr lhe intake upper platform level by meant of lhe winch. ready  uJ  any  time to be towered in micrgencitzv  tn Ohler to install die gale there or remove it for major repaint, it is  lifted by the saint monorail after removal of lhe winch The weigh! of the roller gale determines  the capacity  of the monorail if Lhe assumed weight o! die Toller gate is about 10 h ihc nwaorait csfueiL^ will Ik KM
Installation or dismantling of lhe rolltr gate winch (vce below)
■   One   electric   winch   fur   rapid   fowennf.   of   the   roller   gale   (in   emergencies)   imd lifting  il  back  into  its  groove  under  the  intake  upper  platform  level  for  normal storage   1   III   winch   must   he   able   to   lift   lhe   under   imbalanced   water   level condition^   therefore.   il   will   cope   not   only   with   the   dead   weight   o|   the   gale, but  aho  wills  the  friction  an  rhe  culler*  of  the  gale  due  io  upsuram  prexvure The winch capacity will he 20 l
Design ulculaiiojis of the above capacities are presented in Annex C.2-4 f I
lljihxinori flora ftozfypgnlarto Circular Section
A   tociioD   iafe||   tp   tncurpuraicd   to   ensure   a   vanooih   hydraulic   iramition   from   Lhe
rc^Un^utaj   I   .BOO   *   2,400   mm   opening   of   the   miler   gate   Eu   the
2 4CD
rnm
fe
diitiieicr circulir cunduu.
An on vent will be provided for filhn^ nnd drainfaj dw condiui
•—^[t-Cbdr/uFr
^hc   hydraulic   colculaiinn   ot   lhe   condoii-   with   different   possible   dramecera.   n Pawned in Anntw C2-I.f.2-
- VffrT r -TmJ I
t
■ 2 Soil
VV>Ang
w Dtm fasiMtfy Study Report
I  he  cofldirit  will  be  of  steel  embed
ded  m  re
inforced  concrete.  2.40(1  mm  in
diwrtttcr   ffar   sdcclion   of   pipeline
diameter
we   Annex   C.24X3)   The   pipe
icctiorts will be welded The pipe will he provided with reinforcement nrig> mid tnlcrrjl iflJKlioo points  foj grouting lhe void* between the reinforced contrcte iwJ  pipe ’ll1* pi]* W*H appfoxiiiiilely  400 m tn lengih and will have a wnfl llnckiiw of 13.7 mm
Calcnlal iuri ofihe thickness nt lhe pi |x*l«nc will h presented in Annex C.2-4T 7.
Carmion  protection  (internal  only)  sqll  lie  achicsed  with  ihe  application  ol cp.ixy point.
The pipe will lx provided with lhe following specml features:
•    Dram valve DN JUIJ. enabling dr linage of lhe cnLirc pi pel inc,
•    Manhole ncocsj (diameter * 500 nun) tootled adj.icenl to lhe elute release control valve*.
Donwreiwi1 Ctwtfn
Dowusucajlti control eiptpimcii'! will consul of the fallowing
• Hi-’.ml FspnpntejV for Dirccl Cluilgl n? Chuis
Tiie following equipment u cnviwgcd*
*    Two ouilcw. DN 1,400 rm from ilx DNZJlOmm cunduji
•    Two fixed cone energy d-tfipUing valves, Howell Hunger txpe, DM 1,400
nun
TIk  above equipmepr will be installed Nrtdew A dedicated uoncrcie pfalform *ilI be installed u ground level tuxl iksigned for vehicular access No pemunenL eranc wi'd Ik cmploscd for -inslallaLiDi1.and maintenance oTthe equipment and the cKcuinnn] repain and nLiintcnuKC vnII be carried out by means ot an oidwurccd cftnc.   The   fdniform   will   include   lhe   tau   Howdl   Hunger   velvet,   installed Inrijonlally. No iwfaltoii valve will Ite presided upstream of the Howell Hunger valves
The following chunk, ten flic levels OT envisaged al the locations of live above
•    Clune- (bottom) concrete lest! l,3?3.l mail
*    Maximum Muter lesel on elute during spillage 1.3 75.1 mml ttetnhiTvcd concrete plnifontr I 3763 mud.
Mam conduit and valve cenlreldie 1,177 H- madA?rg^r Dam Jtrwr jntf Drjjftjgj Prqfocj
Anger Dan
) Feasi
bility
Study
floport
1
Electric * cqutpmcnl jjil1 auxLlior) nwchzni«]
equipment
will
be
loenta!
ma
dedicate*1 adjacent slriKtuic
Ccmfrftl I'-fl airmen I l«jjJHfiflhgTLlffi£^l<y|< ’aiu]
. Twxi outlets, DNl^OQnim. from the DN2,+M> mm conduit.
* Two energy dtortipa-iirtg valves of occvlte type, l>N r .200 mm
Th<± above equipment will be ijutidkd in a dcdkalcJ  two -Honey  Uructurr I lie ufipei irnrcy  will be located il ground level and will be designed for vehicular Kens  Ac  oveiticad electric  craw will be used fur imlaltarmn and majnlcnancc of the tiiuipineni
The lower slorey  will include the two jwtJJc  valves, inslallcd boci/ontallv, with Submerged anile! No ISOlslidlL Xalvc  will be provided upiUcain of the needle valves  The ecntrrlinc  of the valves  will be seme 3.0 m below lhe water Jew! in i)k Milling basin {1,JW] maslf, which is dighUy above the rn>rih L-jmal FSI
Fa_L valve on I let will ryicrnl to a DNIJlOO mm srecJ pipe submerged outlet
linvugli Ihr boii-om storey wall to the itilliog haiin The sidling havrri will supply 
water in the honh Lanai by niearu. of a weir.
du:   clecinciil   cqti   ipmctii   mJ   auxili.m   mechanical   equipment   will   be   located   on the upper storey.
Ji is airauacd rhjt the weight of the vah-c will he ahmiL S 1, cnnvcquentJv, ibe capacity of the overhead crane will be 10 r. I lie crane will have □ span of ApproMrnaLcly 4 tn
fWS System
I lie intake tower will inctude the following cquipmem.
*     Trash rack
*     ^utldicad gate
■ holler gate
" l ifting cqmpme al
1 raruiticn section from reeungtita to circulru section
] nksh raji
! h' trash rack  {bar screen] will be of the low entrance iclncttv  tvrvc  ive.- ,t„
1 “Me C.2-30).
°Anger Dam /motion uirf Dfunjtft Project Anger Dam Fws iMrfy Study ftoport
Table C2-M. CharKteriaLica of STS Tmh Ricks
No. or
trash
rathl
5
IrHhJacl
Widia W
Tosh radt hB)MM
1")
fatal trash
Ocklro
-—
Witer id*
Mltlfftu*!
will*
Tukxitr
15        D _t±_
___
Release to
-
1
WTcaea
- .-1
024
11*e trash rack will coelmn of IQ separate metallic profile panels of li/tf 2.5 m wide ■ 2.0 rn high, lhe bars will be vertical, with a clear opening of IU0 nun
Hie panels will be ituLillcd Uh* ecu a bottom and lop cone re It platform and
fixed laterally to concrete pillnn
No nitfch.-uijcid cleaning devices will lx provided
]"he iradi rack will not be accessible for repair*, except in emergencies, when the water level wall be lowered by meins of the HE’S (cither rmbiwi cr tat turn oulkt)
The water velocity for normal use will iwl exceed 5 25 mw
The SIS intake towrr It. will be I .111? Qinml
1 wa pipci will he provided. uphtrcxTi and downstream of the tmsh rack, they wilt iranvnii dir sialic  water head, supplying the buic  information for automatic lowering ol |1k relict gale
yijliliesd_i.iate
Hie rise of the Injlkliesd gale will be 1.3 in wide * I ,S m high
All other technical contiileratiotB presented in Sectim 2.7 3.n] apply. RpdiLSirr
Ihc lire of the roller gate will be 1.3 m wide * I Jm high (sec 1 able C 2-311 Tmte CJ2-31; Characteristic! of SI 5 RoTter Gate
Aallw gj'.t
*Wth(W)
_W
13
Rollflr ij-ileHjoUm gil«
hr«jN|H|
w
re
iru
W
234
1 L__L j
Mil vuCti
Wi)
iROtaeB
L ww J______________ _
t”Z1
All Liilier technical coBidcra^ona prcwnled in Section 2.7 3.nJ apply
■ — - —
1 “* **w i ruHjn^-n
11 >i i
rAflggr Darn fmig rtwv aid DrafoJfr*
Aioger 0jm Fewi-M/fy Sfurfy Report
LirjcKjq;yiEffl£n=
Tt- jollawws lifting cijusrmenc mill he proviJcxt
■ One electric muwniL far the folJowm; lw
LnsiilLxjcrn or dtsm tiding of the bulkhead eX£ by  means  of a coupkn e mcoup'T.J  operation beam. The bulkhead gate ls narrnally  stored in its own groove, under the iotikc  upper pZaifccm level- The mcwrail is  u^-ed for installing rhe tale in iu groove aevd for lifting ibe pie above the electric  winch qf the roller pass. This  trails  in the l^profilc  of the mcTDoral bo«ijm being located xhdc 5 5m above rhe intake LLppcf platform level.
IrtstalLnion or dismantle j of tr.e rvtirr gXe The roller gxc  u ncraulls suspended in its. own gn»ie under the intake upper pkitiorrn ic'vcl by rocaos  of the vvinck  ready  a: any  time lo he lowered m emci^cncio I n iiTilcT to install rhe gaie ibcre or remove :t for tna;or rcpLurv. it is  lifted by the me&arail alter rauul of the winch The weight of the roller gatedetemmes  the capacLLj ni'ihe n^xurati: it Lhc  Assume J  weight of th< roller gaix is about 6 k the mo neral cnpaeiiy will he h I
- Installation or diqmnilitLg nf the toller gate winch I see below i
■  One  deetnc  winch  for  rapid  lawoing  of  the  roller  pale  (in  emergencies,  i  and lifting  h  back  into  iu  groove  uzdr  r  the  intake  upper  platform  k*  el  for  rwmiaJ itarafe.  The  wiKb  ffimi  be  able  to  lift  Lhe  gac  under  unbalanced  water  lev  cl conditi-DEu:  therefore,  ii  will  cope  not  oedv  hvrib  Lhe  dead  weight  cl  the  gate, but.  also  with  tkc  friction  on  ihc  roUcre  of  the  gate  due  to  upstream  prevvure The winch capadiv will be 12 l
lhe   desi   gn   c-ilruJatiun*   of   the   above   pretenied   capjuiiev   arc   pre   rented   tn   .-Vine   a C24U.
Iransitian from Rgcunguiar tn Circular Section
A   vectiun   will   be   incorporated   u>   ensure   a   smooch   hvdraulic   uanmion   Irom   live rccLinguJxr   LlUO   k    1   ,?CWt   mm   opening   of   the   roller   prte   i©   the   I.SW   mni dlamrtcr circular condixil
An *rr vent will he provided for filling and draining lhe tcndoii
SfflVffifo j rT^Jjij{|
hydraulic      calculation      of      the      pipeline,      with      different      powbk      diameters      iv Presented in Annex C 2-4 f_S.
Ihc pipeline will be of itecf embedded tn ronlnrkCd concrete, Wnrt<T i for selcclioa of pipeline diajncrcr sec Annex C2-tf
11
. mr cw-n a*
p
12 Z*ali
l,8QQ torn in rhe pipe
r u T-H-?Agger
Md Primage Project
Anger D
am F
easi
bility Stuf
fy Report
s«lions   will   be   welded,   The   pipe   will
be
provided
wiih
rein
forcement
rinp*   md
iiilemal    injection    poems    for    grouting
lhe
xnidi    betw
een
the
reinforced
concrete
jj-j    pipe   lhe   pipe   will   he   approximate]?   300   m   in   length   iwid   hj^e   a   wall thiekness mm
Cafcuhnon of the ihtckneii nl Ihc pipeline u-all is presented m Annex C2-4f7
CMminh    protection    (tntetiiiil    only}    will    he    achieved    with    the    application    el epoxy paint.
The pipe will be provided with the following 'jxcial Tcuures.
■    Drain valve DN300. enabling drainage of Ibc entire pipeline.
■    Minliote xccm (diJUTKier > 8tK> mm) fncated Adjacent Io the chute release
COrtlrol valves,
fJijy Confrfl/
Downsirrain eonlml equipment will consist cl the fol lowing
■    Two nuilci DN9O0 mtn valves from Lise DNI.SOO nun conduiL
• Twa energy dissipating valves of needle type. DNWO mm.
l~hc  above equipment will be i Mailed jtt a dedicated tv^o-slurry  structure. The upper storey  will be located il gruund to el mid deMgped tor vchjculur access  An electric  overhead crane will be uved for installation and maznicnancc  of the equipment..
fhe haiinoi storey  will include live two needle valves, tnsullcdl hwrizontaJIy. with submerged nutlet. No isolation valve vvill l*e provided uptlrcam of ibe needle valves  The centreline of the valves  will’ be about J  0 jh below live water level in iht stilling basin (1,190 mail), which is  slightly  above the vouth canal FSL 0JKLRnua|)u
The oullel uf each valve will extend tn a DN900 rrm steel pipe submerged emkt through the bottom storey  wall to the vitllinp basin, The stilling basin will supply water tn the south canal by means of a wca
fhe   eJcelrical   equipment   and   auxilitfy   mrclmnicij   equipment   will   be   located   on Ute upper ^arry.
h  is  assumed  chat  the  weight  «t  1he  valve  will  the  about  4.5  1;  consequently,  the capacity   uf   tike   uvcThrod   l-ijuie    ivill   be   ft   t   1he   lW   will   have   a   sprni   of “Ppnjximalely 4 m.
^ro-i
lb Jn||
f" ^-«WAnger Oott /JTjyjfxjn jrrd Dra/njg* Project
Anger Dam Feii/MHy Study Report
Hydropower Station (HPS)
G«nen(
Pie   hydroelectric   scheme   -   sec   Dmwingi   <’   2-52(1   J   to   €.2-60(1)   and   C   2-50(2)
to C.2-58{2) - will include live fallowing eampewntv
•  Intake and valve dumber serving i| (IPS and rhe unu-bottom outlets.
K
•       Two  headrace  conduits  (penstocks)  located  in  llw  divemon  conduit  (CACC)
of 11k dun.
•     Hydropower station (UPS), including tw« Ktni-bottom outlets
•     TtrilriKe channel
Four  1  IPS  alternatives  arc  presented.  Alternative  I  i  RO  ni  hrph  dtrm),  Alternative  2
(85  m  high  dam),  Altensniive  1  (90  tn  high  dam)  and  Alicniaiise  >1  (98  in  high
darn).
Whereas  the intake-valve chamber and the twn h&ntract conduits  (penviocks) are practically  identical in the four nllcnmises  (except fur the pctulock  lengths), die num ptiFiiincIcn of ilw Hl'S (itiitnJled flow rote, range al heads  oiui installed power) ate slight]j iLfTcient
Outing     L-nnsiniclion     of     the     dim,     Anptr     River     will     be     diverted     through     C&CC under the dam
tn order to expedite die works  and achieve savings  in the capital costs, it was decided mil lu construct separate eohduiU fnr waler conveyance to (he UPS and the semi-boflotn outlet*, hut tn use the original CA.C4, instead
After cutnnuasioiutig ol the dam. closing of the C&CC used during eunstructinn and commencement of water storage in the reservoir, the C&CC will be retrofitted (with installation uf two embedded pipes  > tn order to perform the following functions;
•     Serve as an access gallery for Use intake wd valve ekunber (from the Hl’S)
•     Convey water to the turbines installed in tbc HI’S.
•     Release water fmm the reserves* via lire ’wo «mi-ho11om outlets (for RCR and emergency drawdown!
J'dt ihiij purpose^ the inUilx/vcilvc ctuimbcT structure* including. j pari uf t-bc rnLnke equipment, will he creeled in the mom: iU«c with the C&CC The MPS building, including the associated dwtrotnedanicai equipment, the ex tension of the
PttUtwU flam the intake tc Use ILFS, and the B>llery connecting the C&CC with <1* I TVS will be constructed only Alter mrnmbriMwiE ^'c
cloiing of
lhe   C&CC   by   a   bullhead   (ate   and   concrete   plug   (for   dei-uls   nec   Section   2.8   7 below ).
1 ™-x*«nr I
-a*
JS. M< I
-A. n.AngwOan frrigjbpn afldOrafaifltf
Anger Own Fejsdrr/ify Study Rtfport
TaLog into1 considcjalinn rhe mm .ind importance of the dam. it will be equipped h¥ith two semi-bulWm nutleK On addilion to the smaller s<mi-bottom outlets provided at lhe DOrthcED IrTipclon intake). The maximum capacity  of the semi- boituti i cullets  will be 40 in Vs  (JO mVs  each) The UPS ar>j (he two wmi-bc'ttvin cutlets will nor abstract whIct limulumconsiy-
TJk purpose of the semi-bottom mil Jef i is to:
•       Allcw  operation  of  the  UPS  nr  water  levels  ihal  xrr  as  tow  ai  possible,  when inigiiliott is not required.
•     1 jieil-ifate ncccM Co the irrigation intakes for maintenance
■      Allow  1he  water  level  in  the  itsm-olr  to  be  lowered  is  l-ir  as  possible  for  drtm nwtMCMim in J for nfely reasons (in emergencies)
■    ConiinVcvACiHte sediments fnrm ih< reservoir in older Io Hiointaaa the level
of wdimenli as low ±j possible around ihe tnlakc
■    AciLeasc waler stored in the reservoir Ln ease o! prolnnped drought, in order co
ensure water supply to downstream ripariMi eonsumcn
The    senti-baUoin    outlets    will    also    wt    for    minimum    water    release    to    riparian KHLiirmeis whenever the turbines are no I operated.
I hr charwcterutie minim itm kveh in Lbe reservoir ws|| be as follow ■>
■      Lhirsng   tlic   inigaimn   (dry)   *rawnr    when   the   irrigation   rnlakci   are   in   use.   the minimum  normal  level  m  live  rerentrir  will  be  1.3-91  0  rnssl  (tn.  order  io  allow the  irrigation  intakes  to  operate  at  their  design  cajuehy)  nr.-d  operation  of  die I IPS will nial be ml lowed below ilus level
* During the rainy  u^n, when imgnlion is  rxrt needed, die mimniwii operating level in ihc  reservoir for the Hl’S will 4xr ihc  minimum Level □] whiieh the r whines  can still hit^tL al an acceptable cfticiency  (between
1,185,0   mail   and   1,193.0   mask   depending   on   the   dam   aJltnukiic)   and   cuuld be below the bottom, level of the irrigation intnLtt
■       Hie  minimum  passible  open  Ung  level  In  die  trservplr  at  which  water  can  be rele^ed    through    the    senuMwnm    cmleLi    will    Ik     t%cti    lower,    ie.    1..36A.0 mail,  in.  all  four  alternativc-s,  but  curly  inicmcrgcneiiis  (the  lurhiraes  m  the  IIPS ^mot operate at ihu level j
•        In   case   of   furec   itiajcurc   (especially   alter   a   prolonged   droup.hil,   lhe   water level  in  the  reservoir  could  be  lowered  |u  she  sill  of  lhe  intake,  svhich  is  at  nn elevation  of  1,360.0  mail  TtLi-s  means  Hint  lhe  dead  storage  uf  die  reservoir will he about 40 MCM in all four nltcnuiiii rs.
Fallowing is  a Jr.wriptk>n of Uw main camponEtib (nruebtfes) of d»e ^droelociiii; scheme and principal hi^Lrn-fnetbinical equipment inslallrd in caelL
^Lruuluru"! with in nuin diaratletitiljcs
Af.Srr.|!k-.
Li.au
r’ 7-ililAngwDam /rrigifoo and  Drain jg* Prgjtct
1
Anger Dam Feasibility Study Report
fntAko AHCt Vohre Charhber
The water trnakc  will be ilmrcd b-v  the KPS -and the scttu-bp-ilwn nutlets  I he
unlike will ennsiu -of Ji submerged rccum|j;LLlir coKMe structure with fixe J (lai
fine CtjvIi iai^
willwul doming devices, and j vertied (downward) water
inlrt through > pattinlly steel lined double tall-tnourh
Screen   openings   will   tie   CiQ   mm   (which   is   rusUblc   for   the   type   and   line   of hydrauiie turbine* an sidled in the HPS).
The maximum grMS witer velocity Ikrough die trash racks will be
•     0.20 nv's when waler is conveyed tu the UPS (turbines).
*     0.22 m/.i when water is In be released through the Mmi-bosturn outlets
Tlie nwn for selecting such low waler velocities  is  to allow the mukc  to operate without cleaning -or nuintemiiicc, with tiu^ risk  of ib.c  trash racks  being clcggeJ  by debris, and with minimum bead levs  Bused on drew velocities. the total gruss area t»f lhe trash rn-ck ii about l£D m3.
The  trash  rack  will  consist  uf  IU  screen  paneh.  each  me  xs  iifing  about  2  6  *  6.9  m. and made of rectangular sletl b.ir.
FT-e inLilf structure will crranst ul' vertical pillar? and ■nlerrnrdiAle horupintjl
taunt, all hydraulically profiled, w ith a common concrete roof.
Ihernuunum intel water vetocity iMhe belbwxith will be l2mS
Alter    Lhe    intake,    lb?    udet    double    belt-mouth    will    branch    Into    two    parallel identically equipped cundulU, allowing them Ln ajeruic Lndcpmdenily.
The valve chamber will conrirt of □ rcctangulur concrete submerged waterproofed MJLKturc  wiLh a dumc-slmpcd ceiling- wiLh access  via lhe gallery  laid under the dun cunnecting it with il>e UPS The prelinutury  dimerunocs  u! the chamber wall he St.y  - g.(i m. A circular (cylindrical) dumber could alto be considered and this uptinn will be checked in 1l« next stage nf the project
IT.c  main equipiuem installed in die valve chamber will co runt of four hydraulically  Ktoued butinekd slide gait*, two on cacti tromhih one guiurd mite upstream nne senire/cmc-rgcncy  gate downstream The gates  wit! he nciluaUij by  nil pteuure units  able to lulEMMtkally  dose the sen. ice gates  ui an emergenev 
1   l«>Lal   pipe   hurst   dawnstfeam)   without   electric   power,   by   means   o|   hsdiaulu ernrrty   stored   in   pfetfiariad   ait’Ott   twits.   The   gates   will   be   sired   for   a   maxinuum W 4itw velocity of about 6.0 m/s (when water ts released toward the seml-bottomAnger Dam frrig alion and Drj/rjjg* Pf cygcf Anger Dtm Feasibility Study flflWrt
Itascd on thiv  maximum icfocily. lhe prclLmiairy  dimensions  of the pates  will tv 
15-2.2  tn  Tb<  rusimrul  pressure  ul  tbe  gjio  will  be  according  In  the  maximal
mtef    level    ,n     fc>J=ri,"ir      ft*    “th    <la«    hcipbl    alirnutne,    i    e    between    70    m    tn
Alternative I afld 90 m in Aliernaiive -I Commotion of the
jL-tujturx will be almosi identitij m all four jlttrnaii wl
and the
Tbe service jtaJcv  will be able to dose in tpullj ujih.il iik eJ  water ptevmre (under the nbcive-nK-ntiuiicii noennud ptessurt), while iltc  jin-ud gaiev  will be equipped nith bypa.vi pipes for pressure tuluwing
The electric panels of the E34« will be ins.u|led in one rrxMTL
UpMrcm and duwwlratrti of each pur qT gartv. irmsitiun pi wo. from nXLuiirular io circular vcclion, will be etubcAJed in cimoetc  Lof ether «nh the citcufar pipes (Meet lining) connecting Uie inLakc wilh ihe penstock*
For lumdluit! of equipment in foe v  ah e chamber during erection, diunaiulmg and m.itntemnc? works, two monuraih with 5 i electric  bonis  tras-dling on I-beams will be provided.
Access io the vnhc lihamber will bepojoibk ord) nu rhe fallen (ibc upper hall
of ihc original CiCC) £nmKCliag the val*e dtnmbcr with the power >ration
Access will be on Tool only.
Akmg the same gallery, a ventilation dwl (preliminary  diameter jS’y  supplying fresh air to the valve cliamliet anil electric  cable bay  v  (for control power supply  to Hie sake chamber) will be installed.
I^ordci to facilitate th-c transport of heavy equipment (berkomators, gate ponds,
etc.) during erection or mamienAnce Warks, a mobile (wheeled» push-platform
could be used. In the list section ol the gallery, which is sloped, tfo: platform will
fee pulled yp an inclined plane by a mechanical lifting device- (such is u chain
block or cable winch). Thus steps will be provided only m ibe middle section uf
'he Moping galkry. leaimg two smewth inclined farcraJ rumps for moving the
itwbik platform.
Ilwwn-itirafti   of   e,ch   servkt   pale   a   vacuum   tweaker   will   be   installed   for   admitting ’It mtn the ccmduit incase uf urgent closure of the wrvtce gate
Closuj-p of t
^  c<CC niter completion of
c
ihc dam in ruder iu commence water
’-inragc in (1^ lesenou will be carried out by means of a bulkhead gate T his will K ’ rectangular mctallk. canMiudion with tesfocni boimm and perimeter $eils 
wni ih dow-iLclreim side) nd prclimuuiy dimensions 6.0 - S 0 m The gate wall
r
- introduced tu*d luwetvd in iu grooves al the bell-ttioufocd ir,tci of the CJtCC ) 'iiejjts of a foxed crane nr mobile eranc-lorry- of appropriate capably
i.m
V.AngyOBnfrrijjtfcw anJOrarniyf Preytcf
Dam fiudNOTy Stady Report
He>cfraCD Conduits
Itxr headrace cunduiu (penstocks) wilt consist cl steel pipe* tmb^dd^d in coftcrett in the pin below the -gjJJerj. under the djm embmimcEL on the t*ft tun! ol~site river
[he internal diameter ol the conduit will be 2 JO m (about W]
The  maximum  water  velocity  will  be  about  4.9  m  i  (when  operating  as  penMOtta rf ihe I IPS) and 5.3 m '> (when opCAbog as kiiintn oulIci conduilsk
The water vdociiy  in conduits  of ihis  type is  wdl) selected in tiwr range of 4.O-7.0 mi is  a preliminary  choice. with cconcimie QfitfffiUMMni being earned nut m ihc  following stage In the prnrnl case, ihe sclocn? is  a mull of the diameter of tlic  pipe* elected 1o fit ilbc  inner duiKnsMU o( the pan under the pillm in which lhey  arc  Io be jccLwnimiliicd idie palien enivi weti-nn size t* based on hydraulic  ealculatiuro for Ihe disenmn Magei In Lbe nexi stage of the peujeCl an economic  opiimizaUQn could be performed although, due to die %bnfl distance from rhe intake tn die Ilf’S. Ihe benefits  io he gamed from such upUmizalLun would be negligible
For   small/medium   hydroekctric   pLuits,   ihe   usixii   practice   is   id    design   a   single penstock Sm i ng all narbinea
lw  q    conduits  are.  however,  planned  (one  for  each  litrbinc  outlet  di  charge  vah  e) for the Mlo-v. ing reuMv
•        Reliability   dependabdit*   -   after   the   mki   double   bell-ninuth   brant-hc-i   inm iwo    conduits,    each    conduit    wiih    the    equipment    msuJIcJ    along    it    can operate   independently,   even   when   ilw   -other   is   out   of   opcr-aiion   due   io serious damage or maintenance worls
•        lbe   penMocks   ire   relatively   short   and   the   coal   incrcraem   for   two   conduits untcnd of erne is noL sifpiirieam.
•        Two  coudujU  i-nsCwd  of  one  results  in  a  smaller  diameter.  a  l-ower  water hammer    pressure    in    die    cfrefil    of    load    rejection    in    Lbe    HPS    and, eontequentjy,.    smaller    pipe    ihicknei%    and    weight    facilitating    irampori    and imullation of die pipes in Ihe pan below die gdlrr;
The use of two conduits  can easily  be ^comnxKlaied in the pan under ihe gallery  and ire more compatible wiih she honetboe shape of the galtery crcM section, karing ihe upper part be u ted is  an acet*s  gallery  from the EIPS io ihe retake.
Selection   of   two   smaller   diameter   pjpci   instead   of   unc   far   ger   diAmdei
•jJluT-jTudc    pipe    will    allow    the    procurcineni    of    ifiJiuinalty    welded    pipes wiih   extern   J   polyethylene   coaling.   This   is   important   because   the   pipes   in ihe    pan    under   die   faHcry   will   he   embedded   in   concrete,   which   could develop micro-cracks under high itrtemd pressure, possibly leading in (he
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and Orainage Project
Anger Da^n FwiiteWy Study ffoport
Tbc rrudn chamt.tcrist icv n| the turbines ami the pcnerator> jtx-xh ami lluw uicv 
installed capacity) are based on Lhe plant factor, lhe mctb^c aiinuil volume of
rtjtcr available for energy production and the characteristics of the ttterWoir (w
Section L Annex C-2-4.g. lugcther with ibe graph* defining: lhe range of
nperauan 1^e turbine an each of lhe four aherrMlries).
Baxd on ihe uleulMions  presented in Anne* C 2-4 g. the installed electric: power of (he UPS diden slightly,. dtipmdtag on lhe idicrruCkvc, .md range* from ]S 0 MW for nut 80 in high d^m to 20 0 MW for a 98 m high dam
the preliminary  dimensions  n( the turbines  are emmaled at this  stage using empiricnl/slnlHlatal lunuuiav  and graph* plotted by  USSR (iw "Selecting Hydraulic  Rcnchun Turbines**. L-SBR Engineering Mimngraph 20) and according to other wuicck
All tuibiiu; dimetui uns in the plan are cakuJaicd a! a funcipon of the turbine
runner maximum diameter, which varies iligjidy from altmuiiive to alternative
(between 1 -37 cind 145 tn) This i$ the reason wb) the dimensions in the plan of
die turbine ..uid ihe UPS layout (boriimolil section.*) arc identic J in all lour
ahenulitFs.
The diameter of lhe inlet valve uf lhe lurbme. which n equal tn the inlet kilometer of Ute spiral Elite, may  differ slightly  from nhcmilivc  to altemarivc  [ranging fium
1 b to 1.7 m). but wtlji taken as i 7 m in all Lbe alLcmalivrs.
lhe   actual   dimenaisms   of   the   turbines   (and   ibr   UPS   building)   will   be   dcieriTiirwJ in the ifirc.it stage based nn the turbine maouracwrefi rectimmendaiion*
The    vertical    exteM    (and    depth)    of    Lhe    HPS    is    based    on    the    following cotLsideraUCns
■        Minimum     tail     water     level     (water     level     in     FLF’S     nutlet     channel)     is 1337.0  niasl,  i.c.  L0  ni  abuve  ibc  river  bed  ai  the  Use1   of  the  dam,  which  Is  at 1336,0 mail (in all four allcnuihvcs)
•    Maximum    tad    waler    level    is    the    nwdrnum    level    Jowns-irearn    of    the    dam during   maximum   IIchh!   spillage   from   Lhe   reservoir,   ranging   hum   l.)45   40
■navi in lhe VS m high dun Io 1.1-46 40 mas! in the S3 tn high dam.
■    The turbine centreline elevation is (1337.0 null Ils), where lb is iIk
required Lurbint minimum suctiori he-iid corrEiptinding to the minimum head («c calculation oi ilic required sueliM head tn Secckm L6. Aitnex C 2-4.g).
Ike Jkcceft level (tnidiine liall] elevation wm established al n_6 m above Lhe mixunum tail waler level
A summary uf the above levels is ptevented in Tabic C 2-32Angfw Dam Fe«Jibt(jfy Sfud/
TiWe C.2-32: ChirKlintik Levels in the HP 5
Mjc
14* high
dvn
JJM 0
IZii tel ipJfef
t.3U<
tSrah^h
dim
J *10
I.Jtt 3
un tsd           le-rti > i
i Hit)
1761 D
1 315 5
1137G
ivzbon head! (m|
OC
Tirbr* CLdwitai - .rJi
HrS              le*tl (matf,*
1.XH 4
1.3470
IMTfl
fl7
i.uei
i 3*65
25
1.13*3
1
SBrn high
dam
J.MXO
1.3454
1.3370
27
1.JM J
1 3*6 t
Ihc    levels    determine    ditl'erem    vertical    cross    settinru    of    the    power    plan,    and iliffetcul   depths   of   the  plain  below  ground  level
fhe uriilerijninnJ part of ihr UPS structure i? built cm |cmr lev ch fllcxirs):
•      Aeccvc level (machine hall), mdudirigcreciicm bay.
•     Level of ibe genet ainrs.
■ Level of lhe turbines.
•     1 oel of the lurblnc drill lubes and mlei valves.
Taking into consideration ihc ample vertical extent ol the turbine (and the power
planti. the turbine shaft can be fabricated ih twn sections, enabling die turbine 1.0
be dismantled partially from the inicnnedialc level (turbine level) and partially 
ftotn lhe I invest level {dru.IL tuhe level} without lhe need lor diinianiling Lite
generator.
Adequately    sized    openings    will    be    provided    at    tfl    levels    tu    allow    erection/ difcniunhn|t'maintenance of the equipment installed at lower levels.
Ilic turbine spjiul cose will be made m tun halves.
The   inlet   valves   of   the   turbine   cculil   be   of   ciiluzr   die   spherical   or  butterfly   type,
•end   al   this   Mage   butterfly   varies   are   proposed.   An   ui-depih   comparison   between the two types could be carried oul in the next stage.
Hie inki varies  of the turbine? will be horizontal shill buTtcrtly  ON'ObF v  alves, with hydraulic  actutilor (oil tenonwior) tusJ  provision for emergency  closure by the oil pressure unit of the turbine
:         tmhi&c   uuLinlcitance,   clruFt   tube   bulkhead   gales   will   be   provided   (rectangular,
• or
resilient se.ilcdl Four gate* will be teq-ximl (mu fi?r each dra.lt lube), vs  ill, I'relimimry  dimensions  2.1 - 2.H ni 'lhe lilial dimensions  will be decided by  the lurbinc manulneturcr.Anger Qam frrjgition QrarnggeProjecf
Anjcr Darn FtJsJbtfrty Sfudy PfpOrT
Where rcqulreil, Lhe gates  will be manoeuvred by  a niurxiratl consisting of an ^jpclnc  hoist arid trolley  running an in overhead bbcam tnviiilkd tm I he dawutrwin side nF the power plane
Auxiliary  tquipniitnt in lhe [IPS will include ml pressure untu (ofle lor each [urtrint/valve), speed g«venjoish cooling waler systeni. compressed air system. oil
storagcftcc*“,ery 
drainage system (by purnpvl. emergeftcy dewatering
system        (by        pumps).        lire-fighting        system,        vcniil-ilion        syticjn.        eketne' autamalion/SCADA (Mrxlv. lighting, earthing, lifting dcuws. etc.
Equipment will be tiandlcd by  mi LTsetliad electric  travelling crane tindn^r), sized Lu the nia-vimum evpectcd load, ie the weight of the r.cneraCnr roi™  At rhiv stage, according to a statistical frinnula, the weighi of lhe rotor ts estimated at
43-47 tons and the crane al 10 tuci
The travelling crane will urn t>n rails  installed on concrete'metallic  betirnv  in the plant superstructure, m n height suflieicni lo allow Lhe rallevt piece of equipment [usually, the gcrscraicir tutor) tu be unloaded from the trailer and uwerted in the general nr pit Thus  will dticnnine the total height of the vupcrvlruciuro above lhe necov level
I'wu rrum tranifonticTi will Sr provided (one feu each generating unity, indalkd owdrors, under covet of sheds. in the yard of the HPS. adjacent to the I {PS building. Two udiliriurijl irarufocincn for plant services and one itiinj.1 ormer for power supply io the valve clumber of the intake (via tlx gallery) will he localed
war the main trans fvntiers
An important issue when dealing with Lhe ptclunirury design of a hydroelectric 
-■^hetnr is rhe cidculatinn ol'inuivicnt TCgimcv. especially total lopJ rejection in the power plant, drltmiinaliuii ot lhe tcgulalirift chaff oetcri sties and estimation ci| Lhc teguluiiig behaviour nF the generating unit This issue is addrevved ui Sections 
-M Us 2.4, Armra C2Ji.g The necessity o| a surge tank in die scheme is 
|
aw
prcvenied in Annex C_2-4 u.
Seml-Bortom Outers
1° addition to die two generating uruls, two semi-boltem outlet voii.luiU. each rqulppcd with« guard valve and a regulative valve, will be acconunodokd in the HPS building, uh iIk lowest floor. Tike two onLlet conduits  are locaicd between die twu general i ng units, ralltnj fnr an unusually  wide building to hoixve j snuill ivvu-unit puw-er plant (alx-us 13 ml
The
the
preliminary  diameter  ifl  lhe  two  cunduiis  i\  1.7  tn.  idtmiical  to  ihc  diameter  nJ 
turbine inlei pipes.
^’k’   yuani   valvea   arc   I   7   ni   diameter   buttnfly   valves,   wuh   hydraulic   i^tuaiot   {ml 1 *TV0«n*»[or). f or uniformity and ccinveruenct of mainlcnan.L-. the v jJvtv will be
B ■Ufrt'hjpO
kq^-A—MJfe3l13b1 h
f ‘ H_u-s- j?S
r
L?   the   nafr'-sc   valves   arsd   Ixatai   hetw«*   l-ctl   cm   lec   fo»cic   <*d   of  tbc The   z^ximon   water   *ckciry   le    she   !xr.n:'-   vah   e*   will   t<   abciE.   S.S   mv 
wfexh    b    i    reiXT^dy    tnzh    idodl}    fix    cx%!rj    bucerf-*    viJvcsl     b-z    is    jccrpcibie -p xjx of specially Assigned turtw mlct e*
H« reprijring discharge vibes  ™  cS ih< taoUow jet iHowd! Buifcri rypc IZO m in dixnei*?. **ith Mdemlic  acTuators  <2 oil senwKMWf per sjJv-tL insulted x the efid <?f the pipa, outside the Htildrfij ion the derw-narrMm *iJ< •
Tw fteuJjzinp lake* ire IocjlcJ  aboteibc  mavLtrurn Jo *nvvcxm water Io el tn the KPS railnx  channel when either ih- iwt-ine* nr the semi-ben am oudefa uv in use. I lijwocr, in the case of sigrufieanr water duchargt from rhe rocnoir o?cr the d.Lra spidwzy. rhe downsuarn I'Ud i waler level mci jjxl the rE-gulaiin2 ? ahc* could be temporarily  submsgcil Although the valvo will. net be operated whea yjhnKqged they will be specified to MithsunJ such cofidrtkmi
The   two   wmi-baMom   liulTcb    and   Lhe   associated   rcjpulattng   vjUrs   air   deigned   Io fiiHil too main purpose*. namely, to
* Occidooalk  rdase wmer from ibe reservoir n a variable Jisclioige up to ihcLT maximum capacity. ic_ 20 m1'* per *ahe [4t> m’ s  when hoih arv operated aimultaneoualy). whenever required (kc Section 2 K I above for a partial list of situation? when botlom water release could be needed).
* Release a mijumum con?iant waler discharge* Io suppl) downstream riparian consumers  u*n a dail) bash when the I IPS turbines  arc  nut in npcration, especially  during the dry  semon, I he required mirumum riparian demand i? wliniuicd at Lhn? stage al 1,2 m% Only  one cenduii and valve will be uuh/cd fur thi? wept.
Ihe preliminary  diameter selected for Use regulating vd?e t? I. ?0 m, which n in line wilh manufacturers1 iMoraunendadoris  for this  type of vrfvc  (manumini rrcD-nntcndcd wurr velocity, about 20 m/s) The pipe texiion upvtrearn of the rrpjlai Lug valve? will lx  embedded lu concrete in order io wiihiiand %-ibraifoni al **h high velocities
Kier nominal (wotking) pressure of the regulating salves, butterfly  valves  arid other fittingi-'vjjvcs  installed on lhe waler conveyance coeiduila on the high pressure side m the power plant hn-alt depend on lhe trartdcni fl«w calculations (water hammer) during total load rejection under worst-caw condiLLOtts  (see ^Linn 2, Antei C-2«4.g). itacd od preliminary  eateuladcm du? nominal pressure wu determined to be 2 ID m fobnui 2 I MPa)
Ilk: ic^ufatihg discharge valves wrill irtl be cipcrakLL'opeiitd whejs
At tc4isi one 1urbu>c ls working
Wajet j3 released Quin die reservoir o>er iBe spillway-DraJnjg*
/Inger Dam jFms rtirirfy Sfutfy flepon
Aujrffiary BuiWVngs
I he fallowing aux I lurry buildbigi smH be lacked m the yard ol the HPS:
•     Admlnirtratiw building. j 12.0 * 8.0 m two level building. ifXludtng wi
least;
Two n (Tices
Toilet'd mwcfo,
-      McctmueaJ workshop.
-     EltcIricaViiulnjftwnution workshop.
— ToolVkginrc parts materials store
-     Meeting mm.
■    l)ic«1 generator build ing
•     Diesel Tuei Intiks.
■    Oil tanks (fur LrmisfornKti/lubriwilioo).
■      G ijjjii vcc'iin lb IhTJSE
•     F.mc rgcncy ncccM l escape) pit to the jjulten.
■    Two sheds far the uiain trawfarnrrs.
Cons true (join P/uucftd
In order to expedite the J IPS works-. the following sequence of canMructkin is enviiagjcd:
* Constntclion of the approach channel iu the C4CC., the C&CC between rhe inlet pond an*! downstream portal, under the dam eoartroclfan sito. and rhe- duwmirejin diversion eIwum !
* Concuntnlly  with live above, rouitruciiati of die intake, valve chamber structure-, including the upper section comprising the sloped uiapcction gallery  (with steps), grown far the diversion bulkhead gate and alt embedded pad* of the bonneted slide pates and intel pipes.
■  In^tdlation  nnJ  Lrrtjiig  of  ihc  intiike  tradi  rocks  and  H  feast  the  Iwu  guard Slide gales at the end of ihls stage and before dw CiCC
*    CoikStnKiinn af I he upsUeani CrdTcrditm
*    Diversion of Anger River through the CXsCC.
*    Construction of Anger dam.
Following Ecimplciicxrt of Ibc ilmi. the waler ink I to Live Ci.CC will be closed by means of the bulkhead gale with ibc help of a crane- ft ts iccommecdcd to close the CJtCC and begin nvalrt imjKMindnwol by the eml of the dry seaicm (aruund the end ci] May)
1
* Inunedinicly  fnHowing closure of the C£CX\ the concrete plug (■bout Ul'U nr1) will he cast in tlic CfcCC behind the bulkhead gate, which u noL dttifjncd 1« wirbitand a pmswe higher than LU m The duration nfetus slijlc is CiiuiLiiied a1 tsvu weeksAngtr Cam frrfoAtKW jpd Dfjifljgtf Pro/cct jflfiger Dim FwsrWJrty Study flrport
# Followiilfi closure and plugging of the CACt\ implcmcntauon ul lhe following works  up to completion of lhe scmi-boilom uullcn k chlidd since dicing this  period waler council be mkucJ  from the reservoir re du^m^trciim riparian cuntumers;
-     Excavation of Lhe pi1 for ccm-d ruction of lhe EIPS in ilbc anginal
duvvrkslmm diversion dfunncl
Construction (civil works) in ibr lower pan uf rhe 1 IPS structure (the first two lowest levels). Including ihe anbedded pipet of lhe two boiumi outlets*
-     Cnnsiniction of Hit* two pentlocks from the uitikc to ihe power wuiion
(about 600 m in the case of the Vfl m high dam) for ihc most pan in the
lower half of rhe conduit, including laying of the pipci utmI wye-pieces, welding, easting, lestcng runt casting of the concrete surround. Completion of the IIFS outlet (tailrace) witter channel from Hl'S to the
jiLftdiori wiih the liver,
-      Install  n1  ion  «f  service  gain.  oil  system,  auAkliJifies,  clcctnc  panels. flnWhing   works   in   the   vahc   chaanbcT   and   (temporary)   clecirjcnl connection oJ the intake iLidc gatca
Lmialtalion uf the four bullefUy  valves  (including actuators  and oil system) and two rEgulnling valves fine Lading Mtoaiora and oil system) m the I1PX, including (ternpemuy) electrical connection and dry te^ls
-      Testing of Dir intake slide gales, huLicr-fly \ aka iind knnt-boLlom uullci regulating vahei in the UPS
The duramen of the above wwks. sMtuich will be carried om vrmuliskncuiialy, is estimated ni not lucre tim 6-8 months, allowing release of water through lhe sciru-boltmu millets in npanan consumers at the beginning of the aubiequeni dry wasun (around January).
*    Coonectlon nf the accts gallery 1© the I IPs
*    Continuation oil IPS clvlI uotkx, including embedded parts Ibr cquipment-
■     Burch  hackfill  above  the  dOWTHtream  section  of  the  UPS  acc«.i  gallery (including  simple  lion  ot  ibe  dowiBtrtnin  coiTcTijnm)  up  to  the  final  gruunJ elevation of the UPS mutyard and ncccss lev el..
■    CunsiFiiLlion of HF'S supcr^Lnjcturc and mof
ln-sCilitiLlion uf the travelling crane in liic UPS
Ereeiion  of  mechanical  arid  electrical  cquipmcnr  in  the  UPS.  QLrMliary mntDilhiiicins and auxiliary building^ in lhe court)aid
*      fritiOistni/ccHTipleiiun.  woclia,  electrical  euruMction  of  the  UPS  .vid  intake, ^penning terta and coninlissioning
the duration of Lhe wnrio, from icttuig to work of ihP bcliom outlets tc*
'‘ t*inini4.i;ici
nn
i ^             |jpgu jg ciirnuulcd ii about 18*22 monlha
^5- lhe miai period of cocu.tnjci.ion of live 1 IPS, Gram conicmsswolng of the dajn
u  Cm
cs unMed io range (rum 24 io Jtl muuih>
-     '™issiofLiftg of the HE'S and «Jmmenceretarnl of energy nroductiorL ii
■ JILL
C.l’ltinAfpgor Darn taftp diem and Dralftjgtf Pro/ecf Angw Djm F»iyrhr7rfy Srixfy ffoport
. r 3 frwfpy Production
l^e  electrical  energy  produced  and  delivered  lo  lite  ?ys1em  by  Lbc  Hl’S  in  an average yea* rnJ? c-'i<',lnjJ«l according Io live !n| lowing formula
F- - S.76(f * 9.8 * t|. « T], * r>, - ti, •■ Q„ • flj
Where:
i1_ Average luilntic  efficiency, estimaled al 0X7, assuming thai the iwthilicv opeiulc nt loads ranging from 50 ru lOCTi of Lhctr capacity, throughuui lheir operating range.
Tlf Average generator-efficiency, cstunaled at 0 97.
r|. transformer efficiency. c.dimateJ ,n 0.99.
1]." Efficiency  of rhe auxiliaries  wo ices  ul'ihe plant t auxiliary  water .uid power supply syylemt ajuJ internal vcrvvcei, including c<miLngeih:icj). evlimoxcd ,ir 0.98.
Q„  =  Average  flaw  rife  available  Io  UPS  fat  energy  [insductton  ties  I  able  3, Annex C 2 -l.g )
llj Average (design) Irnad (see Table b, Annex C.2-4 v).
The   refilling.   quantilicv   of   energy   evpetted   for   all   four   dam   licighis   ;lt< lummnrized in Table C-2-33.
Tablt C2-J3 Estimifad Ouanljlin o4 Energy Produced
Q- ”'.4| Hd(rn)
£ WWjmBl
larrih^h 1
dim
r&J
_«» - MS
15 whlj|h
djn
IS 4
ESO
Mm Hflli
djr-H
15 fiT”
MO
Ji.7
■W High
Cm
1*6 13
MO
749
■2D __
value? tn Table C.2-33 du tx>1 purport to be accurate or even probable energy priid'JcLimt  nr  energy  output  figttret  They  nre  merely  eflinutet  based  on  ilie
■  "rcr  ftiver  Itivnmc,!]  intliiw  nionlldy  volumes  (see  Annex  C  2-J.a)  and  the ’'Siuinpiijrt?1 nii*k iti Section 1. Annex C.2-J p.
. u’ Jlyisc figures lor ruuiuid energy outpJ wc in the nuiftc cd figures nlcuhfad 'p Aunex C 2-? b (Table Hj However, sltghi differences, are apparent liflw the 'jpcraiifin report calculated energy production based on historical simulation of ^*in and ups cpcniiiojt during a period of J 5 years, while Lhe figures bh Table
■ ■bove are fused on average volumes uf waim inflow and demand. In
” ■^.|util
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1
Cktst Ejbmates
*’bc  of oeebisiri! I't'^iiyaiM.
r*~ —     "- - - —'— LZ_-r Z"
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Tittij   -^sst   £sz=XaJ   Lt-*;   1   TAHAL   dttjbase   f:s   i   ~''.rf   fcydtepow   exuci.
- ■ -“.' Zr--e tec3i ±SSZZ Zz_rr: -fi■-. ”■        lB
S<o± of the eo=5 ^tst --pdi-'Ml by 
i.rrtckc i>cL>n :.^ aaoewn fcr
-z>_c±' price osciLlz st* is — (xJd of-CT-j- cspapsien. r-r^. ir-i =eo-
i-           Electrical Works
ij.J HydfD-Generator
t               Gfflrra/
Two hydrodoaric  sjTKhjLrMtLS l—cvi^tl. ot uJkru pc-fn. ’■ctihiil lypck  will be csulled is  rhe power statics  - 93 \nv, $“S rprr. fentraLcrs  for rbe <0 m high i=a. tf>J J-fU. -jJJ rp™ s’CKTXoa for me 91 m fei^h dam
The e-jipui wltigc of lit gaentoe will be 6.6 kV.
I  he  power  station  mil  include  a  lynctercejjatiora  sjiiem  herwrm  the  generators IntmwH'ieL. and between the gcncralors ar.d the ckeinc cocnpuy iupph feeder
D-zLuli of cJectritd Works  WlH be determined duJlEL; the design itj^e Thjf Metrical livnui jrJ  single tine dugnuxu art ihowo. tn Dminp C2-4h 11 in c 3-®(lj ind C 249(2} to C 2-41(2?
.Vraifw/ Ertrtfr&ie
Tbe generator s-urnr umMj will be cgnwcted in wye wiiEi^uraLion, with the
□eutral hmJc cjjrhcd through a distribution tfun^firnjirr scenndiry resistor. U uh tt method of eanhiitg:. the gmcralw r-ruind cuirenu dunnp ptmc-iogromid
anil u United io a vciy km tiiuc, usiulEs ISA The possible damage j* the
***" is UiErefuTc the least of any ol the sariow ritihir.; mediodi
11 ^eIc pole air break dixMMcenr will be prmkkd in each ycqcraioc ncucril
l wcuiL lite divLi^rincccur. dislribulian tnuttibnntf iuuJ secondary rtihior will tx 'fulled toefihd m a suiuble metal housing ITw diiiiLhuELnn Iraiufarrner will he
die dn hpe  and its ^pccificarinn will
u
include insulation of i Type that will not
u
rc H ur a heater l<i Jjtep ntoisturv out.
i. ,
f-FKir rhwM-q^
c.2-tmArtjjr Qjm frn g jtipp anrf Dra/jttjo Project
Anger Dim FiwMify Study Report
//yrfjv-Genrrff/or &er/orfon
I   tit   cxcii«   of   tlrc   thyristor   bridge   rectifier   mH   hr   fed   from   a   transformer ufliinKird  ra  the  gcncmior  terminals  nr  a  bnahleis  exciter  widj  a   nHaHrijt  AC r eiHr330E and rotating rectifier*
Tbc  cxciltr  will  have  fast  response  times  for  scabiliruig  the  generator  terminal
■milage during sjitrm npcraliun and hulls.
Step-Up Transformer Arrangement
|i in awumed dial ihc electric company will be cnnneelcd io the 1 IPS at .■ voltage
uf 33 IV, this voltage level licin^ typical for dirtrihuliuti systeun uf tin* power
'[be exact voltage level will be coocdinsUd with die eleciru- companyL
Each generator will le connected to asi iridojJiial sicp-up transformer <?6'33 RV, about 12.5 MV A, ihu amngemcin being more reliable than □ common step-up LumsfoniicT  arrangement. If a fault occurs  in utie iransfurmer ihc  vecoml irarujnrmet will still be availahlc Co supply lhe InaJ
The  iraru  fanner  will  be  of  the  ihrrc-phmc  oil  imnicned,  jell-coded  OMAN  [nd natural, ait natural) type for outdoor operaliibn
3J JtV Swrichg-ear
hwiiehgcar will be nl the primary indoor type, gas insulated, double busbars, SF6 or vacuum circuit breakers. Short circuit breaking C^paciiv will he at least 1 ,000 MV A.
A  dnuhle  hujbiH  arraogenLcnl  is  inoic  re'tiblr  ihan  single  busbar  januigcmeni during faults or maintenance work on one nt the two busturs nr on equipment vnnnccicd  fa  the  buihanr   it  will  be  potsiblc  lo  tran«fc<  rite  loads  in  the  intact binbarx.  enabling  supply  nt  energy  fa  the  ninxijtium  toad  occordmg  to  the av.nfahlc tmjryj- joutftu
®fap-Dcw/) Transformer far Power Station Services
approximately 630 kVA, 33/0.4 kV. three phase, FihfAbJ, oil imincned sicp- WHvn Lmnrformeii will Im hubdlcd in i-r suuwel
® *■■- iTUiutanncri will be tumiccled I* the main 0 4 kY Word.
lopHkHo U, n 11
f’ 7-HilAflgf Dim Irrigation jnd Drainage
ArijBf Dim Feasifr/Jty Stutfy fleport
|\id!i    tnirisfonnrr    ^ill    Capable.    Jwinjj    a    faufl    tn    llie    nilxr    former    »l mpplyinu lite comptclc loidofllsc mam 0.4 kV hoard
/9 J Warn 0 J kV
The  rtuin  toward  will  lie  wpplied  by  luu  *tep-dciw*n  Uaraformcri,  service  Jicsct generators nnd 3 UPS system
A diesel generalur will supply power forcxscniuil UhmIiduring cjnerfeocki
Cojilrn]  and  SCADA  Systems  mJ  cwritial  Inadlx  will  be  conneeicJ  in  ibr  UPS lyTStrrt-
Jlic main board will have a sepAfite busbar for each supply transfotmci i Ik  two bnsbiwu will be connected by n busbar-tic ctrcu-1 breaker.
In normal operation mode, die bwsbardie cit^uii breaker sv41J open. During a fault in one of the LrariitnrmcrSr the faulty  iraritfarmer circuit breaker will be npened nnd the liirsbcr-iic  eiicuit break er clowrd. Ute two busbar* will be cuiwcleil and only  one Irani runner will supply  power In them Auinmatic  Iran*for ot *uppl? will take place between the iwn traisFaniirrt Aulomatic  irumftF  of supply  will tike pl nee between the tnasfomtet and 1lie service* dirset ^cncnalor
LlgbUncj
LijjAtiHjj Lereh
Ibe minimum average illummaLitin level* (in I at) are ra follawx *   Machine hall*-200.
*   Auxiliary 
eg. pump rooms, switchboard, etc. - 200.
*   Control roums-50fl
*   tiitranw knIJs - |Q0.
C irculat iliji area ud eorndon -100.
1 Hildnor lueaiions involving hinnu.it operation of equipment - 50
'Jwfeflfround servicer jtJ access gallery (aJSnwing access tn vake chamber and inlet) - So
*   Rnud on Jjini crcti, _
1 tJa.ni iavpecuon gallery - 50
t-’fihling ol indoor work places will be jeeordin^ to ISO 8905- t.1 roads wilt be ocunrJuig Io ENI IS QI.
------------------------------------
I J- ran
f’ i n1*
f » ^rrnsunJ
Tbc ^JcT£tp^4 £&!■liv 
Gaiter* fC^tCG
R£« ial the power '.l^l.-i auki
j,-" tc -----------^7 mstj cf 1 ■ 3-6 X C.^r<n: [FiSS tlv-*T->
:
Tfe ;.^-—"s li.iXtfc* '-*■— 7e
rtj the p_—, cf;!;r^ The J i=jpc?
will be iSr— 3.7 h fix st r- nj-t J- — !TLi±!rfT of M hn VgaiSffl Cb’tiK gtrfTJ »lli bt *Tr ISSSl of bl^TiCTT
Pwr Station intake Suppfy
Stypl* to - -c 
L
Ire" ±e pffwff itxa.* *iU be bKtad -jp H i i«|
i$J          D»m Facilities
lL>                   S upply la Tii^ Pam
the  tjxtnsx  lud  cf  AOfier  ir-  will  be  uu=crr-lT32oJ  Ln  r*u  ^rcx>  the  fir>i  jrej car the frn^b-rr, pin ul’ As d±m kxS xcoad ±cxr tb: kxnhem pan pi the dim
TV.e  dlecKe  betw«o  the  power  turion  asd  the  mu  K  _ltJ  of  the  nanr-eri  ira be ibourt T .4 lun
The £szjuk£ betwccD the pcracr itazion jleJ the mis bnird of ihc wrjlhcrn am wilt be            1 kjn,
ALcordmg iu uAk'JjiiijnA is will be cheaper io Juppl} th&e loadi from the j» *cr ”-4li«rn b> means of twu 11 IV ffedm- u -forapifDJ: wjjJi ij.4 LV keders
The [ I tv feeder! will abu cubic husppLj u> larger addmurud Inada tn Lhc future
lhe G.4 tv feeden will be pepewn r. hnc a ^er- hash mut section. and will jkA iLdudc ia npoon tr» supplj iiliuerjJ load*
^pph  of  [  ]  tv  io  Lhr  djjr.  will  be  by  underjifuuhJ  cobles  Lud  in  i  cacJuit.  du*
1JT  £i
^ e«^«ii being: more reliable dun the iUcnuuic of in nverbead Lune
^ PPly to rhe north oAd ujuth orw will be backed irp b;
u
B Iota] diewf .-ctuzralon
KaJiq  ecmuauRijc^ijon will be insudlctl between each dun ckclrit-d >ii< and the tnf Ufol cosijt looted in rhe UPS.Angw frrijufan Md Duinagt Pfo/vct j*r Dim fiMJrbWy Study Report
■]k CootrailDr
re5J n itlc for supplying power to lh< instnjrncn-ui.riLift
xi   i
eoujpcPEnl   m*tallrd   ut   the   dam   dnrinj   its   CMsIruclieKi   and   for   delivering ^vujed Jala W the Resident Engineer (jet nlto Sccium 2,11 below)
Qgm Cmt             LigAfitrg
LJam crcSt roiid liphling will consist of high pressure 150 W sodium lighting
fixtures itislalled tin II* in light poles spaced al intervals of about JO m
lite towage Ii^hLiofi- level Will he IMO lux, nr as required In Ethiopian ciandinis.
Lighting will be by means of two cirvuils I he first circuit, for ine northern part of lhe road, will be supplied Iron, the northern nra ekcln^al heard. Hie lecimJ circuit, tor Hie soulhctn pan o! the road, will hr supplied from the southern area electrical liuiird.
/Xlirl /rr.ipec7ruw GaWcQ'
Rie rlnm irtspcclien gallery  ndl be lllumuMted and \entilaled durinjj mspectiun ajkl maintenance W'orkK The electrical pauer source should also be nhle la MtivBlr aulomnlic  pumping ol drainage water and any  municnar^c  tBachmcf) / looh owdcdH such as drilling machine (down io 100 m depth'
Structural Design
General
Structural design IhcllWi  on feasibility-level c.virtutialion of the Jani according to rhe two height options: OS m .uid 80 m
■frafflfdnfr irtld Utiiti
All dciipn              prepared according to British Standards (blest cditiim) and
■nLcmatinrul   standard*,   unless   Elhioptsn   siandards   Were   considered   more ORprcpriaic Iu local conditions.
All cnlcailatum* were carried out in Si unru,
A *jfi'iir iJ^y^n^rf
n
I he cjJcLiliiinnj; fur ihc Viunuis structures used lhe fullowsiyj sotlwme
ATIR , Strap, Version 2010 (ID Hnile elements} A UR - H jjilcJ, Version 2010 (cak ul ation of hrainsj
f
A1 JR Column. Version 2010 (ejJcutiftOfl of column*} 1 -uix-Clkumel, Version 2UO5 (calculation of ccioerele pipe co*er).
I? J411
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c;z-i07____________________  Qjm Ifriystian yut
Ptojirti
4-ipor Oiffl Fusibility Stutty
[ix  active  ranh  pfeMwe  CDtlFicicfil  uJupted  ii  O.3O  (mtd  i^hetc  the  ilrtWlund elfmrni i* (0 IKVt rn llw direction (ifpessueel
I he passive earth pressure cotlTitiEnl it 030 fused fcr lliuctLpal cknierils =>L
ieM)
ClWfft ■ Gtirftat unJ Frnpfftit*
Kcmt'prtEd   tpnc[ci<   will   be   used   in   hydraulic   structures   and  ^tbc-r   facilities UMKiolcd '■dill [he difti itruelitrc
I    he    dcnjjyi    bf    itiqfuttcd    OMKtcK    ilf4Ktw»    will    be    weeding    to    Dfitilh SlindardR such di 05 EN 1992-3, EIS EN 1-W2- M and 1JS EN 296-1:2000
l“he     eoncreie     i=tu»     and     iltcir     characicriiue     mkh^eIii      hk      jffvcji     in I'nhlc C.2-M
To-bli» C.2JB: Ccwcrie Strength Cljists
C™*! (l  . MP/i_
tjp*
lh
ChmdiMic
cubfl ■mngfli
MP
CM
CM
RwflkrtocJ cukt-e*s MS
Rm br ail tufts riJ< 4SC
L        J;
K
C_.
M
Cl*
Hm?r-j
Prfj’urjn,! ernrrtr?
Ji8 a
300
bo
Et/diO-j WKH>4_      ]        x 0
CtenxiM for (be xt’-ncreie miflvrt it ciPf
<Jiher prupertiw of ccncreic ore      follows:
*      Modulus  of  elmkhy  Erm  ■  B  (o-  33  dPa  (MXxrtrfjqg  in  iLrmmh  <[ass  nf <<HicrclcJ
■ Cod tkienL of linear enpfsniifm - JO 0 - lO^rC
Rfittfiift^rtitMi - Gtijfnl and Fropertiei
Fieinlpfcenkenl ban will be uT hoi rcdkii tuijli yield tied ind aecordini! ttt
Ethiopian suxkiud ES
RrmlLirtentTil t>F ('uncrcLc. P.LTI ? Rili(>ed IJji'tJ. TIh: Ehl luT-vni-p. should be nnted
E^uividenl to ISO 6935*2 109| ($[eel rar
*     Ethiopi^i
dciiilc ftuMi ISO 69.13-2:V?J1 m |he [cehni i!
icquij-cmcnLi tcEirding chenucil ccunpotidon and hw mzcs unitAnger Ow imgitton           DrtJn jgff
r
Anqtf Dam feasf       ty Study Report
a Cfj" of rtinfortrmcnr itttl n RB+DCi for ill structures, unir** uflx rx*l5-c requited
■   Yield iLrcn.j;!h n -MW NWnra* far llie nlxB e itrcJ.
■   Minimum cover for reinroraccncHl fw dl tfmdures m eonincr wiLh waler emri!i will be 50 mm unftti glheFwin* staled - we ilita on each 41 r
ttrurclute.
*    Standard dijuiKlm ul bora iwed fur rcinfarccd conereic will be 12 Ip ?2 mm (12. ] I, Ifr. 20 2J ind J2mm}
*    MuuEuuiib lops oF hui^kudLiui Kin will be *17 * bar dLimcicr- un1ti5 nihci wbc scaled
The minimum sled rcuifDEtcrncfil required far strucium will !< ns follow?
i] For concede structures cnntninln^, waler (a_i define J in IIS EN I ,JI]2- the uMjiinwijn sled reinforarmcnS p is pnen faji:
r
W’hCJt
f u dirrcl Icm-iJc Mrcnglh of immarcrc coneieic f - duractcriitic jJrcnglh cframfaccrmcnl
r
The  eJTcclive  section  thicknes?  and  minimum  reinforcement  arc  presciilcd  in Tabic C 247.
Tibi* C.247: EHwtire Seclton Thickness and Minimum Rtlnhrctrnent
SEn^ol rlfmirM
ThkM)ri | 41
aiti&M ail1
twit <ri,
iy_______
MirifTiym rtln^orctflitnV (nu-fe’ifflj_
Wail antf u. sanded ilat* | H less th-Ji 500 rm
H 7 Bite fur MJ r
GTdcjM v«Xi
II in? ran 332 mm
IDp Uct
<3 325 > . M?
0 325 X i 2S0
0 325 % i M2
IBoHmw facii ~ in tor. locei
In both Lcfc* id
ii) Kot bHd^n Hie ffunintujn reinTorctrnmt rulio r to be tiled over ihe elf-
urea ts ghtn hy. 
’Clivr
0.024 /
t =--------- Ji
A
Where:
ft clurjiEleriilk cube sLrength of catititfc 
t-, - chjracirrisiic iirength of reinfofetmcnL
IT J«tJa m I
(x
.  .4^ -I .J ^43
C.2-109Anger Oam /rogation aid Drafaag* Prg/ec t Anger Dim fihijfMrfJr Sfudy Report
iiijl’ur tJlli£T gocktuLc slmchu-ct the minimum win/orocnicnt ratio |u he u*cd over the etfcchvc  area will be delcrmincd according to ihe relevant fwnnula in ibe appropriate standard
fnf jko Tom?rs
JJrirnip/jOM tf-ttrf O/nifflrikuLr
The  dam  project  include^  two  intake  lowers  fur  rrrigalion  putpcwl  (fur  location of liw Intake lowers, see Drawing CJ-4)
Lach inlnkc lower can be accessed from the dam crust by ine.mv uf a pedestrian bridge.
The intake tower will coruisi of a rrtnfmccd tuorcrclc  ilrm uf tcclangular cross see lion The bottom ul each tower will include an extension in ilw farm -ol n xcmicircular chamber prelected je the waler inlet end toy  trash racks  An cullet pipe will ml lew conveyance ul IWS_ A IhlI&Jx.-iJ gale will be installed on each opening to block  incoming or outgoing water during niainlriLuicc  Activities. fur whkh purpose a crane and winch will Ik irulalkd I ibreglass  Ijrddcrx  will be ewed for maiiilen&Me slnlT.
The  trow  sections  of  the  tower  Hems  will  be  identical  The  differences  between
■he  lowers will  Ise  in  the  nutlet  pipe diameters  arid  the  tower  height  which will depend on Lhe dam lieight In catto case
I he genera! tturjenssuits for Lhe inl.-ike lowers arc as follow x
'• For the m high dam the to<4 height of the concrete stem will be upproxLmalely 47 tn. and for the ftfl in dam. approximately 15 m.
* The main lectongiiliu stem crow section will be 6 4) ? (i Q m,
-
ihe radtus ol
ihe circular trdet chamber will Ik 4 6 m
■ Opening m the concrete walk fur miLtcVinkt water will he I K m in
diameter.
fhc dimensions of ihe various structural clrntcnis in the tn lake towers will be .-w folluwii
•     llase alitih, | 5 m duck, cast on gnunilw compiKled Layers
•     The luuixLuiuih fur the lower would include pdci bO cm m diameter jnd 20 m long to withstand gravity I uadi and uplift
*     iliicknesi ofwalFs 1.2 m
*    Twq bitlkhe.id gules for conlrnl of waler supply system giie; taeh 26 * 2-6 m
It. .hiu
c.i-iii)—            —             -
_
ImjatiQn and Drajnjgj Prg/ocf Aj?9w Dam ftasrtWriy SfLndy Report
. CrtrtJ SMUM Of uipponing columns in the inlet chamber U.6 ■ II. K m
•  IIiiAjicss  ol  solid  slabs  for  .Mem  enhance  0  6  in.  few  landing  dabs  OJm. jnJ few Inlet chamber tcilinc 0 K rn.
For      poJtzsu-ujb bridge and irrigation llLc-oI! pipe Me Seehonv 2 73 and 2 7 I, icypcetively. 3m low,
f.ondi dm fie Thuer Sr/m
Gravity load, live J Mil tmd lateral load were cimndered, at follows
i) Ikdeslrmi bridge
Total  gravity  Kind  icadion  from  pedcsirinn  NrJge  1,243  Kn Tola! Live load traction from pedestrian bridge [05 Kn
11) Gmvi tv load ul'itiwrr coffinomcnh ToIjI gravity load from stent entrance tLab
1‘oUi] live load from stem nMif slqb Total gravity fond from inteiincdiiic slain To la! live load from inlcrmedinte sbH
Total gravrly ]l>iu.L from walls (According to ihc height of live lower) ToLal gravity lo?d Irani base slab Tomi gravity load from rruKcilaneDLis
iii) Eaflhqm|te In-i^ral forty;
5d0 Kn
IMOKji
130 Kn
40 Kn
26,(101] Kn( 19.500 Kn)
j.ono Kn 20UKn
•     Tlte lateral forces caused by an earthquake are del med as the gravity load of   Use   structure's   ciwnp^ncn-lv   multiplied   hy   the   horizontal   seismic acceleration factors
•     Seismic acceleration factors ok sibinincd liom the gecLcchmcil reporl'i
•     [he project: area is characterized by u modcriK level of sdimic esents
•     PcjSc gruurid itceeleraLion (Ki A J estimated for design of tlsc ini nit tower Slruclurcv for (he 100-seu design period will be 0 Wi p,
iv) Hvi|rmutic Ijjrces
•     Hydrostatic fot-res ad on the tower stem w Jis m cate the rower is empty.
■ llaliinCcd hydrostatic fotccs in all oilier sitnatfons.
vf Ijpjllt
Uplift forces art equal to the volume of water displaced multiplied hs i)k uni I weight of water These are caltulnicd m PMF, elevation 1,432.7 mas! and 1-413.7 maid for WratadW m high dums, rciprebveh Tor uplift forces  a safety factor of 1 5 is requited ■Jnjir
Ftulbiiity Sitnty Report
Ci.rnihiniiiiriri I
I tie
load eombmaLions deemed ma« critied jjc defined
ax follow*:
ftff
J toft* Mfr Ond fbundjnon
*    Reservoir at t’MF level for uplift forces.
*    Reservoir ar FSL * catfhqualc for MabiliLy AnaJpts
*    Resenotr empty + canhqwikc for fnimdarton &vct>LirsAing For cflfcnjftrJj™ *tf lijrjg-Mj mfwr-hfFj rfjhr tower 1 true Jure
*
[h order Id died nvcrsircssing uf ihe various nudinhcrs of llw tower xtrLMluce,
varinus combinatiorn of loads wil I be uxJ In assess the force* acting on each
member
■
S-eivi-ceahilBey  Inni1  and  ultimate  fimil  of  apprupmlc  combine  J  loads  are
given in Annex C2-4 h.
J)                   CffJVWMWfS £IM J-twr/L
Lateral foreca eauxd by win J. waves diw Io fetcli, Etc . are not taken jiiIo acc+mnl j-x ihcj arc nm crilieal as compared with lateral earthquake forces
For ihc hake of simplicity protruding elements in ihc tmwer vtniciiirc arc rwsl taken inlo account
No jflalyMs tx is eondueted uf a cumbituition ot several ■’Mfcrnc loads Mach as an earthquake iind TOWimum wind force or misimtun PM I - occurring iLtnultAncuusI), ns the probabilily uf such an occurrence is remote
Jfnuftji
The  lower  structure  is  designed  for  gravity  loads,  uplift  of  water,  sliding  and CHcnuming caused by lateral forces such as earthquakes.
The foundation of Line tower will torxml or a raft foundatia n_ I 5 m thick bued
on compacted backfill layers and piles -G m deep Piles are incorporated in order
Io increase the safeLy factor wj Lh respect Ln uplift and cAJlhquiku'i
Sirucrujal cakulatiuiis for tower Jtraecures were tarried out and arc presented in Ajincx C 2-4.h.
Lplili  forces  due  to  the  reservoir  lex  el  at  I’MF  were  calculated  for  the  tower, based cm tfo volume of waler displaced b* the tower structure. Rcuslfog faeces
,v **-*Apil FmdE-ib^C14<
C.2-111_          _                 _      _ r Djnijfrfgjtioff OTfPrajhjgw
W#r 0    fasOfy Study Report
am
ire the sell Wglll of Lht tower structure and die Imiite piles connected lo the
base slab.
The lol-nl milling force « gicaicr rlum die uplift we structural cjIcuIiIioju,
Annexe 2-4.L
[he factor of safety in lids ease it 1.5.
bl Stability analysis
The lower strut! orc ms checked tor laicra! forcer mjUi at hydrodynamic and
earthquake forces. earningsliding and cnenuniing
Bocxii&c of uplifi. base friction due Io self weigh* cannot Ik taken into account.
Thus lateral forces arc IransfcrTrd to pilei 13 ibcar Ibices
As regards sliding and ovciuinung, a wl'cly fader of I 5 for sliding and 2 fl for
overturning is applied in the wkulahoiw sec Amx\ C.24.!i
c) Foundiii-jin \Lab lnv
:
The combmatoin of raft foinndilion and piles was calculated far diflcrenl load
combinaLiom, liking into coitsiilcranoii conilructiffllstages (wilhcnrt waler). a lull
reservoir. mid extreme cienls such as carfthfualev and floods
1 he results of lhe alculatioriA .ye presented ui Annex (' 2-4 li
2 “0 2 
Podes k ran Bridge fJnreke Tbvrar - Djnt CrostJ
*■' Genm/
Hie pcdesipiaji bridge will provide access from lhe dan* crest in ihe cnliancc of lhe intake lower,
Tiie slructuraJ aspect i of the pedauim bridge me described below The resales of the slrvdufttt calculations art prevensed in Annes C 2-1 h.
Gfijmefry if nJ Dfaiorriofif
the bridges hive 4 and J 5ptos of
r
length m and 23 m, for j dam of VR m and
1,1 m height, respectively.
The structure consist of a deck skK m *idc. which b a part of ily«
girders with a loLal licighl of 2 2 m, as shwn in the drawings and structural u-ilcuLitioqs
IduTil^Cl **
r.TJii
c-*_i iiAnj#f O^m fawftffly 5 ftxdy PcpciT
Ok bridge jvppfrt; rnmiri of pirn (founded on ennipacled (ilk krill f*ym or the ttinforetd copcrrte mmnukl *4 the WS conduit), j cocbel from (lie muke lower
.uuJ* box pier next Co lhe dam crest
£<Wi
The toad* comidcrod for design of I lie bridge ur
« Ciraiaiy load - sell’ weight nfihc bridge structure
■   Pedestrian live load of ] 5
* Live load from u.« agin of equipment nr gales- transported over the bridge I be maximum load taken into conjidcratuxi in this case n 10 Into
■   Lateral force caused by in earthquake.
Load CowiMntflfoJil
Load cenibi-nalions for the bridge are m fallows:
■  For  the  supemructure  the  slieqgd)  hinli  slate  is  US  •  gravity  load  '  1,75  - live Iwd.
*  For  all  other  irtrvcturei  the  ilrenglli  limit  lLate  it  US  •  gravih  load  ■  1.75  * live IlijlL
Ibe  bridge  structure  cunMlh  al  Chrcc  rcelnfiguhf  reinforced  concrete  girders. *hicH air s-imply supported And designed for gravity kind and live fold
An  analysis  vram  earned  out  for  foad  combination^  ai  staled  lr  Sub-Section 2.1 <1 3.d
Sled jthJ coiiercte si resits must not exceed die u ltimate Mrength ol the mnlerial uodci uliiniaic  fowls. The dimensions  of girders  ■vnerc  Mjcised using Lhe Acrviceflhility criterion
jkjforrwflflrif /f nohTf ojyj Dej ijju
l"be vutamictuxe design included an examiruiliota ul the overall ilalsiliiy  of ihc various piers. Overall stability analysis involves check in r, Lhe design Limit with respect to lhe bc.-tring capacity oT piers-and foundalfona, sliding tju^j by lateral forwf^ and eccentricity because ol dill’crenlial loads on each spanS-de
j.rd
-
Tnj& &T>
A  BTX*
bodge
'*'.  Jsc  --Jd
*jju   Ac
r^-j-  y.c-ttK  .
-.=—r-;
Kttxc  to  *&>*
*X&- T 
aa± toe? ct-cio.
-*=» ly
at '• f I" “
=5d if
-
!> 1 liT
-if 91 ®
nf K EL,
rofwxhelj mi] be Jen gsed for At tu* Mft. Ac ifw fmmt by tAt
■ —    :■a.'.'. .-.
Tbc  hndfc  r cr a." -c^crsicd free tot —iLto bj atess  ct
"J-ti The r
,c±.-. mH be f-^4od r. nxijsj r e>
Hbc      :mi      todge      tjpcrsxrucE^      mil      mtEpnx      pre!xSiozd      jadef      nd prc!VTj_zd pii-j.- -iifliUJpF *; is
The  bridge  ftfden  wili  be  rceurj-Jjr  B  dope,  vxto  toicirccdi-iir  nb  to  pn^  m
lie
[*■ TZ Lu—.' S_1_. -i-
The sot*]             i..f lit br4f? ^~rr lx > $ c Pnfttoeatal cct^icL: Ki,.,
tsJ isphil: pmtmtQb *ill be > sxd for aifery 
bridge, rtsoteiag to i w *i4li of “ f ci for mo'-emet.: nf traffic
on «t . iJe of the
t<rK  bcartfl.,-:  -ill  pterfape  her*  w,  the  brJ,;  ■  ^xraniclwv  ifj  p  m  .,f ilxasKXii
Laodi
rhe taadi cniuidertri for th: design of toe truck hndge -ire jj folfovu
■   Gra-.m fold - sdt wd(ht <t>l toe hndfte nruaute
’ Vchiclo, live load of '0 Kjl m" u renuxrcd aeurduisE io iLarJjid; * (-c«cflCrik-d mtttJ Ij_1 of i tr—fc for Lhe ■mpcnm>.i urc xlab * Lueral force* caused by an earthquakeAffgw Dam                 and Drainage Project
Anfltf Dam Feasibility Stu
dy deport
J nd./ CbfllBlAlV *M»" ’
llx load comhinrsti ons tut ihe bridge sinictmc arc is follows
■   For Lhc vupcntruditfc the strength limil Male is
-      1.25 * gmiiy tcod * 1.75 ■ live fo*d
1.25 ■ gravity lo.-id * 1.75 - concrete wheel load
■   For all nihcr Jlruclures the strength limil stale is:
-     J .15 • gmvily Iliad r 1.75 - Joe load
■   For all structures Lateral forces are
-     1.0“ eaniwiuaic Lateral force
An  addilinrul  "impacl  fnclor”  is  used  tn  wale  up  staiic  vehicular
weight  m
account for dynamic forces.
I lx design food l or bridge abuimcnis and pren will be at fol fours -
■    I rdck oj tandem loud coi ncidcnL with inne load
*    Active hicrn) earth pressure on abutmcnls
•    [jiicial earth pressure due iu live touJ l-J cinh Mjrcharges cm nbulnrents
■   Slruc i i;re sc If-wesgtit
The load combination med Jm sublime Lure- suhihey analysis and. Mrire rural design will he the snme us that for the bridge Mraclure, cxcepl for cjjUi pressure, wlicrc  a ractot tif I 75 for vertical load and 1.50 for huh/pnul fond will be applied.
Weir^rr dpjrrtucft
All tomponenlji of the bnJge were assessed for die specified limn sure in order to nchieve the objeeuses □(sai'eis. sen iceubibij mi! conilrtKtobilily
A'wperi frJicfure J ftdfortt nriJ
rhe superstruciiire will caval of a cnmpmilc  competed at rcc  Lingular prtfobncnicd girders  with pretjbncateJ  plunks  |.>r lire deck  mctwJitiK j civVm- situ topping
The  deck  nhh  will  be  a  eoniir-uc.is  one-way  shb  over  concicle  girders  for Lrattarernng vehicle loads
The girders  will be simply  suppuned, designed for loads-due il> gravity 
fo;ni
and live
C.2416Mgc flam frng jrJon and Oram ago Prqjecf Anfftr D>m tatfbW S fcrdy flejporf
The bridge sections ww calculated according w tbc bridge Hiuclural
ceqiurcniciLLs. For piers, crack distribution rcquLrctnnqEt potertioJ drsLgn ccitdorcement
flftd ZJenjji
Ibc  subsSnxmrc  dcitgn  involves  checking  the  ovcnill  stability  of  abutment*  and piers ns required by she standards
Lhc coverall stability aiulym checked the dcsif^n IieiiiC with respect hr l*raiiiiig tapaeriy, sliding and eccentricity
flewfts
Overall stability, safety analysis and other structural cakulahiMS* are ^umniaiircd in Annex U.2-4 h
Tlii: diiiiensinns  of the v*uiuu* bridge ("cmeruLi were cukulidcJ  accuidiitg to concrete standards aa well as requirement* regarding waler retaining strut hires. The requirement giving the more rnvowablc  section or reinkiftcmmi was adopted
Elastomeric  bearings  over Llic  piers  and ohulincnL* were liobigncd Io accMnmodatc  bulb translational and luljEinnali movement resulting from the vjtnoii.% loaJ combijia’saris
Sr Jo ChanneJ' SpJHwdy + Chuto + SfJting Basin
GchcmI
A  side  clunnel  spillway  ■  chute  1  srdJing  twin  will  convey  the  dexign  1I1.10J illite barge
rbc high water }pccd before entering die over bed require t a channel with ull Willi protruding from Lbe ground.
AnaJi trn Ctfnrnr/c
riif Mruermei for the side channel spillway ■ chute and slilhng tteUbi will bear uplift of water and Intcnl earth pressure In the case of rod profile, she lateral car,b pressure will be minimum
Uplift on Lhc concrete slabs will ochiuj dur 1n Ike velocity of water <i water head
r
■  die fesemm.
n
In order to reduce some of ilic uplift on die giuund slab, relief
hultv will lx added Io the slab
fcl Mil
C .2-117Anger Pam frrtpjudnjntf g/aifiagg Prajtcf Anger D»m Fmj iWiy Sfudy Pepofl
■flbc walls fof Lhe concrete chvlc mJ- suUing hiiin -mill vnrvc as jrliurmift waili to Hithdlxiul canh pfiMUtt Mdtar wafer prtwure
jrcpjjjdi
Oricntati003-   ®f   overall   stability   and   oLbce   ca|oitaii«s   we   presented   in summarized form m Annex C 2-4 h
r
jf0,6         Dam Jrupccfan Gaffery
u              Coiwrwf
During construction of the dam Itruclmic nn inspection gaitcry will be built aforrg the dam iada I hr inspection pinery  will have xces-* Iwurth im eadl *Uk conneclinp to Che ChBl of the dam.
thr: jrtvpeeiion gallery  will tertopfiie a reinforced enhcrrLc  Timati Ccneretc  will be placed Ji Lhe bottom cf rhe dam straelurc ai an apprupriace les d ajid stope for inspecting flow ot water al (he bottom of the dam 7 be tunnel will l*e uwd throughout the lifetime of the diun Dam conwruction takes into consideration Lhe faci that 'ihould repuir> be required In lhe grvuK. they will be performed Irom the inspection gallery
In -iJbc future the tunnel wilt verse for tingoing ifispcxtiim nl Jenks through the dim structure.
f-thrrf opr CMtfudf sniff ctimfrMrfr-tfflj1
Fiwr  celling  sGruelin  of  lhe  lurwl  will  cany  the  gnivily  pressure  cf  lhe  gj-ound and wafer in lhe dam
the tunnel svslli will bear lhe lairral jtfCiaad and water pressure
The results of the load cikvIaUDru -uc presided in- Annex C 2«S h
Dfiijpo Xp/MMrA
AH compunenis. of the Lunncl were amwd fof the specified limit itiue in order
■o aettirve lhe objectives. ofufefy. icrvlccahiiiiiy and ransLruaabiliij
3/rtfcrjjrtfMCTflhTii emf Drjrjrr
lhe struLlu/c consists rd a reinforced concrete lube call fo sou. with a vault Il mth for the ceiling. for drainage purpose. i dnnrwce channel. including 4 drainage Pit And pump. mil be uKurpcHiUcd on lhe lloor.
*-*Ea r I muI
ta
1 KI
CJ-1 INArigw Dam /m'yji/on tnd Dfunigt Project Angtr Dim FfwbUity Study Rtport
For i he purpmci of the Mruclural n_-uili jjs  the mruiel is cotisnkr<J to be J clwed tube-
[he   results   nF   iTrucJurnl   cjIcliLpihmu,   including   overall   stability   «fcd   viftty jMiahsis. art summarized and ptescnitd m Annex C ’-I h
The dimcniiciiu cf ihc  turuiel cltmctife were calculated aeeonJin^ to concrete iLandards  as  util as  rcquirrroerils  regarding waier rctaiaing stnjettircs  TTie fCMjuircmetit giving lhe tiinre favourable Mtiion or reinforcement w*s adopted.
2f&7 Outftff ConttaJJ and VTdvtf Chamber
t)
(/C»rral
’ITic  Guild  conduit,  setsing  ft»T  water  ^upph,  will  connect  1bc  intake  lower  i*ith Ouc irri filled areas.
the conduii under iJw dam wiliL he made of stccJ pipe and will b< protected by a rcinluiced coEKtac lUfinMnd,. I .Q m IhkL
I  he  conduit  outside  the  dun  mil  consist  of  an  open  channel  based  oti  tuturul y round.
rhe conduiL mil end in u valve chamber
f.anrf on
The   conduit  iirueturc   will  any   the   gravity  load  nf  die  dam  structure  Uplift caused by ihc water table will be ulcn inCa ©onsidmliim
Beyond the dam Loe. Lhe condull sLructuic will carry the gru% il> load <i|" Lhe water,
ilie fWS condmi will end m a valve chamber Tor supply uF water io dw head nf dir rrrigutinn ami.
The   overall   liability   check   and   structuraJ   ealctilnljons   and   oilier   results   ait suimtwixcd and presented in Annex 2-4 h
it ion
1
cj-ii /Djm frnjatxw and Dr^nig* Project
Ang<f Dam FusttNOTy Study Report
Cot ^nd Cover Conduit
(fcirerirf
Construction of the dam will begin with ecrulrucuoii of ihc CiCC to divert river
flow from the upstream Io the dewiwrmm side off lhe dam
I lie waduik nixfc ol rekifotted concrete. will doss ihc dam structure at
iLpprapriiiC levels and vlopc. enabling all work Blages ip he carried ou1 under dry conditions during both the wet and dry tcascmi
Ftoodi with a probability of up to t IM yens (and even aomtwhal lower
ptchabilily) will be dlsclwrucd vu the CACC before iw equipping the wpsiream coficrdum and flooding the worksite
When ail dam construction. works arc eotnplcled and live- cooduit i\ closed h> the upiirran bulkhead gate (siftm tying iIwt tbc period «l reservoir filling has begun), die C&CC will he converted inlo a gallery for the hydrnekciric power statum nrkl its outlet CQIhduib
hy                 £o<Tif pji Cowduj/dfl-af Jfriufo (/br ffir/InJ JMjpr of coriirzHcriiuO
2 10 S
flic  strut lure of the conduit will carry  water under pressure belure construction ii| live main Jam. un well as  die gravity  load from the dun structures  including uplift caused by the water i.ihlc during and after dam construction
the result! ol Lhe calculations arc presentnJ in Annex C ?-4 h
Fufwrr (.“frftDJftcwi p/Cortdaif
In the future after completion of the dam structure. plugging of the upstream crul
□f  liar  uanduir,  anJ  commenectncnl  of  reservoir  fillings  the  ounduit  will  tv cunscTlcd io house high pncuurt pipes ■* penuocks for HPS power ptoduciiun and RCR releases
Hyefropo^or Station
VlfiXV-4 4 -xW fl-Rf-t.“2 <«.
13 >il
C.znnAnyr Qjm frngabon and Qrawuy Afipytcf
Jtmgfr Dim FtasiMty Study Report
, f| itf.f
Darn Instrumentation
Gwwra/
taftr
Dim
b    J-
hijjh    dim    kxxrd    on    a    foundation    including    beJ-nxk 
.  Amphsboli
ict  uk
ich
b  the  baris  for  the  unpermeaWe  eare  The  boinxk  n
uoiercd  b>
La?ct
\
-  lilt?  eUj  to  ctiycy  rih  -  and  the  lower  La?er  13  silt}
sand clayey silt) Kurd in ihielmeisca ran^n'p from a few metres m 15 m
.Although lb; design lake-, into account the j^nc-menuoncJ ^pcxiil c^nditronv. Lhe ilMdupmeni of other emditiom which might jwpardi/c ihc iijhifrty af th*;
dash Its rminxis and or the dowiMircarn will nrccssiuie addilioru!
r
lollow-up
and cLuj £3ihcTin J and preset sin;
Springs  and tributaries  present under the dam ex  nearby  will be Treated and monitored as presented in Section 4 S -krincv C 2-1 Wherca* Lnbutaricv will he treated under and near the dam. springs will be treated and nuiniloicd under the dam. as well as io a divtoncc of 0.5 hi 1 km upstream arxl dowmiroam of tlw ilam. and on either side of the Jam
The solution m passable problems bet in macuLoring imtrumcnlaticm. which wiIII enable Lhe Resident Engineer / npmuir m soltcci iind pracctt tarinu* data. ussett
the dam enndiLiiin with nr without help communicated by the dam safely 
WKaMMiti syiUfn'orgafii/atioh. mid decide on aeunns tn be taken
Snme eight conimi and mnnalorms  sccliom (CAMS) euntjining irittnimcntaiiijn wilt Mintcta«r the dam Additional instrumental ion wall be totaled in appurtenant itxuciuret and other locations (we Drawings € 2-4$ to C 2-4Q)
Accordingly(, tnsirumtntarion tor Lhe dani will include the iletns described below Sec Drawings C 2-17(1 )mC 2-51(1 land C 2-15(2) loC 2-49(2)
? U.2 ProposfuJ fnstrumort/aUon
JtoicfrmvJti
Benchmarks will be installed on Lhe dam emt, berms. □ppurtenani structures,
and surveyed al high precision, enabling horiwnlal and Tcrtical displatcmcnfsctllemenl to be checked al rcprcsentalivc locutions The
bcnchjiiiirks will sene os follows
* UMs  Benchmarks  will be Eiubhshed every  100-200 m along lhe crest (anJ uii lhe berms (at V-12-5 tn on the downstream slope - nockTdl> for periodiL- chceking uf vertical scitkmcnl and horizoniaJ  displacement This  will allow maid inring la see i f Wtdennl progress^ "norttiilly’ if Lhe derigotd crot amber sunken -mJ if differential selllcirent m liLipItKanciil ch^utv Survey
ILSM
C.2-I2IAflfrer Pmi frrigjbon and Drainage
Anger Dam Ft ufbrJrfjr Stwff ^ P°
s
rt
cif the benchm_irkt will he earned o-u: jwnodjcjdh according to the J-^
collection plan. indmding during Ae co&srycti^n pcnod
•     BktDCs: These benchmarka will be instilled during cemtructtoE in erdkt to- chock.   -Jurifig*C®nii!UCtinDr   vcttlemcnl   The?   will   be   >urvcycd   by   the i'onmewr  wwldy  during  Ac  com-truc  I  ion  period  and  teported  1o  the
Retideni  Enginorr  amotij’  Ac  other  weekly  otaemiKins  of  Ac  Cortractor
I springs flora i± xnbuUno. de.). BMDCt will be aubkshed co Ae upvircam
slope ©f lhe dim. not only on the hems fanned, but also oa exh
1 ' 5 m
(vertical > rise of the zoned ecimpsctcj HI I 1
■
SDBMv  Survey  djiuim  BMs  will  be  intuited  u4  J  duiaaec  of  about  IM  fin
from the dim and from appitncnanl struuiures. works jbJ week hull, as tho,
will xnc as datum for design wndk. dim cunstrucnon. rooniMKinj, etc
*
BMCCr   These   benchmaiks   «iLI   he   mulled   in   the   walk   above   the
reinforced concrete sunouad of Ae penstocks in the cut and cover conduit in
order to cheek honznnul duplaccmeni and xmlcrnwrni of the C&CC IIMCCS
(located in Ac  inspection filler} where it is  'imeriected’ by  the iiMVumenution kcuucls and in between these Kdiocis) will also he 1 mulled in Ac jiailery, although n will be founded on rock
>•             AraJufjTFi'pci tf/uf JiArarfog fl Ire ftoMttrfcri - SA. 5PWi o/rd Pl\
Standpipe piezometer! mil be placed m boreholes metading a porous cft% efop «i the desited Facet, mled with bentonite and grouted- In sddman.. Vibraimg kVitc Piezometers  will be used, "buned’ in the fill of some of lhe dam woes  The pjEMmeton wiM be placed in the eorc. shell mJ  foundation av  well av  in the foundation downvircam ol the core
ImjIImjm of ptezomdm duwmiream ul the dam fuundaiicm mH allow nsumfonjjg of the sanouv  mean* 10 contain waler tn the resen oir. Additional siandpipe piezometers  will be placed do the dupes  of the nghi and left jbuLmefi.u, upstream and downstream of Ac Jam, for ihc same r eaten. as we Hi as fo check the behaviour of incoming ptxndwaCcr
Fath bach of SIM will include 2-1 standpipes spaced about 5 rn apart mJ □, waning levels - in Ab case 3 SP>. wiih the lower open pipe edge al OOL mittuv
2t> and JO m According to obwrvaliona during the construction pcrichl and'or
■^rn operation, addiuonal SPt at other letch mi^hi he rexurmnended
3
SUukfpsp^ mUKHMtm (S-LMs) will be imtiilted al ih angle uf 45  m the
dam irupecuon tdlery on Ac dowitiucam side ol Ac grciut curiam m order to
rncxviijjc any rise in prtsture upstream of the curtain, that alfow-iiuj ihc tnlxinesy 
lhe fcroui curtain to be checked and any damage caused to mo be iscerLkancd. The divcaiicc between (he STMs will be 100 fo 200 m (Ar clotcr. the hcUcr)
Tbyi ihc HA4t and B%WCi »dl p-c-mdc <LiU iticmc er foo ^n-Kil Sciilttnoit ml dw Oftiibcd CufnpKIed Lfi Ikc <n«r 1 btzxrocaal ijrx ba^d 00 abwvaimi uf do-nxvron fiMa ^kik utdiQMj pouibk Literal cMtii (dip/ }
1
! *fc 11         ^3
F (ifJ t
4^-
I! .■ J i
C 2 122_       _     __ ^ngtr Oam
gnrf
Project
Anger Dim Feasibffify Sfwdy Report
M t'AtfA rtf AraAi/rfr of rtf FiJirm and FnuHdfftfonyirr Di/fr^artrf
.ScttifrtTfrtt/MoiiVmcJli
Various gauges - incliruunclcis V tilt ractert (IMi) / senkmenc scrum (STi)
anti ar BM* - can be used 10 monitor aiU mtaiurc differential scttlemcaW
hnn/ticiia) displacement or ihe intake Lowen, which irughl be caused by iti velf load oil ibe foundation, (overloads <?n lhe lower „ cartluiLLikci. etc.
Two or mote bcnchm.uk'. can l< fixed ii specific locations on any structure, e.g. lower. I ll’Sr etc. A precise periodic survey will monitor scllkmcnt an J hcirururrtal dlgpUcerMUt Each hciII provide die opcraiitr cnguieer wiih data concerning the coftiitjoh of the lower.
Afrasiirrtf JKicfri (UiJ -/brSre/Mgv fifdfrjrtgr
The simplest means of checking/mciuiinng seepage from ibe iLun land
foundation) or via lhe existing tnbutiirie&Apri&gi downstream of I be dam will he
a measuring weir An inercuc io diichaJgc in any of thew will mult in lhe
Cran^misvion of an alarm tn lhe Rciicknil Enginccr/opcrator, follnwcd by 
notifieatiDn of the tuperson., raising of lhe Male ol emergency- and counter/
ptevcnlixc action The Chipollnl^ V-iwlch wtir or any other type of ttw used in
Ethiopia can sene ibis purpose.
Welrt will he ptruied il representative locations to collect and process data i>n
waler draining from upstream to downslmiri til l hi* cMc/grcuting c un.ru n
It seepage is spread over Luger areas, cntkcior dhehe* will venc io drain live
water ami di reel n lo the weirs
Il h suggested; to monitor tn tic  wort wij pcrtwbte seepage changes  m lhe *prinp (if my) Jownwcam of die main dam is. well u any new spring* forming after die reservoir btftos til ling up
All  Springs  dowTouejin  will  be  cleaned  und  prQ-.ecltd  with  filter-i  to  prevent waahortit of iimrs
Ifa/rr amf .SfrfuHfnr intf Caugrr (<ASi)
Data from these gauges will enable Lhe operator Lo relate to di Her ent phenomena caoneclcd with die reservoir wiier and pt sediment level and lhe need fur sediment flushing or any other action derived hum lhe data.
lhe gauges could be any of various iypc^ such aj. ulu.iaoruc. deutic. etc
Mfrrfla/ SVttfrorertr tArir^ri fSTs)
^■hJcTnent  gauges  will  he  'buried’  in  ihc  dam  body  io  check  hnn/ohtal  and s criscal displacement of ioundai ion till___
_               Anger Dam                f nd 
Pnjjecr
Anger Daffi Fttdbftty Shitty Report
pilTercntiul sctllement, il nny, along the dam will be monitored ai Sequent inten’ils  for any  cxceplhiiiiil bcltes. iour. initial I j during ccmslnKtioou and subsequenti? ,n Uk First kvehiI yean- it least alter Lhc  rescnolt becomes opcraliCfal.
EirfA /VofMM Crth fEftJ
Total eaith prwure cjji tec iivcawtred. b? earih pressure cells, enabling nwniloriflfi
of  core  and  outer  nhrll  mm  ccmdiliein  Ai  ibis  stage  of  dttign,  only  monitoring
■of the higlwst section of llue djini is considered
C pnip^frr Aflrf fdNirJMMhj'cflLfrtfrti Otttre
The Computer and Commuiilcallciiis  Centre will include juiotwiik  dara collccIiw monitors nnd d-ii-i pcocatting units sening all the instruments mid oonnccicd to -a central conLpurcT. 'IIris will sene as j reliable system for conunimicatiun ol like date and processed results to ptoimionjl decision-makers usd like IocaPrcfinn.bl dun sufriv  body  in emergencies. m well ils ju the relevant (mwlioruiric^ of MOWS.
A   relublc   electric   power   source   will   be   needed,   such   as   EF.I’CCJ-Wm rechargeable biiicrics. until suth.i=mc the UPS it in opcratlcm, providing smooth ope  ration  ol  Line  instruments  while  ihc  UPS  H  mH  working  An  emergency generator (diesel) and a tuflkiemly large dicvcl lank are addiiioiul requirements
Dau  eg  I  lection  could  he  nwual  and/or  by  eafoWatan  distance  tranurutnrrs  * ccr-iral receivers
A’wnriftu^ce Fqttlpmrnr
Fur quick  and. re liable communication between lhc operators  and tccbJuciuiV seu-jts  (cn inftfumcntallon readuuL nuintcnince or inspection) during surveillance activities, a iwn-wjy tcchargeab!i; radio comnwnie-Mion system and bmoculiri mil be imperative.
Jfryirrtf for iivitrunifniafwtt PfufWilll
As there kc several possible suppliers- the dr ruled design / tender document* will specify  ihc  chiriietcrutici of rbc  dam cnviroruncr.l tn which the irutrameals 
■mm t»c adapted as welt as other needed data2.113
Anger Barn frrigab&n and Ofj/nJgo Pfo/tet Angtr Oj/h Feaiibrtity 5 fvefy ftoporf
p/acornenf of tfw* /nsfrvntcnts
Hlc iMMbilhy insininwnminn rcquLrrmtnTi arc [*rtienEcJ in I abk < J-JK
Tvbl« C-2-3® Propctfrd hitrunurdiUon ta A*gir Dam md AppuCtnint Slrvctutn - BO m High Dim1
1
W>h din
Iffii
r’xrWif
Irfjif          M jin ipdhrj?
&Arl C"M
North 5*A''
Frdrarwi
bridi]*
►up*CtWfl
5pil »jy
n
Chm»
Mf
=VX 4T
i2->
uc:
5* tWl
JU
I
lv     ? 1  J             3
i
2iJl
r
i
..
OtJMf     TolJi
r>
n                rv
2J ST
«
1
________
ji.
ji
i
II?
1u
B .r
=? ’-J
•=V
=.-
7 De
1
ri2        XkH |
O
• f
.*!
MM
T
_ M-e
ui
4
1
3J
- me r-
^2
Darn Construction Stages
Tie qam dc^nbcj m thin «aiwi refer tnorJj lu the arthew^n^ denuflu ol daa c*jri3ttueu«ra- s*hjch haaie*llj determine the dumicn of the ^urk. It u
uwmod d-.ii appwHcomt itnxru^ <«*-h vntjle
pipet.
«d chulc  dJn bndjio. HPS «c-| will be conflnxiol tn (nralkl stub *= tanbut-.iqg Mtfci is  accordant \uth □ fwojSXra w he prepped by  the CmiUsctpr ard apprised bj the RcmcLcfi? Engineer pnor to comtncrartcfti of
C.2-I2S/jnyw Oam Arrigrtioni       Drain Project Anger Dam FmsMDQf SlWy Report
TiW* C2-U fhfi* tfvteviftt of the >ttfn ©1 cwistrortwn U thi*
ol
Jepju-n {fea^h’W £IUC'> 001 porazzciiJhi jfc  finalized and Ihav  sfill might tv jgght chJfi^ei during die dd-rfci stage \ bar chan uil! be prvfurtd during the fuiurc d«=fn v.i(h completion ■>£ details
\ddiiiL>njd  time  for  UPS  conalroctian  and  cumnussion.  as  nKflfianal  in  Swuem 2.S.   Iw   b«n   mla   accowi   Any   appuntfljuii   UTuclurrt   thai   could   hinder   the progress of chm consuruclwfl. c-g. cm and cover c<mJmE and uuilci pipev. arc j.I*o taken in 1*3 ixounc jtJ de^cnheci
The rale'rapacity of compacted and appended cjithworkv. whether caithfill, s-hc 11 filL fillet or ruckfill. Jcpendi solely  lmi ihc  ability  nF  the Conirxinr >o assemble xnJ  ouiMj^c  the nevexMr? equipment workers  and material l, commence upcrjtton on lime and adhere m dw timetable
li should be c Lui tied thal Llw Cuuu-actnr is expected in hiBff sullk'itfnt standby nutenab  read)  for  the  dillcrcnt  zones  when  compacted  fill  for  the  cutoff  tteneh dam xunci backfill (sirueturesK etc _ since Hark commit ixemeni -rind ihruu-gboui Lhe  candructLQH  pen  nd  All  WmfCci  ol  materials  ipfarTlCs,  and  borrow  jretu  - dwuld  be  well  ddAneJ.  vuih  jdci|u.iic  ment'  of  pt.it  cn  maler.al  for  all  heeds, inchkliJt|i  [taniiiion  filters,  vmd  and  dincrcle  j^jjregaia,  ju   well  a*  rock,  elay. shell etc.1
It it assumed for prewmannn purj^no ihat lhe Cnntractor will be -iblt tn ciixty oui wmc I U.miO io 11 .Ouu rn'/duy nf dam earthworks (excavation and eom pitted and approve J fill in lhe dam), in ihree Shnur daily shift.* A elunge in this mirk me will tuiurally mult in a eoctmpondinE chungc in du- overall uoTk lime.
Ths  founilblion excavnlipn rale u ivsumud 1c  be IH.iHXI 1.1 11.000 mVtlay It is dependent solely  un die Contractor s  capabilities. nnd he should organize his wetk atConJitl |tlv
Th? proposed cottfUuclMHi pcfioj in die feasibility  report was  determined Lakinc inlu ncemmi wsttJ  fwioni. based on the dams  building experience in F.lhiopin. and Ibe coQudUnls'  and existing Kchaology  («mc  m those taken and uminivl-J by Lbc Mi Difliy [or poDl.T S B f-).
1 1* n>™ rate of work (rockfill xnj ibe real of the lilt) lot the RU m height dam is calculaicd u follows:                                                                                        h
14.7 x 10*
il1 Ubtnl** fir'd *™l cur In
1
l*-X|7; X ^
r
,h<
“4 **
of Lb;
AfcffCT F-jflhger Djjti frrijjfjoft and Drarflage Frojgcl
Anger Dim Foisrflifjfy Study Report
Where
[jiimtion fi years
Working days per year 224
Tuial «nrk qiiantilic* 14 7 MCM (see Table C J-W and I able C ?■ 40)
Excavalcd Livers A and 11 will be med .d us as fill moterul m lhe difTcrml Jam
zones. Wlkctcvcr exeavaied I j.? er A matenal. tot Layer li malennl). docs nal
meei ihc required dianictcritticsof compiKtcd fill motcnil, it will be disposed cH
bv jpctiidi.ru; in layers mh! cuthpociing by liKidcd I ruck wheels in form a drainable
landfofin. as approved by die ttciuJenl Engineer
li  is  also  assumed  llun  wnik  will  cmiiiiuk  for  23  days  each  tnonlh  during  l1*e
seven nioiiihi of lhe year willi ihc  least rainfall Suiriciently  dry  periods  in the itcl seasen me inkers  io allow wine 54 aJ-Jilinruj walk  wwk*; m all. ihn will snwujjl Io some 224 wmk days, involving 3 » H bouu daily shifts, fur lhe fine grained materials, cquivalcnl to 3 46 MCM of cainpacled fill per year.
Walk  on drainable inaicnaU, such as  fillers. Iraniilion rock  and riprap, can ccnlifnM during lhe wel schoii, ivu.iriiig an addilinnat 45 days  when lhe rains are tk>L too heavy Tills is equivalent Io ahmii 22Q.IXM) In 270,000 m‘ per wci sea von. weather pcrmilling, vliDrteftir.g the si ar k by several nwoihs
At lhe pre-ent sime of plrmninfi litis yearly amount is taken as a margin «l safety 
In order tn provide for possible enors in the above avvumptiom
The rnLt ol mspetlinn yallcry coiwiruclmn ii talen to be aboui 200-J JO m over j period of about 3 mcimhi Wwk  oft all structures  will continue during Ihc  wet mimjii {weather and drainage pcmnllmg). lhe inspeclinn gallery  will be conslruaed in lhe Fun and second year, after tmplementatian of lhe grout curtain inti grout cap, followed closely (after ccmplelion of the curing cl each scultan uf lhe gallery) by  earthworks  for dam cretiiou. All ciossmgs  of the inapeeliori Cillery  hy  the conduits  will be finished or, lime w ai not ta delay  Lhe general fVbgreu of Lhe works.
Diuing irapltmeikljilion of ihc puut curtain and gallery, the rate of duly 
cnmpaeltid fill works in lhe Jaiti might be lawn than stated above ami would lake lonpcr.
•b-   entire   infrastructure   (.access   road,   power   supply,   cnnalTuctipri   camps, fnarhiiiety  yards,  workshops.  fuel  stalmiu,  etc.)  will  be  ready  and  □peralionul before ti,e tcguirung cl canafrucliotl
t he C4CC will be ihc first Structure in be implemented. en.iblmp, diversion of the nver il&hv (1:100 year flood or greater} Ki ccnunetiec in the shoneit time PWaible
l
l
kl| ^A*p .f
r
C2-I27
k■Anffdr Qjffl/rrigjbon jnd Ofjrnjjc F/qjecf Aflger flam pMirbi'/riy Sfudy fleport
CcnsirMctinn <i1 the f ACC , including zoned refill wtLh
tlhiukl
GtutipCelcd   in   ihc   llnl   jew   tie   Conmuiw   mil   ccnplo)   cnminKiipq   Murkcn ofkl equipment In Lhe cxletii rcquintil to complete the Usk Ofl IliftC*
CtW&wlion work on ihe E IPS xnd the condujvi. pcnMocks uu-ide the CJtCC can stiff only  when the CACC u emptj, dried aixl cleaned Ihis  mil occur when dim construction is completed, live buUihe.'id gate at Lhe upstream end of the conduit is closed,. and the upstream part of Lbc C&CC from the gjLc dnwn lo lhe power inlet is ptuftged "'idi concrete.
ConnrucciDn of ilit KPS will Last one and a half to two tears. Ebe peiuiockt Ctmveying R.CR ai*d waler (or power production will uke mmbc nt month* in eompklt-
h  will  noL  be  possible  during  ihc  abcnc  sLt-ninnth  period  hi  release  RCR  li  is recommended Lhat the RCR conveyance sysLem be implemented during the wet season, saj Crum May or early June to IXxcmher> January 4  m iirdcr to miniim/G: damage tn riser flora and fiwnu downstream RCR can Mart IWKUomnp as soon as thu penstocks and ex.ii channel are compliricd fttinrtructicin of ihc **yMcm w 111 take place in Luge pan inside the CxCC).1
the duration of work cm one section of d»c CMcreic gallery/C&l'C I length 20 m) Ls as follows"
■ GoJlew: about one w eel
* CitCC: ctboui 10-12 dajrS-
Based  an  the  above-tncnlroiKd  asiumpham  and  tend  mon  *.  lahlc*  C  2-3 >  mJ 
r
C-2-4U present an catimaie ul lhe overall lime required for Ibe different stages nf cvnsirudiiipn Vol times were calculaini by CIVIL CAD program and checked
Table C2--39: Estimated Work □uanhbfrj, DifMftEta<vs and Duration?
r
_
W m h pdim            Mmiiign Own
iHCHj
Total nan.nn"":. iifl u“Ui
a
W * '                9B r
1 wort dmnbMa
[ Lita-rakn 1t_-w A
; _tra ki^Lr. far njioff
, Gw# Al M n
TtfJ urert 1 XrjTTMei
IZf
M
UTS
zz
1“
BO
12 5
14 7 ■
3W
2l’Q
BQ7
ln-;r rtTitnliion feftt
—--------------------1
■
■ MO*                        1 b?0 m                 ■"? uee^l1                  91 Mrfh.31 j
Cui 4 c^yei cdtJli^ . _ _W)m .__ _ _WJ * “_rr 13;
' tM <?CHr-^r iitcfi Im —r bt t"cner*d bf <**g W*c«ni jzofita4014 r^OM> nd ■Crt.m nrtra r=-| tafJp-RTj er
<& wtt* i
J
frtf
Stancr.icg *jf ilhr wkMl period witJ be poiitbl* by UM oT odcq-^iir nwmber FUvfrxTirMial HLixs-c-u.tg jr»d mqA-etv concrete jjIjusli e^-jiprTKnl, rtt
«-A*nn r-riKjr^jp-c i i
JJr 1-!
CJ-I2BArtgorDam Imygjipfl arid DfihWje
An^er Dim Fwftftty S Wjr ffeport
TibteCJ-Cl) OufatKX) of Eadimrks
Dim            Eacrvitrttn (Hdudrg Uj«r A]
ra
Tcti
Tptif
wort              Mn
M
|WCH| |
(m'.'iiyr
i»;mi
(Wflrt
3 *yi'
iiji
pl
fiirti
L -------- JTWi-
a
'U:
23F
125
ftJCO
' 1333
. 1--J .
a
102
k?
XQ
21 C
>>cn&
im
2 €15
-IQ
Ont tQ (wo yair* muM be iUed to llw cakulaled work pened fw ibe prclimiiun nurk* required, ai disctiiied aTwc I w also Table U 2-41 k Thu-* cnnurueiwn nf jn SO 01 hijji dam will take 7 to R scar> -in.J construction of 3 4K nt high dam will take 11 ro 12 yean
The Anger reservoir will Iwe to All up to an ck*dlion ihne 1,406 mas! m order to ctuuce supph °l S anJ  RCR. I he rwrvoir could supply  the lull demand of bolh needs  within the following wet KaiM, wiih the po^thk" atldilion «l one l« iwn MjhxcqurnJ nuintlu (Kurd on the mtifi a-uiiul rher flow J
Aj Mated. conunLiinmLaL^ of dir HI*S will like one .utJ  a hall'  iu iwu jcan f<iL|<mijn|: handuiL" dict of the darn irJ the- rirurrmir waler filhng uagc ' Ilwing. dur imitc, Lhc  rtKnoir will fill up sufEicicmk  to provide water for hydropower itipplv. depending cm ramfol 1 quwlibei and dhifihmxun.
Baaed up the feaaibdin stage MMijrnpcions ind condltiocu, the eotutrucifon
liI iJh % rn high dam will be die same ji ihcnc lor the Hit m high dam. ahhtiugh LofistructLCin will Iasi for 4 more years (for nagci ui consiruecion Am lhe SHI m h igh dam. see I able 0-411
Tlbc beginning o( a ss ark year u taken ai the end of ihr wet season.
Ibj:  sequence  of  the  Kinsties  bj  jean  ai  shown  in  Tahk C.2-41  may  change in older cd ihoncn die gvrraU iRiplementaimn lime
rtV ■bn ™pl«acf Ebe JLls wl ckhwv q   _
I tMlkhr-to eak - eurmte ciii ing ia ihr uacmeM f rd F
1c
upmcinnUirflhc < *(VAnggrOim Jrrigalfon and Orjitf^a Project Afltfcr Dam Feasibility Study Report
Ten
5
AcEftbT i_____
Table C7-41: Ange/Dam CenilnFcliofl Stages
EEttaail<enrpiptttfein
HcCn
1     I     F’l'ijp^J’jri     of     UhM^ri■mt-r-i V prcAKiw d -nrt br- fcmjfc/Xh-g [-X r o - Fe WV4 waswi) ml drirajt -&l func# n*>d graun0-|flHI djyvg re di p ittttfi
■   -■-.Orf IW11. rrfwfl ml y
■*'•
nv-L! be t»Jtfi rio KOfrxiL f T«f e Jr?
lpn^ji reipAito. *>i lur-lpcci «l
wers vsj tWMar ^r-yJLr t l«*
rfWjwrtsbon ji
.. -_____
?
4l Omt CKC*
AiiDWrtl -tri tkJrs.^ J-7 Locjtofl cn
ht tai l-i’i* al be taper 4.
upMAffl ? 13fl r-rp AjwwUigaHi l 337
*na-w
______  _
3
«
4
5
6
OxislTXt'-" cf Ujialiejni rd
dcwiirf m ortf-^n V-jwrrSj
p                 Gf rtal rd Cofcrf cr-lli to
FcClCC
1471-* A tiCifrbteft anj
L^j_ni Fl£*cao^:Fjcdr>igf.tr*2_
i «ihiw toratedmi ioO nipc^e
E_i54Y»«.-n nredkIbrC4CC rd ;a I DbTlil L'CJtoWii ci CWW13 brtaA.
EwTwOrt i nl           boltor* cv llrl kfcwmj   KrTiirtcjfi   i.r   KlMes   t   2
Tcp        cT CirfTcnimi uprttxr
1   354   2T-J.--   dairUw   4   3W
| jwl Ciz’jr-i rd
___
CMitoKkm Dl flipeewn 7J**Y
, C':»“SV'Kioi rxlfr-ikliivjcil CACC +
U—   r-_n! E_kJra—  l          _
—
[h-^xzui« *n i/wJ aru, ccr-p^CM If d*fed frjcls ialor- • r. j ■ l.-l >an
T& tonr^Cfi togetw «ir- «nz»ajtefl
kx tr- CACC x-i 7-J -«m j
tflMc-  jAht   *_Vrtc-i  4  Vd  5
t o kta jfar sew* tf b |gW*y |
rlwifl rd
_
Gfifl'jcflcd bKltti gI < t; jritcin Icj
---------- 1 KF
IIDD IrflutUruriiriaai - ri'jtXjQfi yd                                    1
■ ttuCW-M Brdtfjm Krtte*
Jcti-p-lft la t*J- eurrij pi rtpoeboe
gi TqteWl -^r fd WCWA-tfCACng_
j rhonriemg ___ ___ ______  ______ __!________ ______            __ It 1 Ccmwe^neM mlmeniatax eJ riws | Etodfctgr «wl gr«iUiQf (rtf
12 ’
i/-“iTi rd Swfri]
Irr^Jr’^iUr-ffli -bl jppurter-v* iTuzlijm
1
I etonyj cte: ______ ____ __ _______ __
$re Sg/aih 5 Vrjr I
— — ]
pr~~-- _~_ ~
I  tuMqucr  Jf  V  b*/i  Imcri  f-a  Ywn EPPCCTi HMdAd M X r*c^J! r Vrritoi
I —  —■____ n —  ______
F--- . aten lorwel i*Jtvon
FM oTwri xb:n
d IM
vta.
tr lap d ciuwyrt/f
tt*1! r-Lrrr^
'-^Li y ihrl, l
_
2
3
Harijvg ci f
cwtfi Iffn i>H rd
rwi^nar-l ij
r-Lb^___ ___ _ ______
CtfnfkteiA
rin> tipCrtunt m3 rj-fb A
O-*pcna t1 Hi] wtf mja^-g r-:4
| rwJu^Jtg Un^i, trd pxKU
| D*njfl€ ewitrti anti *epw
Sea idrfliB?. 4-E. Yatr 1
*
3
H2 ixr.j.YiJ±cn
i
Ayr-j^v^e________________________ Ccrtniijtan rupecviv <^eq
wnUiKiCrfi And zr<r{^ri_ _            __ __ Gprta^ificn c* ejnrrnow>jMtf*5 rd QUMf iKDMbM____            _
Ccral actV/lmrt ibxVfri
Sc" ■     . , I? l >jr I
Sftfr Art .ti-r 1 J. Yetf 7
See Aeti.d>i 73    i, —        “
7 " ’ “ StttaVfa^4-O«2
Ccr.V; .cfcQr bOfrtout durnjb* «rt
MeACtorti-O^H Ywfl
Di wage dft-jj, fuji di’jgt ccAFtf
jvgbf_______________  _________ ______ D-.iprrji   c4tifrkMfy   we!   to*   ya*-cd
eunraieiiai
r r*-A*;-i i-r
#.*.
C.1-I3I)D jm fjricj jtAjn and Drainage Project Angw Dam FtasrbiJify Study fttpwT
TsWa C2-41 leant J
3     ~y
S&E feferfi ?. ¥< M ■?
«4     r             See ar± r Set Yttf 3 f              See Ktrntaa ¥«ar 3
“nntn Jtan d Al «urt 1
G•
ai wurfi
3
FftS th"" rctiui
r   jw   M   OiMt   tri   C   tfC1    f   «*$   d
£r          and
_____
'J wert
jppu lr -iM | iTadum
r w
i
3        ‘4tIkl l-pr '•■ ■*«< Fil .rn^bljbr
m^fc    BfifhpMtal,    rpr-r^    fewm
irfteifFi
lrc«^€r^‘jrr rj *■ leieaanl etafrol
rrxrpiiinnlj. IW£. n.i*rtr*Jb^I
Cwntta m cE*tai|.m fc- d St*je 7.
artf iFid 1 _UT 16 mail
5
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Ccrn;^ •■ • ci afc WH lex _     ■' HPS] HaMft;  Tie-  d  Car-  mrrvjd  ahJ
ippj-liwr-1 U'udMfi
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h
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4rf kjpilrrjri-i m) dT CftC 3 aM I'j'IlI PEMOOf 1    “■•
—   i&______ 1 SLMll>/<Bi ty K IfMf r________ __              j C                 n'Vrar'J jand t;ri£
POT ■>. yndt* ** iir ' CACC - 1■ r* JT £jlX<I ppci fcttat dl- « ' tviChn t** <vtl
f 1-tprr A *M b c b* V>w3 tar llcrtp i Ft
utirei 4 F* r&^fwrii H hr. •□ruj and
cm
and rr»<n rfi 'bn
* fpmetfab-n cn
tf F* ReUtaA I-«
(oaja t< r*< t ef Irti) in (nib a* •’■M rental ta «ab< npetNcri tf rvrjrt-.,jr>:n
>■•?             L> rxntoenQ L»f tf* ficv«>r4 Ertpew 1 cptt .rcn
4 OJ »*«n cmw«kLch d tr ri>« *ri1
r
<rzJLm ra xr*C*et&5 aid
1 GtWcUti d jrnnii 14 to itat« ml Ataj i> m< uawn r cnjtr te wwrtui ftrnrutl fctfh d T< HrfT Aftj U.FW-J Cur-try r*J d ftCR M »Vl ai
2.13 Hills of Quantities and Cost Estimates
General
ifin} d F* -wiv j
ta *cri I*j-j
Hills  of  Quantities  for  the  various  wks  sverc  picpaJcd  tn  the  frmnwotk  flf  the legibility Mudy (see Anwx C2-5)
lhe results o|  quaniifyitip and  pricinu m  relation (o the dutcrcrj ssork ilems For the project iummari^wl ici Table C22*42.
nJ l hsjv-i 7 4*
€-2-131Anftf Oam                   jnrf Qjyi'nap*
4ng#r Dam FwirMify SWy fleporf 7ibk C }J2 Bill* ol QuantAin - Suitirury cl Warfc tlcms
DrKnpTw^
A-ifr.nl i,FTB
PKHo.
Wn* hrfl>l tfKTl
M m hugh dam
H                    Grt*H Prosser I
—-------------------------------------
2            5.!ij In f^bpitoni
3            5df C* arret and R«w &*Wi
s *oi sen
H.7S4.SW
1 720575
1 STS 075
4
Grajtrq Warii
S443.CW i
i ■-■>-- >;•'
11 1*741$
t05 »Tft WO j
5
CtiMtttU
MC3J.K0
67 M7J19
(i
I
Sptaqi
1 1-M23 060
J3Q.J57 WJ 1
Mar Dam
J11RJS3XJ5J                     15«7W7I7
«
s
10
■ngal-:- -Waler 1 :: i |IW5]
1« WM 4J|
J1SMSM7 I
Hr?. power E jO3ti |HPS| '□pae-
r
366,216215                       Mfl 1».«B
tketrea w>i4
57.47fi.iW                    iftt.w&w 1
11
12
1J
hikvncnMton
Acuai
M'jn jqrr'i H^yt'ameM
4 51Z 12 J
3C4 TTl.lli
' (125 W5
a«Z4ti
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u
1$
PiPflWfiir kn
J.rvns                             4 MG Jm
Cjp Wert
fi W1?3
10 JMS’K
SuHttjd
A.ZKW.SM                  $,5M 457J35
CMingtiKitt pffXj
444.416,MT                  1 114 ITI.AW
1
TcUHru Judlri } Cc*£i**fltrv&ri
5C41.Wt.t23                  «701.»28,tt!
VAT it I5\
Gr>nd Tati 1
JFA3 -JT Jli
t.O05 2T4.3Ji
?JDT.1O1,!*X '
n 'em.
«£»>;    *rw. C 42 J
ta
O FraP'f, r<udf
l Cfa
x
r,
M
p,^
J ? Ouantjf/os
Ttie   qun
trties   of
the
diffcrenl
turns
eottipoiinu
the
<h
m,
ihc 
appwic
tMnl
'truuum.
-lCL'esi.
rt>ad
and  alt
dher
components
ncccii
irj
foT
the
project
arc 
ptcsenicd
,  (pgtthcr
wiilj
unil  tiil«
and
prices,  in
A
nnex 
C
2-5
.T
bctt  inc
luite
*13.3
till ihc cltinctiU centred in the report
Unrt Prices
l; ^ prepared for Ike prvj«t were derived from ^
n
C|J 1 wurces 1"
the ckftn.dnns of the specific tQ exh uT the suKchiurt in Am.
■■“ -•?, in the Fu I law i i n' uhJcr .
-
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»
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rm
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i
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ivcg
s&wliiujanY wig jmj »qi p $}■□□ pa-nwiiq EW 3 ’R 1
E
frj-E'3 ajH-ffij uj i| pr5EL|dTix3 UMOqf pu® ‘ft’t J ^W.i i« pWAnud □ nr OAtinu^fcii? LL-rp iftoj |jir joj eikos pairarpsa m|£
■ jfftJT                Lin 1U                  "] pJ|1lMUJ |hju mirp iifluy joj pwnpvcra sism 1^43 sugi|im[uw pm inrirtijd Xq pauaStfiw
"SUJL'p MM|i: 3tp IH5MJ 
AIM HUttp ([3^ UJ Qh pl® Ld jq| JO F|SO3 3t|j_
sujtfi u jji? pun lu us xp joj XpiMS AtHA.pirad
xp jn ijthJ nunfatf mm hfoujuu nos ^AgHiip MAlOIM SuMMJUftj
■WWj'jFj | FG3 pur Ewjiwno J ° JWH                    *r
(01
I [j j j j sn J° W ^ftrnpa? 341 arj wB[[«p sfi oi iuiS|| jnpiuis Udalj pvwp Jl£UH fi»Uji -3|QF||rAi1 irutl JlU.Wl fljJJ  J “S^ MXpA Jtip RMOU Jh) [ljrioLp l|
U
P331 *d U33q;           i kUXf odmo?
Jrt npUM jrjimiE UK|M ‘TJidniiip^ ir| .CjLlmxaMJ: ]tMi ’Ei-rtlOid LUOJJ lAHSld IPUf] ■
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f»ud ij n *
u
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jseTay oSrurrlo pvr tfftjrfiritf wffl ja
CuyAr>9*f D/m frrigjtfofl and Prjln jyg Project Xnjtr Oarn Fe«tor/rfy Sfndy fl»pgrf
Cost of Anger Dam in the Different
Figtuw C --24 CMAnj+r tf j'h in PM d^&tnrt^
21*           Economic Analysis and Comparison al Dam Alternatives
i.14.1       Gonerjii
An economic  4mlpis  wis  performed in order to compare lhe varioU* dam idlenurnes  - wiLh htiplih MO m, S5 in, ’M) in ruid ^8 nt - anj lecommend a prelertcj ahetnaiire
Such j cajiLpjriwn wu netcif lured h lhe I OU specified j *>14 m high dani. wbciEM in di* course nl rhe Fcanbiliiy Slud) ihc Cortiulum Tccoiomerxkd thj-i Inkier slant hciphli be examined in addition tq ihc  ■original hei^hl emmyed tr enrujlh i, wn agreed Ip perform a Muds of an K(b m and a ‘>8 m high dam w-hile also evaluating twu jnicnricduie jUc-mjiivrs 15 m ajuJ 90 rn high da-*n%
Hse analysis  is  bawd on a ccmpirtwn nf carb flows  of hcnclits  and erwt*
■Uwtiaicd sviih ihr four altemaliscf. as follows
* Cnits include investment m ccannKtion arid lhe derived aiuiujl «pctiiii'ft and BuinfottwKC (O>fcM) rails
I Ofe-Ahj^ J .f „ J               l i
I. ,’llL
C.2-134Angjf Djjti frngjrjgn 
Angtr
Djm AtjjfbjJrfy Slutt
Projrcl
y ftfpari
.  ftendils  include  itie
value
of  the  ahudpaced  g
enerated  power.  Ag
ricultural
benefits  from  the
future
imitated  areas  were
not  indudcJ  m  the
zrulviiv,
since all fuiir aitcrnjihc=s cover Lhe lame size of land (approvimaicK 17.(M*1 ha requiring nearly 200 MCM wader per year, some 22* ■ <•! lhe mejn annual inflow)
The cash flaivs  air preicnled oier ail economic  lifetime °l 5^ yearn The economic parameters were calculated at the economic drsecunt rate -of I2"*_ ai required by lhe World Bank for projects in Ethiopia
114. J      Dj Cj SflUfc os and Ass umpWcuis
Cost esumaUnns  <if dun construction were taken from lhe deUikd BOQs calculated for the HO ni and 9U m htgh alternative*. whik for I lx S5 m and 90 m high allCTTiaEkio. costs were derived h> intcrpuULinn A cost summary is given m Table C2-44. Lndnxling ihnl lhe rcspeeiivc easts [ifK'luding 2d% coming rex ieO arnnmii io about 5.051 5 million FTB in Line caue of a dam height li| HO m. while the ecureipondLog figure for a 9S m hi|fh dim ■■» more dun in*:* eo si lief, cc.iehing in olinuled sum of some 6.701 S million ETlI (n the C4w of die micfroedule dams, interpolation gives m estimated total of J.4J? 2 ntiliitkn ET1I for the 85 m high dam and 5.742.1 million FTB (or lhe 90 m hiph dun
Ahmi C.2-6 shows  the 50- sear cadi flows. for all furor aitemiuxes. indieaiing fllvo lhe volume of waler llul it cxpceied to he delivered throughout the ecuiianic  lifetime <?1 the Jam. It is  ftuumed that in lhe rise uf die E0 in Ingh dim. cnnstrwtian will he spread equally ever n 7-yc.ir period, with an additional mo for I1PS syilcm cmivLruCtcon In Lhe cave of lhe 1)| m high alternative., Lhe emsirUCEiCm penoi of the darn is expected to Iasi j 1oliI of 11 yean, i c II years  for dun construction plus  iwo more years  for iIlc UPS system lhe consirueLiun period required for the E5 m and 00 m high dorm will lx concvpondEngly higher dun lIul of the lower dam, hut lower lhan of the higher dim. l.c ID and II years, respectively, The annual operation and rnjuntenjnce costs were calculated is 2% of lhe cumulative invevlmcnL
Quinfihcs  <jf yearly  energy  production were derived from reservoir ojxralJ-*n±, Assummg 22 hnun of daily power production 1 he income from sale o f electricity wn calculated assuming a unit price of USS U OSfltWh (0 8 ET ft)
Table C244: Summary of Investments in Anger Dam - Four Nlrmibvis
D*knptiw
Dirr hbflM
Dim he-jM
Da^n iMqjM
Ki*
Mm
Mm
0 Mhi>p Mm
»haf><.' a*
0-135Dam                 ind Owflage Frcyrer
4ng*r Dam Fe«jbiflfy Study Report Conckrstans and Rocontnivnda lions
iKc  major  economic  paramclcn  u  denied  Iruin  the  cash  Ouwi  ore  shown  in Table C.2-43-
TaWe C2-*5l Summary of Anq*r Dam Cnth Ff<iw PararrwL&rs
Fafie-B^tr
10 m hi^-
■dim
t$ ffl !^h
d-irr-
Wft h-sh
tiim
44 m hpflh
di*n
"•:rTr                   if ] • f*         c '
-3 CM ?F
14W 53
1 N2 77
-J?WS3
Ecrt! Jfinuiljf (1? c’d.
4M3fi
441 34
441 49
4MM
btr-el'il i"  - 'f |"C* I Tn*
1-                   -
22 S7
;i ?1
t»?0
in n
Ccrfl n *jfEf             <£TB-^i |
-
t
53M
4<sr
e H.Yi
5 OflTj:
The results clearly indicate that the prclerred alternative is the So nt Ingh dam, for the raltowing reason i:
•     On rhe cast side, this dam is 24% nominally cheaper than ihe costlier lJK m h;gh  alternative,  and  6  5%  cheaper  llian  the  S5  m  high  <Jam  In  teems  ot caEculaied  unit  coat  ol  waler  delivered  in  the  triigaLn.ui  canals,  ihe  results clearly indicate that Ute higher Lhe dam. the higher the unit water costs, the icxion  hemg  that  a  higfcr  dam  doei  not  remit  in  greater  water  >Lelds  for irrigation.
•     TlieTc  ii  a  sijFiilk*£il  difference:  of  ^0%  in  wsL«  cons  between  lire  lowest
■nd  higlwst  dam  -  the  ddlcrrnct  between  ihe  80  m  and  B5  nt  high  dams being  12%,  and  between  the  (5  ni  and  90  m  high  dams  being  10%  Ihtse cnti  dilletencc$  outweigh  Lhc  additknnaJ  power  production  gencriiicd  bv  a higher   dam.   H^Wcr,   the   value   o!   Ihu   cdditiuiul   energy   is   smaller   in economic  terms  considering  iku  power  produtlimi  in  lire  ingkc«  dam  would start only after 13 years ai compared to 8 yean in the cjuc or tire lowest dam
In  view  of  the  favourable  pconomtc  puunden  prevented  above,  ihe  nllcmatLvc tccumjiKiukd by the Corwsdixil is ihe $0 m high dam
C.2-1J56