FEDERAL DI-MOCRAJIC RJ Pl KL.IL 01 ETHIOPIA MINISTRY 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 Volume2a: Annexes€.2-1 toC.2-3.a (Volume I) ttocembM 2011 TAHAt CONCERT rlY/J ( fl.VH-7 n.w GROUPAnger Dam Irrigation and Drainage Project Anger iii Fcasibilijy Study Report The Feasibility Study Reporl hr Anger Dam, in (he framework of the Anger Dam Irrigaiion and Drainage Prqecl. is presented m three volumes * Volume 1: Main Report ■ Velum a 2b; Annexes G.2-1 to C.2-3.a (Volume fl ■ Volume 2b: Annexes C 2-3.a (Volume 11} lo C.2-3 c * Volume 2c: Annexes C 2-4 to C 2-6 * Volume 3: Album of Drawings A summariied version or the report is presented m Section 2. Chapter C of I he Feasibility Study Report for Anger Dam Irrigation. and Drainage Project as a whole With a view to indicating thE place assigned to the sub]ecl of Anger dam in the general project report the numbering system used tn the present report hr sections, pages, tables. figures, annexes and drawings includes lhe prefix C 2 throughout, in accordance with the system used In the general project report. f f r^ujn eii m ijiriANNEX C.2-1 Design Criteria 1. U Introduction General This report presents .guidance and miettd for the design of emlwinkmcnl ukJ ibeir appurtenant ilructiucs in the design of Anger Dun in Anger hxigUion ,inJ Drainage Projttl {AIDP). The design criteria prcscnlcd herein me based oil widely used inLemiriijna! pcucljces. modified to meel the Anger dun design requanrment* and apffnvcd by MOWI: (tDrmcriy MOWRJ. ln most cases ilw design criteria were adopleJ Jmm the JUidads/pfiKediires.'’ icconuncndfiiiCms by die United Slates Arm) Corps of Engineers (US ACE) aml or lhe United States llUfSMi of RcLtimaUon |l fSUR) and/or US FiweM r Service - US (iuvcrnmcn! agencies vriik wait pnKtic.il experietrte in design of dimii prujeds 1 Irilbsh Standards. and other» tn souk cas«, where it wm mil possible In find design crilcris cecomnbthdajljons by (he abovc-mcun oned agencies. other inicirotionj] standard! mid publjcaiions ara considered I'rrvjous design practice* and esperience by the Cthpupian Water Works Ifcsign mid Supervision FLnScrprisc (WWDSE) arc al^a considered. S Th? design of Anger ham in AIDI is bawd on lormer sludy sEages prepaEtd Tor mid approved by MoWR: USBR (IWJ. WAPCOS (IW), UCEOM + ISI. t iwjm m The design etficria include the cHtcnliji] basic dasj (ice Chapter 2 below), which should be handed Cu iIk designer! upon the beginning of ii diun and rcsenotr pnij«| design, saving Valuable lure. is wtl] as ibe preparatory design Klivittaa (sec Chapter 3 bclowl which shuuld he implemented prior io the other design activities Waler will be distributed accoidizig lo lBc following descending order af priorities; * I rri gallon water supply flWS). 1 Hparun ^mpCKMion rrtcua (RCR) "hen ihc hydropniw Malirn is oot in opentunn uf Ipilfc rc muller ihin Lbe required RCft}. Flows me refeued Knriinf e» muld-imnuL average slrtaninows cpHtrifig ihr An per during (he period February iu May- * H>d«i[xnvcT MjLion relej-.es (Turing power production, vhieh aJw serve u RCR Pcmcr perdue I ini) will depend «n ihc jv.uljh, I iLy of water without Lhe sunk rciiahilily far tilhtr wc> being alTccted j rr-?u>n riur.kuNi' 114* Ann.C.Z Jd’it* ** ®? vjxts Vije a ^p ' V** Jh ■--■ thT i^pnCKV aaii rpirja Aj«i "fc ■ -— ■hSC MSk^: C<>KW C X’f tiib^ , L..-X - \\VV\ ? SJCi^ am; a v«* *tr ^S«xv h W J =±t Th* w e± < i -iftid - _ ,. * ■ ' < ,A ’ ta ^’1Crf . A’-.S i-i!C’*‘ir» ■ ?cn- .- £z* ■ -l t -’r? ■ <UC V 1 <*■: TC Avx .“jejsj —rLj-." r?L rC - --.< -L-.-<r + tic = *e ,vs -< =c r^JM TT.'XNI jue v wJ :Lt "be *,=l-^ X." n izc?>=- 3 -36 JHPf7 ** tj=*flk fcXicwe* aam z'zs- r.t ™ t-^-■ ■± \ yjTH “S'- *-. *■' »i — - ir .Tt zu < ~ n± ■> = i^z lt -<-■; —. -<rr^z _- zv^ zj?J r^ac^eirx -> +^=7»’tZZ *1 Wff.TC-.-O fcf K jr.Tior rr^TZS. TW ix - --^-- a&r-jxi setz. mjsj t -_~v zo-- ..-:"izo bj 1C L - ■^r, r: ■-■ : joit; -r- —~^1.. " -£—_.■ jCt. <^-"""1^4-4^ "—v-^! e— ~ jesp csta WZ o1-4- :c: Sz±-zx jrzti zi. r -z-t :?j- je-E-~ir^~ .—.’ I-^sjz -< .-3&Oti &£a JZk. ZU t,V^ &LK cfs&At V7-J m .o- | ZBw 3«0*7C Earss* z WL -- Q •wsiicr ~J n h ■c: ■••«j ■ I rc; ■*Ti; ■fc T1* ■■ x£l <ai ’Cl ■ 1 " :<3 = !|^. ■" A■ 3S *"C" '■ ■■ ■ ire tMW K ■If TJMC M 1 r± _ o: "C- ■Z " iru n JiT. ilET tjjt: 3C ■ i-J ’ 4T ™ ~" 1 1 **c' ^ci J ifae e^cAlstfii fw ■> n-J-i '^ppL ' l*ieL in '" -■"’— ■■■' — ;;7.-_ h- ?: ~i;-— n--!” "-■■■-' —- * ^,1 !C ik fay^ppw-_v - ntihtn j ixtwJ M S' >cat* ■* x 11 r WV 1.3 Surxlirds and Design Procedures Tbc Jcup cnwrii xu Jestf *iil !eik*** thf «atai mN'er--»P*a*ai’=* <anii-x» it Jrf.gr as t»¥l: J? .<v? .T.lcn-.^vr'jL cjl-ji.-jL . - j--c ariccna witl Mikm tnai' ic Bftash Sl»dard> 2. Basic Data Tv s£m^ taw dj-u « nsjzml fiw lhe r-^vse> itf tSr fcaofrih;? stt>d) xd &ul isjr • fissiUk : dau k*c tlv negiea —d tbw Hwr.»? : A&ka a? j v! k'!f • Rqpml jftdiepal £ct - Ct eHkfka L hrdrOGXC k and b?tef c«icil dxa -* ■ lhe nvi«: a.* ea j-j • • F-Vti-fr C)^ AtfuL pivws • Pla=x • Ev.'-z^ ~—T~ :r^\2Tx,--!-..<X ^wiegrcal ill I jajlEjKc *caLes. tvv emruCTiuL L xsJ oihst ■ Am yjhiw.il exirtWg Ttlti —4 ±U. 3, Preparatory Design Activities The foikMriqg p^rpar^on Je*ipi activities ere nevcvtaA tn order l? faciliuu d-esi pa of lie ±ur. in Lhc rrcwnt funbilifr stjJji wage ■ Srud> dt htfk • EtJttuum of bask dott • Intar-projeci OMtmgsk jLnd dhrinooHmaku^ • PrelLntEiun dimensioninc of Jjm% jrul men©irs. • Projcc: sire n.vonn.iiss.ince (ty j|| d&tgncnlL • PjUistiirJir } aJj EnoseTal t>t JLltet zolas, <(cir 4 o| Tfifflicx Hwagn jligfitHttl} ■ Survey tpecifieniofts. ■ Lxj-i-i-2 fCalagiCAJ mip jnd repon (tocluJinp prominent nearby neighbouring peologmJ lejnires ihut could qllcci xlcvtion of canxiruciion irulerinU d±m sypr. grouting. <tfc 1 • Prepi±rsLji>n ol spn. dicatioris lor gcutcctmici! field imeyugj[|[>n> (or the dam. building truterub. appmieaini ttructum. de , as udl zs For field Bests. • Prcpmtim of taborauni tcu ptam. 4- IITCMZMHi-* V.-rMaka CM ** -1 ?5 II AnikC.2-1-3jpMjf Lntotul4JlH i luJ iw f jLihwnia. ml be «w™i ™d™j^ [hc nnc Mnxrar ind^t » cDOCr*c ^frltow Ll1 5unw t4ws *Httr CMirTUl ta«O»*» *P'[W ™I1 he Ullll«d in cnibi-j^rrt.^i wiMiU* nxkfd! d.im miy t< rfvwtepw* SelKliiMi nt'dim tjjw u mfidt nah after cartful Qnat>3b, • aikf oiffl(i*nwxi oi (wwrbk iliEflusi^Ti 41 well JI J11 in-depth eccMHmic aailtMT. iwhidrn^ tlx wXS <>r lhe doJLi. spilK'.nj-, ptftctr acid Gtin(rLj stnifPuftx nd fnandalinn Uealmcnt, ?n ^Elu i.fw benefits flf lIw pruj«l- • fiihufr-- C?«tSru.-Ji« «f JP c^nJibil di*nnp wel waiter involve^ JP-^J dijjjnithB #p| luthct OMI1. Lilith be taten into cormdr™iatl ilie iiw of duping u[hitt3LiL core enrAlnidiBiiand c<uir«le fleet! rockfiJI cti R cattiiilertd f<x teita efficiency cm dwrler canitoicdun urns in cnsts vrberc wet wcMlitf pcni-df • 7fjTTr trtilfblt /iwtiNTjrfHi’Fianr I In? <^i I* empocCiuil talar, dpwJallj if ilicre * tiJtw rraJrirlinn. nnd diouLd be viewed in I be context af ulirruk aw niuj Kiva} i/c mcLI defiaed ji>1 r.irge MHtounta 4fbuiHEti|; ovucnak arc r«Jrd. il jpijf be ['fxlh'ablc 1o Ennnnn.1 m carrbiilL and rodcfilL lLuu □■itt a jktwJ of icv cnl ytftft ■ X-nJ far lAr^nf oatitatdtoj This cwurdcmjofi fc important, npcciilly in die case of Tor i*nkr wppl * -nxl nuniflu Fw the tunicipaud tut of tin- ditii, 1 choice ray be rn:nJe jiihuiji a rm inlet n-f hpei, including' • FardiMI < irapeniLtuiJ iili vcriLtoVsImllflf iaJ teii /nntul dftti it. • JjTLMbrll'ruekfiJI wtihiorc. fiHcT uid tnoxilMn znrn ■ Hnnh irj iixkliLI widi ilopui^ uptrdrn core, and filler and liuulfob?aoe* a Coo.ielr-t*Ltd rteLbli. • UiiL=i!ifrtJi ffloerrte-Ia:rd tartli x-i J rotidilL • Rocl.fi.|’ 2uq witli (pre liter ir.-J irarjiuop ftim. IJuc lo !be very high tai of rntkfitl ins asccnazteJ a ihc franKtw>fk nf the W&K Mtfitth, J™. Gii^l Atau pinn IMI.TS0P, 206*2010) and lhe lack of experienbt in EdwjpLi with 2 dim ttffl m bci^n pint frimlnitm <mj*iIw“. ■' darn pf the lu[ lhm lypei IjsJe.J alkivff were iule4 Wl. fjpotiaNy ^teu l|k cos a&J impIcmLiiinn him a! rrk-LfilJ a/r uk rn iak> Knunt. Firlr. I....;; uf |hc di-q type Ip he lkai£ficd will Qntidct ill IfKtnn. ifrc g,lH'ertlinl! beL:ii in HJ*J dSQ heiri£ xkq.iaidjr ufc dunk ukunin|t ite leal COft■ In lhe qse Qi A^= Jan,, <m ,]w jvajhhld potccte**1 mtornmux! «, ibe ijnrenjDta ™c (rain lx Sul |Wa> sue M m|| At ,u j .|| rockfi)| d4Jlb wtlh a AmnJ ejf Wj|K Juibb|<; i*ri FH A.- w I ti-if hte. f j h | 4^ bafTDW J». Ml |o |hc; ^uji ll* Ann-CI-l’^Ann<jr C.2-1.1 Design CnfrriJ design gndatjww, and from quarries suJIrcicntty large for (he volumes needed, will be med far Ihc shoulders of (lie dam cmliMluncril 4.3 Dam Height In accordance with the Client’s duecliims. Iwd alternaUves will he considered for design 80 m ukI 98 m. Fh addiiion. corn will be derived for 85 nod lKj m high darns The purpose n Io compare (he cost ot each dam beigta aJtcmaUve against the different outpnH of the hydropower slatioti (HE'S), HE'S condruclinn and lhe duni height accordingly 4.4 Axts Alignment decide the quesiioft of Axes cd'cmhinkmenls thin ate long rtlalne to their bright may be straight or of die mosl economic aJ atignmcnl in Itrms of injvLraphv an J foundation condlliom. 1 Enn abutment ndges svill be avoided, as will sharp chingcs m alignment 4.S Oltior Factors Affecting D.im Axis Alignment Among other tiicCorialfreiing the dam aeis nlicnmenl aie 4.5.1 DrsfaJ7Ce fo Command A/’flJ Tin' d-im it convenient!) located upsuvam of the command area. 4.5.? P/M «ncv of Topographic Phen omena in the Dam Vicinity Rtrt 10 lln lugh heii! of Waler ui the revervoit, certain [dkcr»nsena in (hr vicinity of the dam. such as irregular topographs ravines, gorges, etc. - could provide drainage cutters in fjToundwnier, possibly inducing seepage and olbcr ejfecls 4 53 PrtSflrtco of Springs And Trtbutancs m fbo ReiArvcfo and Under Iho Dom ■> .tyrinjfi Springs were nu1 found at die Anger dam si1r or in Lhc vicinity of the d.llit during the wp.ir.ite reccmiuiisoncc visits paid by llw Consulianl ir.J lhe Geologist. X ■TJMJfilll Mb Mj- IM iW is < J I "0. Jvl I Ann C.2-l-7 +Afirrei C.g-f - flfi/gn rbc fOtaibibh uf spttnj-j will be lJlch ui(o wruidcrnllati Jenop lIw design □it >jj|tbnoul reconrujs-ancr viiii will be jb«rc of spnnp rrf4«*ann rn fmati/c the prexnte uT frj ixirral vihiuncT happen tp ci^Sa or istnr rhe Jam famidaiioei. They Witt he cleaned f>J uiilcncd in orier to enable earlhwwks machinery id operate (julixiinp pcThlfTILEKC of fill -XtPlUO KCoedinp; Ip dCJJJjn. removal O[ B|] kc»e xxaked »tl. urrewe maicriol, etc Ibe foamrlor will run? wi ihc above ntdr and monilor il] p-artj of ihc enbuuncx durwi; rhe uDpleancnunee perkd Should springi nr excessively utr sic4i caisi ihci Viill be vealed u springs. 4 5, J pfwv«nt>vt Matures and* Monitors j Prehtrrtnc mmum will he (a^cil. OWunling iG Lbe lindin[u ltuJ 1hc dtitpi VlMirlorini; wdl be cunri ixji rhiuiiiihaui rbc dam ceinstniclioo period ai [tin Ihrtc Limes, A nrtk Wbcn tUlPJ the KKHW, tnCDildiinj; Will Ke earned <wl duh. up w six monihs diet frihuip tic NWL lliereiMer itionjiutinn will be L-lTricd Dili Fit! kJ J. Lhiitij; UMbiLirjiMTn p| Unr sekekd contractur, ii will be mi ircipcuLint bisk: ul liii io DidiHtr< and liximem all tiaeh Stirling. al i!lt riihr ml ccpimiainE win I lunlitjeAcr ul the project (subminmg of .lII ik<nnxnialEnn'| to list Clienl. rollckwtnp luisjin- mcf. a_rd ui panicuLu mmriKr+xmcnl of lexervoLi filling Ihc >—> ap.-rnuui wiJI continue tucrjirnnc and dtKuitienijiion. cheizkuif for changes I increase of diadurp appearance ol scdimeoH. c(c ,1 ui ill die springs, especially JnMtWom iknj chunpr, T*dJ be ittimcduieh reported md dcali wilh urgently 4.5.5 Summary - Eff«t on Afjgnmen f cf Dam Avis ■Ml ihc jiwte iftcmuwd jj^iara could afTccr decisions is to lite alignnxnl ol dic dun UK. uiriLifucj u foUons: * Tcpopaptn iiiiHttaloq, K’jxx.’.rjphi: puierni under ihc mam tliuti ww* l|v lliijT^nrnti * ^Lajc-c miih.rt jjcvfopdl -sinjcriirev * loundauoa induim^ ^d cmcrr bedrock, etc . and (heir condition hocnce c| tphnp.v iflciudi.ru’ At neorK depression with hiiih ftfoundwjtcr llbic I Wfc-i Ann.CJ-l"Annex C.24: Ofirgn Criteria * Any other factor iku appears io be sulGdenlly important for examining the netcttiiy nf changing lire alignment of the Jam iui s. 4,6 Abutmunls - Die lirwJ dj|din>cnt will he adjusted Io avoid auib of ilruclumlly weak materials in obuttntnit. such 4W weathered overburden and talus deposits, avoid geological structures. or locations where it might ljusc .1 significonl im; reuse in earthworks. 11 may lx? more «onomicaJ to flatten embankment slopes tn order to attain the desued liability dun Co excavate in areas coilUuntflg Similar weak materials until a firm faundilion is reached if possible, lira that include gcolugica] vtAJClWH. landslides or other JuLrardoin phenomena should also be avoided • .{AuftHrnf Tfn/Trj; Where abutment slopes arc ^ecpfc lire core, filter and transition zones of in embankment will be widened at locations of possible icniion zones resulting from differential sclllemern The possibility of changing steep abutment slopes to more moderaJc note, as well its a wider core, etc., will also be consiiicred • -Settlement of dams .uid found Jlicm depends oft the mai-mats in each case. Large dillcrenhal settlement near abutniefils may resell in transverse meting wiihm lite cinhulUMah and consideration will be given tn tiie use ot material* with higher water conlenL combined with flared KCtMNU 4.7 Freeboard One of the requirements for design of m embankment Jmi is Io ensure safely against overtopping due l« an inadequate fret'board Normal I roeboa; J is iIk difference in elevation between the crest of the dam and the normal reservoir wafer level (NWL). Minimuni freeboard is iIk difference in elevation bclwwn the crest of ibe dam and trie maximum reservoir water surface (MWL) due lo Lhe design iIihkI lhe djlEereii.ee between norma] and minimum freeboard represtnut the surclwge liead The freeboard is caJeuLrted -according to die details below ■ MWL plus I: IDO year wind event effect, but noi kss than. 22.4 m-s (USHR). will be considered fur die miikimum freeboard. * N WL pl 111 I: t.000) ear nimj event effect, but nnl less ilmn 44 7 mA (USBRK Will be considered for the rwrmol freeboard. The freeboard will be esubh^wd Inking the following factors inio consideration • Sekbe effect. • Wind Set up cf the waler surface * Wave udigfi j rreuaMil UfcJAwUJ 4 1* Ann.C.2-k9Arwejf C.j-1: Design Crirofw * Jtun-Up orVn JV(1 <X1 ihc ujnlJtam. face- nf tl-C d.UII * Mai rurstwci or spill was lntai or oulJc: in j nLidc-n le wind * H>drolDfk untcitainflics m^iulhng; [rniiL ;in iflldH|mijC iilshn^c * I .flf Jsliilc-i'L'nc^tt^d wiicr ih-Tivc^ and'or du plAC einctit dL mciVflit Line * Ccntflinmsn1 ol lb? W(> zi nctl u-i llie 2-iaj b'ML nJ llieir htVr'l. JUpJ Ihs jbfivc-nxwtKMKd nlln«nnccir irilh -nt lead Id in 1! tut or rnore ffcebqj^ 1u iptrc A CnmpiniiTD will he nunk bvlWCD tire >HDM Cljtlcil cemli! r_Jil^a\ 1u l'< \l<cJ Jut Jcfenriiiunf. iTic wnnaJ freeboard. A-VJiilaMc meduxh For frect'usd Gifculorjoh. aueti « SjiiIIh equaling. Zuider Sec ibnnu.li jhiI Stood on fumiLdi, will he ■.iWlI. 3 he '.vibd '.peed In fee ii'rcd in c-iKul3.1.>r'[H t\]l I tk>E he Irji IJun lH_q[ -iLiiE-J abcnc Wind ipttd’i air gicrtler nstr «-*lct thin. *wct tarn) ^wrna.1 raltoi of wtiid sjx?ej uiei ihiict ni ViLud iptrd inifT LipJ-orc- itown in Table 2. Tlblfl 2* RHioa uF Wind Sptedi crerWiEwfa Wind SpflfrJiwnf Iwd Ehrwehui 1 2 I 14’ iml- j-pced over v iter 1ft ioJ ipccd oth land M 114 123 1 1! rz r 31 In x-m*-Lance USBR (KTMnnxwisi ioeb, iiumul ml mmiroifln lirctaiid rEijisritmentT will be crahriKd The fterbojrd thru iev^h in llw highest lajs-nfr didli clchilLiin mil lie ik-f-ird Cumber Itt ;uidjLiun !□ lhe freeboard, □ camber will he pnmtkd ro iJlow fr* MitleinsiiC of Dir Cdur-Jiiitin ajiil -crtLkuilirn'ii: 11k- eecd camber will be dcwtitiLfted by the rilcjit o! hwlaiiaci ukJ eaihuilcncnC Htilnrienl utlcipoted- lha ii il iftctuJi io determine The LlSFIft recoeHoaidaLinn ofa camber of 1% or cht nnbnnkmrDt height will be adopliii J.S Cresl Width lhe [op widilt df an Cirth m r^fiH dum mlhin conventional linuh twi WU* efleci on scibihh The Crol width it ulten gv*tnfd by the constructi^11 P"^ and required a«ra Dtpcndrm on ilx hciShr ot the darn. <1* Kiiniiirtn r^p urdih, acecrdm^ io USAGE* Is bttiv^i 25 and fl) ji (ab.hL.i ll-S a--.J | j.fl Hl, I^KCllvdj) 7 <lhJM.ia-tPiArri^rr C-2-J Ddirr/n CriffflJ r PcJucing I be djrnenimRs pF ibr ilorri nc±r I he will Imt considered tn Mhlcr reduce [he cvwrtlJ Width w=Jcd for the Jjm crcil CMfliwlion Widely accepted empirical meLluNli far ddennfafag lhe cJttt width jvill he use J For txiinpJt. Inpanese code 1957 Specific* am width tWj in lemM cf Jin height (li^ ii fallows 4.10 Slopp Protection Kiprip; Adequate ±lupe pfcHeCEKit) will be provided for rhe anlietpalcd eir1h; shell irJ roekfill damn fa proied rhe upstream slope against wind and wase cradafrn. Dumped riprap is Ehe preferred type of irpstrejun slope ptoMKWFL Riprap will jUBiify ilbc following requirements: • fl uiuve be canapoKfl of uik racked homogeneous Rick with no weak zones, willi up Io 1% vohIi n-jijyi. and with sped lie weight 2. <55 lurVm or higher • ]i naml ImVcn dupe anti Wright necessary h* rhsvipoic wave energy wiLlitiul being <Jlkplaced, (e g nol riMind, nN Hi:) 3 • Ft mm! be lining enough to perform v-iLhuut abrading or db-inlegrating in lei srutllcr ptocei ■ Ji niM.il be durable enough l.o svillhsrCund lhe effects of lang-lerm exposure to chwgung. weather conditioos^ Vralcr composiiionL Lnundalion and uiuranou' jjtg periods without Icking siren glh. DependEng, on the mifliffiUnli operating wirtrr lest I of Lhe dam, lhe use of Jess riprip or ntrihc ar all in rhe Fewer portion of the dam wilt be considered below ihr niininium operating FoyeI,. far a Jenglh along lite -dope answering, for double the wave height. Bums of suHicrenC width al lhis level will 1st noccswy ro provide supjwn for rhe riprap, A bcrni will iIjaE down 2-1% against Lhe dow-nMreim dam alope. hi cokuJaLing stone weights, rhe wave height and wave period will be Liken inl.u uceouril The US HR's Design Standard No. 1.1. Chap. 5 Protective Fillers, and Chap. 7: Riprap SEope Protection ju well as USACE's- Publication 11 111-2-2300 App C are isawng the widely used methods in rhe design of lhe upstream slope prnEcclicHi of cmharJimcrir dams Berf4<w< /flierr,’ Gradation of Lhe bedding. mate ria] will be calculated Io provide relcnllun of bedding panicles by lhe motion of waler through lhe overlying riprap layer and rclenlion of Use material under lying the bedding layer. FC lhe underlying material has lowr plostieity, gradation cd the bedding nuilenal will he aUNlabcd to conform la the follorwj^g filler criteria: rrraii!.* rri m* —rjc j-i *- ^pn-Hwh] M| j Ann.C.2-1-11ANW C 2- T Dgi-rjn Criieru Am* MV Vi terr (\ w - ] F percent pEiin^ lit uic oL Lb? Knkbftt Orb S5 psm [WME| £ Lhe <*f lIk lwUini; D <- ■ 15 fTXrst p4S5ini;the sue ol Lite tmittiiJ to tv pevtoded P,. 15 percent pwatg lhe lirt <rf the EKUCTul to he proltkied. Dim ■ 15 pinent passing Uw wreot the tifrctqp An LrJ.Tmcifii'.e filter Layer rrjj tv rv^cired between ihu bedding and Tiprap. The above *ilt il w BMtfatfTt to ihe USBR an J USAGE pubbcaiwiM. fltf/V fimnthtt.' StlK* ibe dovinrifrafti tacts uf caJllL'ilttll. l**CkJU| and ciNKrttc-ficcd nv-Llllf dimi tuie j rrcMill zone on the dowiH&CKn slope, ■rnruLwi is ji rwjot issue. A unlferw surfke uiihin the sprolwxj tnlcranue should ^uflkc. Fuf dta ** nitream dopes of canhlill dams l3it fbltowinj! will be Liken iciki i=L oun.1 ■ Cmcruu; Die lUtlacE m-jiJi a tiyer of rucktlJ] or [travel over geutniiW bedding er hj meaas of jmsuij * Providing berms &1 ituxiinum vertical itilervali of 123 m to limit Lhe vertical <Jjeua:e uf luiwll travel and enable majhlcnj.-vc Measures w«LL be considered io prevent blockage of the ourkiv * The question of Lined drmnsoit die berms m ewwej runoff and liutj- ll Io tlx ■iKirincflLi mil be Jckjicd dunn|j Lhe drsign dare friivimm ol epen lined draani f-ilJ be conuJered aL the «>ni*[ of the dxiii with the abutment! Alternatively. the drains on lhe berm, may he e^icndcd. * l:jMih herro occupier only J% of the entire itownsLicanj slope Siuface of ibt dam, while this slope is cocnpieidy pervious The cuii of lined drains and eoLktiors (to dimple energy at tepiU: inters ajs, due in ibe stope) will be evaauned w iIk tnwferlyipft thclL'rare is prelected by fiLLer and transitions. ■ Drained w-Ma will be rcftiKid. away from lit dam and dam-abuintcni cottUci. «retrelicd by Die toe drain. 4.11 Embankmonl Zoning / " A*C J+»J/jnffex C.J'T. Design Criteria lI.Lii.nn of the malcrwh in itw ujA-uiii^Mi no* will m^vl Hie Hllcr K"rilcnj rmenicxl in SrcGron 4.15 beto* Whfflver dilTcrtru rajwte in ■eiEem ioJiin filter trauition b>W between them. i1 mill be Asigjxd ts» Salwf) the binding sundard-u A* she <^hv kind o! sails ouicr the bedrock upFteBm and dowTLiircani or ihe J-vn jjm! 43 the cover soils in the resen ml r imj in plaoei be wily ,i few metres thick_ ii w» decided dui prQspccltng for earth shell cwMracifon nuicwb in (he iKhxJcJ 4tos would not he acceptable: such jji -Xtivih emuld damage lhe rejflvoir |»no<Ti_ reudling in pwiblc waler loses troni the resmojr Accordingly. Uw dwWtailWc'Cre niMeriaJi will be imported from outside the Hooded area aMor fmrv excatatrorw for dam fuundations and qppiiTttafint structures. 4.12 Embankment Materia la At any gwen municnl dnrinp iraplemcnkllian, the conlraclor muM have lullkicftl quantities of all kinds nf cuikilrocliort materials lo ensure that die work w ill not K* Lnlenii|Med. The materiiili tn be used an the v-iriou* dam zones include: • Earth H I I nr care male-rut: - Most soils, cm be used tor earthlill or Coir construe l ion ai long. aS they are impermeable. insoluble, nnn-reacGivc lo the rbcmical composition of the waler and substantially inorganic. Rock Hours and clays with, liquid limits above SU% will be avoided. Hit lower limit nf the pjpfiieiLy index will lx 5-10%. Fine-grained Noil will be used for cmbutoneUG or core constnKlion only when the water cunlcnl is. siHiahle fur ■compaction and for operating of construction equipment Wcll-gyaded wiLs orc preferable to ^njk having relatively uniform particle lire Izmbninkrnent soils that ULDdcifO I'cinridcmble shrinkage upon dry ing, will he protected by tdequate thicknesses of non-shrinking fmc-trained soils to reduce evaporation. The use of clayey wita as hack 11 11 in comoct with concrete or ninsonry structures will lx avoided, where possible, except in !ht impervious zone of an cmbsukmcnl - If fine-grained material ii in short supply, cciulting in 4i thin cote. Lt sJnsuJd Iwt a tow pcnncahdity. - Shell raaleri.il. upstream of the cote will luvc a permeability of abOLJl 1-44 to 2.1$ ■ 10"^ ernft. - CMatractton JhtLien^ comauiing organie miller in e.xccst of |% will be disallowed. ■ ItocklllJ material - Rockfall nnlmal will be cottipowd of Mund uncrackcd tresh rewt that is iW alTcctcul by 11k chemical crmpMllioii ot ihe wntoB has □ specific weighi of al least 2.65 lorrm1 ir*d hm nu! more than 3% souls f J.-iU443vllli**A s V JC M Ann.C2-l-13Anflfx Clft Cnilffjj - Swjixl hinl reck ii rJcaJ for compodoi tockhll Soimt wejlbercd weaker racks ma;. he iislaKe* iftdudini suTdrinticf and cemented UiaLtj (but not elay ihaJes) Racks foul break down to iiws sni,i||er tluci specified during cXfflvaiiwi. plKccicni nt compaction sre unsuitable i, Fxkl'ill. ns J ivlIJ either be treated a* soils or ic|ccicd- Rock is uniuiLable if il s-yli;* emly, crutfiei or F.1ia1tcrs into dmi ruid sr i>i-etly irmll rrtpwwt, or tentLi io Iheclwmical compoiillofl of waler - The suitaMity of rod wilt be juiced by examining Ibc efTreta o| ■.w.ubcrkix’ action in Quuropr and by ensile and !abotfllw> itrti - Rocknil coHiptiMTil of a tchtody wide gradation ot tuigulm bulk fmgmenli iruy settle In n lesser exienl oc nwre clc»wh than if compo^pj iff djiTcf-clil duped UOrwl Ot giadc. I.'nilcntlly graded Iiprip JMC'CCtS die rnilMflkrnein better (presided b<Hh npr.ip jrd bedding are nl the cortcct ii/c) - FLia, chinpied fripnenls that lend to bc-J^ (m 111 pcrtsibly break) 4.13 InifKirviQuw Core Then: is no definite ink foe deiemiLcrig die ufe chiekitci^ of die «re 'Itie w,J.ih of a eeiitrtil irr-pcniuui eote will he oi*bhilie<J Ki'ed un seepage and paring consideeaiinri^, types o| miicrml jvailntilc l>r die cote find shelly filler design, xr-J wIsniK conMdcrauoei Ako* Jitip ip kwthici praclice, die one width ot ihe hue, or cuiolT, unounLs ip at Icnal 25% of the dj!!crai£c liebveen <be Jtu^jmnu rriennir wiser level and iritmjibuni uilwnirr efcia'iws. Cuius wiiii a width of 3(f, 1a 50". of the water 1ic4d Im tl^at pailiuulir s*xunn) Lise prosed saliUocicry, A core Ouckness id about eibd-haLf o| d>r dnm height (in lftar parikulw section), h aLsii wcepttbtc \ Core (op wiJih of at»ui 1 m nr more is the nunitiMtin lor conslnxiion patposc? ihe pemeahihly of the <wnpactrJ i«Mr raoicnal must ruM exceed 1(15 em>'s I lie ciwr rnuicriil lLiI has been uieTiEfKd has a permeability cf some J.S to 5.5 ■ 10'* cm/s The nnntture eonienL will be carefully determined aetmhnp Io laboratory L-cit lesulLi, flcDirchmcal cooiiJc* Jimr,s and on-ntc compaction tesu of exh nuieri’i (see also Section -c 14 betow}. 4.14 Sliouldor (ck Shell) of Ihn Oam tn a cuthmon type of caaihftlJ or earth ind rockfill cmbajiknuinr, □ ccfltrnl impervious ewe is Maided bj mwr pcn ioui shell ^fillers llial support the tow I lie iLpiltEdm dicll Will he designed to ptusqde silibil ity against. end ccruinK-tran toaiiiwm, rapid drawdown. canhqiHkes and other foodie cocditiuM, M well At proi« linn Hf umJ warn CnnLrol of seepage thpcmgh <lic cmhaiikihenr «dl he provided by internal drami/fijitrsirnjioilwi Inycrs. A>rrjMr>> 11 !“»■*** i i n mi Ann.C2-l-HJftMX C.2-1: Dasign Ciiteni 4JS FJtlor Design Filler design forth* drainer Upttlaml internet ruiti lip ui i dam is 3. Crilicj] pirt of effloankmenL design. t( u Eswnlinl lliai die indi* iJu.it particles in ihv IbuHdaLion and embarLknirnKote lit licld in pt*CC do no* move ji n itiiiIi of wfp.int/crodoji forces. The zones of rwIcnJ rnuii "filter crHcna" mill respect to adjneent nnilerial j. These criteria art jaiiifac lory Tor use with filters o,l eidiir utiml rand iijkI |rtve{ or crushed ml, unJ for filter (radalkins that arc either undbrrn or jeradeJ The types of materia! ID be prelected by filters are CaLejory -- I % liner Dian rfJLhi fKy? >85 -143-85 15-39 <15 Use Hits criteria will be £atculared for the □bent four caltf uries according; to USSR's Design Stsndird No, jj: FtnbanLritenc Dun.1.. Chap- 5. Proifeijcf Filler^ as well as the publication by USACE: EM 1110-2-2300 App. B> oi follows • filler miilerjJ originating tram rack min: he eompiK’d trf sound uncnicked Cresli rock Ltul is not affected bt lhe ehtmicj] compositioo of Lhe waier, has a jpeci tk m ei pl it of *J least 2,65 rati/pi1 l-jI hta t»r more Hum 3% voids.. ■ llie gradatum curve of lhe filler iijuii hmx roughly the s.iroe sliape as iJie pradalkHt curst of lhe protected potl • Filters must tiu-l cmiLiin iMft lhah i^n of fines pusmg “2tj0 sieve (0.075 min i, and the Fines tnuji he Ircc nf cohesion ■ Fillers roust not ec.nujn orftHltk malcriitl or any other material difTcrinp from the approved lilter iruterinl ibclf. The tf&kneu of the fillet Iflicifs) vrill be determined Laki up irHn cofUiderfMh lite foUowtriE- • Fitter thickness required for releotian nf fee particles, with a minimum thickness pf24 m nr Uiideer. • Drainage layer requited for dranipg the water to relieve pure pressure (where twttkvary], ■ .'djiiiimini Hiidkneii requited for tompaclion ■ Local inn dTdie Idler in Hie dam (say ibutmcrils, clc.J • tmithqiLike effects. ret j-E lit J* Jfi| Ann,C,l-l-l54. it! CornpMlton Requirements EN tiwttpxicii density lalio lor ciflhlill itum be -98% of lKc q ftasunm dn dfflilf. "**" «>««>* be**«n OWC flint OWC t 2%, Ctt'C h Lie jJmiittfrf {^infMtf lice < Ipi ini nil1. Waler f oritcu.1 UotrHMljlkd Sundard Pruett* prwcdwei will be uird in oftkr la cn.-,iitc ,a., cwnpfttiiM, which Icfcii lo low pcnncjliillly. flexible fills, Far Jxn|a T1 dkffkuli <p Lutn^cL the ccrrpxhon nrquiremenl may be relaxed ■□, as W, demiry raiKh uikr tontonlW lnhoro*ori- i«l« lpcrfnrm d fc-, , r t CcntncMji pru'ided coapactiM i* carrttd above lhe Oplimum mwhiL. The Ihklwu of Lhe layer iflcr compncLion. will he 1 50 io 2CKi 3c- [WrniW lie derrtily and TOlW CPBflrtl KrLUittmcEU arc wbriied hcmtouttKuu^ to I be rrnirr Jqiib cl ihc Layer Sbrl/enrirMill will f< placed by kmpen <x dumping irvdcs and spread with^ palrr r>r Rdldiver. Osei^iied nuicnalyluitipt will he reni.ivcJ AmpwiKKi The pirfow oflbc yccvm-jjly coespKtcd layer wilI he seruitlrd Io flaring the mV lai ri of Till io enmer i fcw-J hoik I Add men of u vruill *tuzej nfwjJn tHhc xarilici mriatc will be conddered prior rn placing the next fill Wait: tcmJeni in the borrow area will be oiljwtaL with only minoi iidjuumerc *1 lowed on die rmhahkinm'- Soils in llic borrow area ilinj are drier ro wetter m telaiMi* io lhc required water eontrr.i will he ronditiottJ far a few dajx jwot t uk in the mbankincnl. A frilire Lu- lLhi sn jt a ecmnwn cjute of difficulty -.i fc.kir-iirf.'jpr-, ipird Cu: -pjc[iou rnqinremca:* 4f«2 ItaceJixri in be used U compKitflj rwbfill nuinub, tifxtLidly ulnc 1 -C wfl. will Ik wlccted oq tta hula of Leu [Uh, in which lift ditckw** - miraben of piv-rv and ivpa of comptiwn equipenem (i r different vib»i<*' rolknl mil be imttiij-nLcd US ACE rccommtiids llut tuclfitl he placed in l"!^ jioi ckqwdwi| 60 ou thithicis. unir» the Krulls of tai It I la. show fhar CLimptiicn Hn be obtained Ul.ing Under lifti, defined by these tests As ihc mi^rmnn puiitJe iux of nrtfill reduced ,hc ]jfl thickri»s * The itaMmum pwtxk MK will r»i exewd 9fif% of ilie lift dkicknes*- wheeled nbra«<y (D msttdeliSpf l0 js ton5. , .- | )Tc «- LfcflsiEiei iV 1HI arc in * ““ *•* »- -*...................................................... j (Tjiih. iii Pm- u t r r—■ b.wi j i<* P .H5 JibhJffFff j C.2-1- Design Criteria Qatnm ™k l.<i. me « ™« Of H-» "■ * w? JS <m ft L, »l l» n- «xt r™ «k «« “■■>' V , "’ X Li- fttdMna There will be no neeJ to warily l*« wfcce* of ramj^red W linrd riKkfiJI. 4.it. 3 Filters l-i|(cr> will prefcfity be placed ahead ofarthflll« rockEll**st™ kfl Fipyrt I in order Is reduce Ibr risk iff COfllemhutkn of ibe fitter zone ^d allow jfuod cuntful ol ftller width. Ffamw r Fillaf i&M s nrutf &f alfier renaa Filler mutriidj sbLi'.vmj acexsLve twrak-ipc by the Compaction equipment will be disallowed. The filler material bhoulJ llkerefore be itf durable iiuterul. 4.17 Dam and Cone rote Structures Interface '[he COtlMl bqi-A'cehi rinlili 11 and MtiCfttt RRX Hires such is the spdbk ay can be p-Hrnlinl wurcH nf cmClfinj; and piping failure. Uiing euEnff etillars Ihl- [he drawback of inadequate camfKKlion udpeent |u the hkilh The iKcmmeuded an J relatively simpCrr detailing employed at die ftHKtelc-carlhftl) inter I'lWc CtMMitti of artful cwnrpnction of Lht fill with WUltr content Qi'Ci ibe optimum and/or intermediary draina^'fll Ler !□> m Tlii s practice iri 11 be observed m the design. 4.13 Geological and Geotechnical Study The geological and ftotretoka) Mudy H one Of ihr tAOSt importune and pmlonfitd Ktivitici io be undeiUkrn Ihe nwin objective of the inveM i g jU un u la provide MiflicLcni ilaia for the lolloiring purposes • Ihjiifiiutidjtum design ■ Diun design. • • Other itnutuni] design SoutCH and quuinties of tofUlrwticn material r4 mu OM c 11 Aon.C.2-1-17Anncr C 2-1: Dtslgn Cnfeh ■ mtj jwfjce and nJnltfftrt iiLftrnnaiun. ■ Sriatk hi±kih \ mxh ofifc r^11-11 ™iTt,tlot lcUkri:Js ftoni IPStflier fr uic rcrair^™* CMdwtrf enable 1hc design L«rtu (□ pc^ a MdMhwul *jb] polopcJ SflKflipWM pi\ignm. AddHifiul ™a <W nuy reqinird a am i dl<jrinirti»«Wtofl'»f'Ui« EinJ^p hck o! reiiain djta fjfned uni piurla or concurtrflOy with tbt roods I* Ik implemented fgF ■Ampin cage (*tfilhi]Ml Ek\|UnrriTiE£l3.14 lite IiujI ptodlKl [gf djcli iiLt will liil*!"-hJ-c * Kc-LfniHi kmt'aiudind gwlopicaJ set bon, hiscil no itiappuig but tuhdim dcKrlpiiW ofidcxuit tarcbgH wtetbes and ley pits. au w?U M fid J jeJ libtirauxx ies1 nrsdb- * Gpn!|r>pC3J-,Kcnl£s:kjL;cil section along the iim J-di to W appropcmlc tci|r induduig bndwliu. tetf trmibes, ^eapliyral Ictojl, wnta jnxedwiiTeraMiipaiiijfln andi lends,. etc., as «dl ®coitUcLb. knv«ai JrFiW rtui-enearwcrin^ mts (chisiM jcctirdui i’ is EUwto£yH ROD- c jtliEnr:,.* ■jitrcmgih, pmacahiJify, err J * Study of cuij(pchjDQiJ tomlin-acLS <i.'ihedTiLii{!. other designed elrtrjfiUL such aispllwny, aulJcls, divECiifini, de ■ LkfiqiEinc -fif the ccaLlLI hctnimi fil rrburdtfi anil bcdlW L, weoklicl"! tnxs wifcfi lhe bcdftxL, mcludaif r-cint siiicm? and llicir Dpenuiji and uifiJhHf. ddMtifiUnuiiiti |ItnsrCS). clt. ■ rkicrnmuiw^i gf all pcmiWc c<Hiiliurtl<n] nukruli by Ltd pili for cdiihFill ind hs ijriifuji? uf rack !rapmcnz$ or Cr«n rcpra-enln-livr cotes lua rocldiU. * De terra rus rin □( the qiixntily of each of Ibe isailhhk coriMrUfilign nwictijh « Pbdggtapfu ol'any special feMum on silc ot in the iinmedute eiaviroritt of ait cord tain. and of :nd p:h and irracha. and pmcnlndan of 12* photographs «iih ihc kji as in annex io the ftdlogital^girawchnicil fflpwt * E Ifid trpj-t of die ucc mvudgaitons for tlw dam. ukludinj- rpcgenmendatiom fee 4™pi i&d addifiockii IkU aid laboraiofy u-ork (whcie fttteiuiiy > i<r t* canned uut by tbc Cn-nLraLiur betocre md'of dksring prajccl. cucuiiQiL 4.19 Cracking Cr-juk^ farctap witha wt of (cmita In ejnJb dam-i 10 diFTmntiit wtUcmriLl. liNuf oF ifc ram^ ud Finnic action Hie J^iC1 muri dk lui prutnjoni iiHiunuTUrt Averse C racks Art <if Four prn<rjJ jypes Jcinpruduul- Bjde^r.lxd klot ihri nku^d,. tnuuierLt, IwwirrinUil ir"J \JirinLjgi mirh fri-m 15C Surfjcf iJuMiiic truck J Art ptxnJly diblluw and cud b* J iTTJ Hhl ■ I i JI J Ahii.C’-2-I*Annor C_2-fr Design Criteria ■ Trainrw crwltoK trunnmc cracking of ihe trnpenirous care aa cl primon concern betause il creitei fl’flw paths through the embankment ixauied by Inuik SEresia relaled 1o differential embankment amVdf fpujubiion settlement ihat may occur at Hop atunments, juncliga of a closure iccricHK sLrwTvreaE where campaclirw » difficult* and old stream channel* filled with compccsaMe MtiU- ■ Jforttanfd truriing: hoiizonal cracking of the imyxnious core may -occur Mich (he cart material is much more compreuabJe lhan the adjacent UlAHliotl or ftbelJ malerial. The lower portion of the core may separate out, KWlbni In a huri/Linlal crack Arching tnay also occur if the com rcils wi highly coftiprcAiihle fuundjilian male rial ■ /,fjrt^rjud r™j/ crotifcf 1-angiludinnJ cracking may result from sentanent of ! lite LifnLreani transition zone or slieSJ dw tu initial satujilion by the resenou, rapsd drawdown. dilTcrcfila.il scnlrmcnl in adjaeenl materials or seiSrat actiori. Hit trucks do 1*08 provide continuous open jwpiige paths across the core nf the darn and fiirre&re puse no llircal with regard Io piping through lhe tmblinkflXflL Luiijiiiyikinul CfKkJ may reduce overall embankment nEabilif).. feading lo linjw fiulurc, putkuhrly if the tracks fill with water. /Vwwrflire AfriHMm I he primary line nldcfcrxc against a concentrated leak through she dam core is die dwufretm filter (ShcranJ. 19N. and others), Olhcr design measures to reduce suMpIlbilily Io cracking, arc of secondary importance. Susceptibility ed cracking can be reduced byz ■ Sloping the found all and structural interfaces so as i& reduce differential serdtfitod, • Densely compwUOt lbs upstream shell Id reduce &ettleo*eiic from saturation ■ Compacting -core malcfisd* at lulTicicndy hbgh waier cunlcnt w lh.it stress1 ilrain behaviour is rtLniri? plastic i e low tlefonution moduli and shear Mrenglh - ind ejftcks CttMi remain open (pore pressure and ilibilhy must be cnmidcred), * Slaved coiwtructicin 10 tewen the effects of reiilemeni tn lhe foundation jjid low er parts of the em bankment Dam Slope Stability Analyses Eiw subihEy of itt rwihanknirnl <Lwii tkpciids nn lhe dwKtetilliei o! (he foundnlian ud fill mulcdali. u *cll « lhe gesmcEry oOhc anbanknieni xviion .ind addLtiomJ fcdws such ua pwvwnce of nils, feeing ttrndifaij, dejnfttX C.2-1: DgJJpn 5 1 Central Coiwdtratiwi* FLAMS fmk ftamv .«4hu«‘ Tk «■»>! ™l>s" n, mhid »r .k *» k sr-‘;7td w » nnfci to-detenu.t* « JU ladui of nfcty f« sirioui dip MjrfKW irf iipslTtnpn And itopesunfcr dt*ly rtHc srrpase contotfi wilhfir wilkxd an tartliqiL.-ik • 1he betor of ufth' fin vanwi dip surfwei of itpslrtim slnpc Wider iudd^. ilnvidowTi ct&diixini ■ Jhe betw of fifety fw lariout dip s'-trficer, ol upitKCT atnl ifownsiitim iJopo uodn end of MfisUiKtiw cpndiiims 5.2 Loading Condition | jWe J Mifflimito Lie ki*dirig ccodilxini nnJ cnnespoixlinij imaimum fclcr nf izfecy requcitmerits prejwicd by Ibe USA.CE ekkI uirf wmidwidc, which wjf t« nicLhs (Ik iJtsifiL T kbit 3; Vkriwi LoadCim ind Uinmin Factor d Salrlj Cilbcriktyi ro&e* 1 LM xilr LpME*r 1 -L. _ - -______ ________ ____ ____ SdfraiMfcw 9 Shiite wrap W &e*Tf fjfe 13 IJ5.1t m T3 ■ IMm? ■ViXlJjUfT- rfi ’ '5 15 1 11 11 1 Ani'kwi will pho be racned out ]u uku thr ■■CHStlivny of lie \ilel) liwtw Ic idnaliiMU ld shear HuBjUi, pore peexsudt. and dip surface (CWnctry. Safety wif LeeniUird L'-fH iwiJe ranrmLiyjmpI: ins mill iqjnnltn llie'C Ixl-ori 5.3 McfJiod ol Stability Analysis ibr slfipc MaWlily tmcitijaliMi of L|ic ptymri dun will k earned out 11 AXIS soflutfc hated <m ihe Inuit tquilibeinni method I his jKO|!iam sab ■ - (.Haiti force mJ modEd equilibrium condnicipis and will he nwd tu ahuin I'LAXIS u i linri( rlaa pulip mkd |rt t. imniiwul w duet-dir in^i.s «r fctomjiKjn, subski wl ywrtSun flu* n tMkcWnl CPI*^ OrttdiMriylirtiMs rf^arc *dixv<d cwunim.Lt wdd; to the rnndkivn i>flb* J «d biiMrfrape ha^uM „f ^i, w * nid |„ aJJllll* ,ir,f 4n.l n hL Bl-tniL t[M,d I*,x,**rri *r ’t^uirtJ is d«L -uh tnJnr.blic and "■' ■■■ k ',,c,i ( , 7iwt.-**t -* ik iui1 ai^(- * ■* “>! "«’f '■■ 1,1 ■' iij ,rticrxiu UMt h nf umnlr " h il u.inpk i cri-ii VirLil -hjikIui^ 11 ^‘PPtd wiS Innin |i> ikal -dh L ■"'' mi AnihC-** JAnw CM* DeJflfl Criteria (actors of safety lhc rcsuils ribLnned us inf such mtLhwls Will be OMtmUed by i!lc oilier ntclliods. [lrt pure pressure llul would develop within lhc htHh of lite ihilL ohJ in the fouiHiaiicn understeady state seepage will be LhJiiallj csLimated with the help at the above HjEhwut 'tlitsr pare pfEtwits in tcnni of head will ihcn be iiKOrponled in ’be slope s-Ubilil) anJlj MS Lisinp Lhe mne prOpwa 5.4 Shape al Slip Surface Allbougb 11 is caiiuiinn to tike slip surfaces as riiciita. ihcy set odi neccswily K -nml may lake diffcrecil [bimt in different mjilcnah FLAXIS software will be Used tn check the uricus uulcitlk-Spued in lhc dii:L and create die various slip lurlitccs lilt lhtcn. which, wlucn dtlcniiioed and comtnncdL will form die iltp surface wilh Lhc lowtil factor of safety. 5.5 Seismic Design In kihiopLa I he Alar Depression and i!:c Main litliiupian Rill (Ml R) which nt L pin u f llic bust Alnsua Ki n, an wheat ranhquak4tpketUlU are JlhgrtCd AinOflf i hem, I he I960 Awua earthquake (M 6.1], the I4bt Kin Korr earthquake, the IM9 Serdo carlhqi^kc I'M 6.3). Ilic k9Kl Wcndo Groct tirtltquakc, the tm^iEio roMhqmkc and ’Jk 1989 Dobi graben earthquake (St 6.5) wrn: sigintkujinl c-dcs u'ii] lu some cues eLuiqcd ]n>s ci" lift Tlx current vtilcanii Klkttln and lhe retultin^ gcalojik ph*FlQmcn-» in Afnr are good cumpla of Lhe [MlcHHuUy dynuiuiu oafm of die ICnK However. l!w prohahilitj .mi! intensity oL earthquakes, drertue conMdmbly with di.iLance fcoui the Rd I Modi lied hfercalLi uid Rkhrej scuta are lhc moil clIceLiie xata far rncwurcnit nt of iturak itiaKnitudc I ipms 2 and 3 jIiow u Krtrtkic Ii.vjaJ rnnp of Ethiopia md earthquake cpicffltm wkd mignLtudts. resjxcnvoEy, w+uch cnul J affec | Anger dam i r tf P J 1Li i ■*»■ (.i_-Li fi\ Hll fl Ann.C2~J-2t T *C-iJL- _ rtk- -■ . -—T--------------Jnncjr f «jurr ? 3«sn>c ■hMrfVtf ntf itf cT-cpJ o.nd rwnjtitXWfiOJ) e&jnfrws fu Win r«rth «J eiir TPsehbc* e>* ffie .kneatkv? of ^nMZ-dam PcrfornuKt! cf ipcaLc earthquake hjj-onj analysis caLU for a detailed sr*h cf fauili (if to) by nwivjti.-^ flip rale. nijHun: length and depth of CtKrft* itkuc ■rEkS ar: rwo-oiiiM in Ehii pankuLir case. Fro tn ihc regional po ml of swwik Global Seuraic Ik/aiil Ancssmcal Program (GSHAP), sthidi wns dfcflhe !ri« IK2 io IW, Mi produced digital data ol Peak Ground Acwltr**“ lI'ifAj and fcpcrti tpcvilic fat *rytraJ lest utaj, including the &w1 AlroJai sysietn Atftixdnif u the Seantu; ILuard Mop of Fiidopia (Gouin, I lJbc 1 v pcwLckd J^rirraixMi cf the Anger Dam site h 0.14715 nuV and *41tens1^jcral>* JO yean; occekrsian 025506 m'F wvi intensity Vt oic: [00 years, ’^'“*1 i) 44145 rm'? and irterroty V| owr 200 yearn, and accekf*U«* O.5W8 J1 urtetH’it) VIJ me: 1Q0 jean. I he peak ground nccclCTltinn rrvap ''unCc<hc ’ ,d ®p te-1 5 shew that the PGA *iluc of the Anjct Dam site uml reset"*'r about 0 II tru's , whkh n lacoofannity with the wtitk ol Gffiun i"cr rime * fn *Jd. PttilWrtj 3^.2** M ACRES ■ Jw Hom or ■ ,crTC<^OlJ|,Y J97. Blhr MJ Kogan rnigatiflfl ^ &nna4iaft fine r n I'wy -1 '^rt^tt^ce History of |;ih»opi» **' t uM ‘;c -^s*. anj . inf irmar . ^'PmAc Listing Events Ik* * 1 frsenuir f j ■°4* mtermj flf , ------ to Ham Project Sites') unde, z ?'5' Mrli“JwAc. The Anger ' VI in the ^,hLL ,nkl Mt>- iM’*' , v ‘ °n lhe modified Mcrcalh l''* .* an Ann.C.i f ■ U'23___________AflMj Criteria dwtFlol as CtHIJWlinn Sl'14- «* juswpnhfc P™* 'hKJ' “ * F^rs J. £lHfr4irAl0 ■m+j/uhxfcJ in Jftd Angfif dam shown a-ja-W t^cr DiMngrtirjnd rf fl geo^g-cjJ njq At ihrt minimum prcduled KcelcnJlioo (Cumin, l^7ftj for the Angw Djei jiic it n.SMi m/i aier .100 Kckrjiifon 'he mfcliij □ [ Ok dim will k drtckd for 0,06 g J IT J U-t=<Bil u* J Vpir-J>rT R JD| | Ann,C.2-l-2JJlfiwx CM: Crrtg rfj 6. Dam Foundation 6.1 Bisk: Requiremflritt The cix-ntial reqiiircmmi* of * IciiMlitioft he an eniha-"-lnteiLl dam Art. » ll ibciuld pra'idr liable vjp^xjrt !tx lhe mlhanknwrJ under all condition; p[ lolurakKi nriii loading If 1hc Miuml Ii:-.ndi2:.-n m Un lilc is Liscapahle o| supporting it eartbinknirn.1 will «WK>[m<-al slnpct. tl^c deficient m*iernaj mint be removed at improved. If ibt massed malcml tonrcrmi Io L\t charactohiLlta of CTMlnjftiQfi cr-ilcnu, if may Ik u--eJ for Lbe ilnn.1 ■ it lbonld pcwnle sufliewnt rt ■. muicc tn terpage in prtsrat e.\LtmVe Joss q»' water. ipd the ™i gradient shnidd be low erwgti noL la Ciw pipinp prr-bleir.i ■ Differential MtiJeax-nb due to varying compressibility charuetcriMies in diffrmil SckUuns of lilt dim faundilLra ibmikl be ttiLhcied in ucdci bj mmimiat die ptaiihilily nl crais tn Uie embankment (capcciilty lh l!>e core), uhicfa can lead to urnksuabk seepage conditiwu. All Lhe ntwvc- criteria will be nb*mml during inc design of list dam. 6.2 Seepago Control The foltpwing nx thuds tail] be used to cnntrul seepage Eroa tbc rtansoir * CutojTrrrm-A seepage through an embankrticnt is cciotroEkd lUDsi dfaetneLy by a cufpJJ into an impervious faimdatioa This can he Kccmpl i ’bed h excavating a trench and bxkfilhng with enmpnefed uspcrvicrui nulenal. wlnth ii m rftixi purl of the cinhvikmcnl -tore. Such a colnlf will he luflicinHly Hvde id cnswe ui acceptably low seepage gradicrit. The cxcmlcd vipfKi should be flat etwugh to asoid excessive ««** concentrations If Ihcie it a possibiLiry of piping of lhe backfilled material, the design will consider plating a ftljcr layer v* -he downilituti face <?f ’be iirndi If lhe cutofE trench has to be extended to nn Lutrrorii-mic.il depth. J; jluny trench might be considered n i feasible allemarhc, of other TntJW-i sited * f.jufrram rttfMri'Jaw Mwitoh whm a complete cut&fT is no! requited w i> too easily, j.q upstream impervious blanket incOTjWrttcd in the inipcnn'it7 core c-. the dam tail I he cotindered to iriinmure under*Kcpngc. |i will obiened that upsucam imperviimx blankeu arc nol used when the re^oif w*i« bead exceeds 200 f| (61 because the hydraulic gradtenl ndii'l? across die blunkjr may miJi m piping and icnous If ril--«|y [f a natiff^' upstream N.ink ci it not iviidnh'c. an ample unoutiL of suitable liirttcriil w'lL base to be cxpii'i^d'fttnr-ai JlukI nr other rtwmmicaJ solutions uxigfrl- - Grairf/Jtff far nxk faundaii^sYtaijh joints and tracks, fro ring is elTeclj« ’" cofipti] seepage ihroirgh the dikjmimisifies. The wakrtightness of '! measured Inl.ugrem lrjUl In iccfjam, or dam Ibimduins where llw bead / i TJ 11 / JW Q J■5'Wi M Jill Ann.CJlAfiMJ C.M.' OBiigfl CnftHia wafer eiLwdi 10 rnr leakage is firrtfrully required la be 1 l.ugcen or less. whertM up La J Lugcora can be accepted -where the head of waler is|cn l|uui 30 in ■ Bath gpoul emnLitn and ccmwljdaiian gfuuiing will be {cuwidcfcd Grunt CUTUfri ■$ fanned by injecting grant mines tluuuE.1! closely spaced deep pyuiit halts drilled n lines (main curtain plus auGhary MCSJ. L-'utiMJldatfcwi jlroiLtiii^ is eairied ou1 ihreugh a number HifcJoitly spaced shallow beta urt a (yid pattern in order In render I he uppcT pcrtiion li Fthe hednxL te|3 perviub; In die tMV of Ansei -dam, based trn lhe axuilahk fwln>ical ifid ^eoccchnfctll infomiiiL’in. 1j»e soil ttlwve the nfelt (Layer A) will be Kmcnrd and I he gCiKiOJ fnLi||da1jbn seal for a shell and ccur cutnl't Imteh will he I) Ln- 13 ra betnw ifc LrJipstuS uriiLuid level tu prevent seepage llimugh llw rcmuining mJ layer: silly clay/clayey silt and silty und'clayey silty sand (Layer fli Lite lock kiundalinfL below the culoft' Ircnth. which hu of a wn low l.upeon value (< [ J, will al» be grouted to a depth of tfb-75 -tn- Rue io die low Lugcan value the gmiit curtain will be implemented Mcotdint In on-ide tesh during irnpkntcntnlion H^avxird l-ayer A canid powibly serve ns core material If this is confirmed by lhe ttsulli of lot* tti be l .rrried OUt jh dip nt*1 dCHffl SUrc ±fid field ICJlS duniig e nt^UuetLnh. 7. Dam Instrumantatlon Tlrt jxrerrtniry purpose of ita-rcii tits 1 rumen Lilian Ls cl> pimide useful data for vktennmin£ whether or nul itn cmbanicmEnl or foLUidjEiftn is behaving Ln accmkirtcc wh cnpiwnng prediecsom All or wme of ike followirt® facikue^ will he itiiUjllcd; in Lhe J«nm 10 monitor its pcrfomtsinee imd l« confirm its ’LlnietlWll bthjiiifrur. ai well al aUiilitay equipment lu sene Lhe operator and Ins issastariifl: • I'ucdttits for measuring leakage • Inti mmcnl > lor mraur 114; pore prmurts (pirjrornetoEAj. ■ Dcykc? for mcuurfaf ptuenlJG Line. • Inlcmnl liutaimciiti few mcuuriag ratlaS MiiJcnwnL iLorizonLil movements inJ toondatinn icllltmenl. • Facilities such « benchmarks to monitor surface movement as au irldicatfan of boriiznnlciL and vertical movement ■ Earth presun cell* • AtcelmMrtctoMcConfcr tor ■accelc rations, ■ NetuorL including for processing -dau ar cumisLunieu lin^? ip reporting, Jim slalLis cvajl±3tinij4 clc. j rrzn2&-i Aapr-r/dul Am- *FM±- Ann.C.1-1-25AnmCM; Design GitnrauiucMW’* M{WE- »J l«| •> "mk° iramminm w UK IWl o peration centra fa, nwKnjilli insuvmrttil'i**' L^jIi s « * Pfcud wupzd uM hKlup' i* nuirt,CI r°r the fild Crtirrol Cid pPChTCVSW L'etl&t BusacwLtfi l-- IVlTFlc* rnpirreinmllLXl Utility (CClllXlCI JUS UJX| ,|^ control urttre 0. Spillway a,1 GowrI Detlgn Goniicleraliofis tt it L'.wrhal to delicti J ufe ipillni} with AnTpIt COpACilV 1c» ptc-cnl Qxcnrinr-.!-.; ot ihc darn. the spillway will be designed to satisfy dJ ncej-i, h)drauiii*J1y -i^ imJuQlly Spillway dttifrt diKha^si will n«l trod- ■^dcrtimc tk? dowruajcuti im ol the itfli, either dnrclfy w indirectly. B.7 Solution of Spillway Type r^rw/r ar cltncd nyr l\hcM*ei open tp-||n^y is p>mbEe. thj^ derail will hate preference Cher Uw closed tollway type (shaft spillway, siphon spillway, etc i I>jcsi rte'v. uf Udt ehiancl ifidlvay jUlerMlnci should tvcsiunincd Guto i»/ /io-**rei. A Doo-contnrf type oi tpiJIisay will lx1 jJnptcJ kr cn-.barJuneBi darn, tiered spill wayi 4jt fcairble uhcrc high level maniienj«c d the ipiltaxi Ji:J dptfjtiMj-of ill gal Cl. can he Ajyurcil. 8.3 Selection of design Flood 1 h** pjhttihed iruiJd ref far sckeiion of spillway design flo^d clusfyuu thru by height. tdunie impmjrrfed. and hizajJ potanttkb m * 4-^Tuiftuan Jicu Liiihr ^cui Ilf dim failure Dicic nromio™ ait dc^nboJ in Tahiti 4 to7. title X iieCLuiificatJon HrigM [H]' ito^Knr ^"41 iB LE£? ------ 1W3WW i M*-.f JO OH WWu “m- 40 Ml 100 *1 *l’1zn*anj 111 10Qc*nsrt* _,C.2-1: Design Criteria Tabl* 5: Poiemii I CliwiTKiIrtn CvltfOQ <3r> eloprnvrfl|i It* rirce 6 BpcOrf (no perm jra^ tL'ixlj ri px human Mb*'AWlJ EcMIMMc toll htaMffltf (uMitwiopod ti mwrid ilruc±/Fi ct Sgmikafil Ftw (na ertan Jeietopfl^ri ■rd re morn LTiA’i ■ iTJj N.jtJL^ <il r>JKXle 4 Lnhn«) Mote Mr* * Apcrftjjt4e (nnlabfe ^jujiluir CT lljlXiJ'CTj Eiovuivb [ciirifc-rtr wrvnciVf r-lJiliy. CT Table 6: Recommended Spillway Design Floods ^USACE) Hrt SfhU^lf deiiflft iliMd iSDir | L&w smu W ti 1 DO fT t>f<?urarj ■i r h ■■ J fe ir jSniHij. jh IDOV Io 113 FW ______ L«* EituN riSFitf fcpirf iOfryrtatfi'W IGPWtoPMF L*i}n FVF S^: VZPKfcW FCTrrnrdcite- PWF 1____________ J L»jn _ 1 F'MF Similuly, the Foirsl Smite of Ita US Ikpumienl tff AgnculcuK KHIHKajt tdcetifn cf ipdhvay design IJcksJ tn1eri,i ni jbawn in J able 7. Tabb 7: Recommended Spillway Design Floods jluinj pQNnUJl 5-tft tUfl S-pUhMy dtv; *. rood A PMf 3 PWf c 1l?PWr bflF B ICG-jtkjlrtPMF A PMF B ttPMfiaW c lc» tOfli-yrto 1.Q PMF A t^Pirf nffJs ft IX .hoi'jivr C »~tolO3 p rieuTAj—.cj 1 hi jr I 1 I ti I B r JArwi« C. 21; Deijgrt Ctiten. tyfiiintoiil •. CWftoft* of a I*d«1 fw “J^intil ™,ivr purpotcy on hfi»hl *ml n*ifr- - f'/iin .-I p**>jecr>i Dims tl'jd art l,K* ii high rtf more, or ilmj ipiip,.,^^ 511,000 aCrC-fl w inMt of wuct Cikii Ji Dann thal ar? 4tl to 99 It high, nr ihnl impound S.QQU • to i rf it nf wjrta - CIjij C JVitfevre Dima Llm are 25 to fl high, or that unbound 5ij acre-fl of water. (Van 0 JVtj/wft, Dams ihal me less Item 25 ft liiph and th.il itupmind less rtum $0 of water, Jhe iiKluiioh Df slruclures less iluiri /, (1 Juph nt impounding k»i '.l^i 1 5 aere-fl of waler is optional wilh ||C approving officer PaWid LLjuaftLatiuu !< u darn based nn the potttil iai t'nr km uj life of din-jye in the event of a jtroctwjil failure unilrr clear ‘.veaihcr c-'^hJHiccja with plmtiuI tu.se jnfknS IlI the tc.se i", nil and ■water surface nt Ih: ckvalNNi of the uiH'iuilrofleJ ijiLliisYay crest: - Lurw'l/a+jint Djtni. bull in undo doped areas where failiitc wedd cesull in minor «or»mic k>ii, damage wmdd lie fiinjtcd Io u^desduped « agnculiural lands, flird iniprovemenls .ire nut plumed m l*k foreseeable future lais ol life would be uni it,el) .lf-^JerirJe'//ff‘anr. Dus I'uilt ill areas where failure svoijfd result in appreciable ecunonbe kiss, with imuge lutiirtd iu inipEoscmcntSi, such ait- mriKTCi.il an J uidtoltill structure's. [Hlblsc Ulilili-tt arid imitcporMSwin Tjuems, md letimn cnviroiunenul damage. No urban deschjpnieiil aad noinote ilun a small hiunber of bafnLablc sint-lures are involved. Loss of life ssxhjIJ be unlike!) Damv IapIi In jicjs where failure would likely result in hiss vT life ct where feoncenk low would be cxttisiv? generally. irm or urban.- « unraunHS ■ type developments thru have more ih.ui u small number o; habiiaHe vlnjcturea Jtejjfii Ftopd Bu-td cdi die abase table ard ddbfjliHU, llw Design Hund Tor Live .Anger t>*> ■piJlway will be % t*MF of 9ri hours and I PMl fw a 4Mwui nuiu^- „ tC, ■ lhc Jc!'E‘l ipillwuv will lie Tr PMF but the dcflP 7 i CniW th'“ 'hl* PSfi: *dl lbe” cmH« 'he spillway structure rf 5.4 Spillway Components A spdJwaj embankment duns usually inckxk i the falling compitienb J d ' ■ I a 11 - Ej — ■' ■ 11 ., X3MIArmei C.2-1; PwJgn Crifanj • Approach chmnel. • Spillway. ■ Control structure. • Discharge duumd (chute) • Energy dtespuler- • Exit channel. Jhe dcngn will ctuujr Lhnl each of the spillway compoocnls it assigned a crass section chai is targe enough 1o pasn lite design ll-noJ disclmrge Mldv and Co suat hydraulic needs, site topography and geological conditions 8.5 Basic Hydraulic Design Considerations iTie fol lowing conditions. wiH be considered in llw hydraulic design <d ilw spillway; ■ Subcniieiil How ccnditaons in the JppnNKh clunn-cJ ind low t doc Uy ■ Critical Hosm caiHlilinn^ as the waler pawes os er the spillway wcii ctcil (Lc cunlrnl section). * Supercritical How Conditions m the dr-chirge channel below ibe crest * Transitional Row at or near the 1«musud- of the chute whetc the (low transition^ bock io nub-critical conditions via the energy dissipator. S.6 Spillway Site Conditions Tlie sJle opndiliom might dictate specific dcugn for spillways, as discussed below. • .Sleep topography will rule out a "fror.nl" ("overflow") long spillway • Deep bedrock below the overlying soil will dictate lhe need tn wk shallower rock in the area, even at a distance awjy from the dam. design a special fnundalniiu or detign a spillway going deeper into the foundation, such as. a morning glory spillway, etc. ■ Shallow fwk cn steep abutments will coll for a side channel spillway • A lopogriiphicri saddle whose Hrira" can be excavated lu the fesef of lhe dam cml or is al a herghl conforming to design needs could mull in a decision to discharge water to □ nearby tributary or to mother catchmcnl Wtt instead of dowmtretrti ■ Other cronbinalioiu of condi linns, repeating advantages or disadvantages for certain tspes of spillways r?3 JA|| AiimC.1-1‘29CjM-OcjJgnCg,.. Slrucluril Design of Spillway On* ibe ipll»a> h}Jn.«lH ifciiFn Tv^rnftWis are Mt«h<xl. Mrucnital 4^ All rtnkiUK* 4o<tik>eJ abc'c J*',l I* ’tvurvd io umnj bl niL-JTJ C'l'.lThk'Tt . ifl’A'iEft SirLk.turji cvciuJrfAlnNi'- lot llx .ij’pnXKll cb-MUxl rvl.itc | 11 n..in Li to em^iiy. flwwl aoJ skip* 5Ubilitj The ckmisel <4 Lhc spill^y sv^ panted or Imrd tf iu b'Ti,?™ jnd iiic sJopei are unslable in ita pn^x.,. d V.UJCT cr lira ViW <wpi(e irjni ibc <furj»rl ihrrjisnj thfl cpilluM) Unicti^, iIk .lim indix Jk aburtmriH. 3 Imine in rrducc mpsc tud uplilt beluA Oir utnd ilniklLHT Ubll he dfaigfled. CwT/itf Ntrarc/Mrr • I tw kmdadai of die control aruchwe for Lhe spillway sviLi ldcIimJc j rua-off juid 4< turtjzzi crowtef isi order id reduce Mxpipc ihn>uch the ibujwlaijon, • Tbc L^iatn-I iiFU£tttjt uiU he dedrned to witfutiwii ail uppropriuie ileal itfciK, li u c_ pMh*Jtibuni-- Afld. where oaow}, djuamiG loadings, llx cvoinJ Hiuaure will tx* darjned n? a cravih -Inti with gddiiiunjJ l&ad< I'iotd (lc* <ncr tbs- crew riui will wew under nuKmum rtserroir level. ScruclurJ vuhiliA. especially ilidin.c ^mbiliiy. ii j primary ctMtcrn here, betaine of lie lufh UJltlll pfttsLze • The i«fc w^|ii of i|x «-inlAil siRjctigrr wilf be defined co witfnuad £1 pajaible combtiUAma ol ^.mous. taadibp. six'll a* bathTill, earth pressure. h aIci (manure. ujJLfi loom xid xLsmjie forces. fiuctaijr CAmm?/ fflufr) The dnehuft chumd mO he torwiKtad of reinforced concrete 11s ■JnKidr.il tatpi Kill nnudsall Klin? forca’cnomeflls - lhe qjH^-uicfiaioncJ uxlmn fU)affa arc Jlo ainKj ftl IxusiNr ihdiDi^ aixt nilj be draped accordmely JfjJ/iflF fi jirrr .■ j^wMii S’ toll4/wr C.i-J: Pwj'grr 9, Outlet and Diversion Works 9J Diversion Works rii£ common procure for dinsuflfi -nreami dufinp Lonslnitlnifl invoho one lk more of ibc foUowinfi pron-iiions ;i CofTcr dam. approach channel. a divrrwn iminel dmrn through she abiVinicttk, W a conduis ihnmgh or under i!w dam. and an exit chuilKl Iel deripung divmmfl worts the following general aspcet* will hr given careful canvidr ration * For Inigo djmx. where parable. it ii rwt recammcrefed la locale the divenkm tunnel /eoibduit through ot under the darn -dur !o its poirttdaJ to weaken the dam iLTULlLirr ■ Dihcttion IuiukIs / wndwls ftrt ertah nlructurev. and chere-fore iIiduW be conxm'Dlnelv designed Io a4n=J repLuc rocul. cnlirgemcns oi exlendikc modification, if <uid when fitted for djm operation xnxe * Economic inti Milages may be gained by incorporating the CC’fler (Lun ifi the mam erahanlmcnL mul hy usin^* die dhemon mnnd ■' conduit at a Law nap u a boCToni outlet- 9.2 -S-elci-clion of Diversion Flood Selection of die djvmira flood depends on rhe degree* of risk inwh cd in the diversion scheme under cunsrdenttion In die case nf on embankment dam. where comidcnihle areas *if foundation and siruuwral excavation are exposed or where n&DdSrig/ftVETliljgpiHg of an cmhankmen-l under construction ma> rtsu.ll in mti'qus Jimagc or loss of pnrtinlly completed work, camtidcrabfe bnportftQtt it alljched Co eliminating thr riiL PrevwLti design experience io. Ethiopia shows tiui divemm works for cmhuikmm dams (e_g. lendahp, Kcsera) wm designed for a P50 year flood, while hfcgcch urjd Gilgel Atay dam diversion works arxi upstream colterJddTi* were designed for a 1:100 jrar finod. Given the long period of coptfEMiion of Anger dim. ihe above design* recommend the adoption of ft [lood with a 100-> tar return period- Anomalous events such a* &tawns with incense rain or HimmIs causing near cwerlnppmg of wfimtaw, is already experienced, xliuuld be rtiunincJ carefully mid Lil tn mio K<owit io determining the diversion design liood. », JSIh Ann.CJ-l-JJ□ivenion TunnallCo<idl>« rcjvifl*i jCO«*dl Type A hw..b« ifljw utihira- whkb p<T>nd« a rimer bnj< l3, njn;e drtfi itiMilajd-JVLWi.cn « il il nwic EftlH cnicul fnr CocutfJMc|j0B -illi nzywcl m Ulf-ulins WOcL should | nw JrtrHEiamc l.Se shjpc eftbe diicnhin linuwL'cuiuliiii Aj there jit OMsdcmlioiw during dtdFu, the flood ih*pc ,,r wtlran U pcnmlh JeciJed <lurtlk£ the feMihifoy MLHjy follmAt tWrn and raci*Wt rpcralion neejt such nt Mf'S, iirijHtiwi - Locabon of rn/#F and QuW Pvrtait fTunnttfy ^PtStn na *Mat . <u In Older » niirwnirc Lhc IcnpJh of lhe disctaion lumiei. 1l5r ink 1 J |. J <hJl n | wilt be ktiiwd u cIok m ptiraiNe Jc* llw upstream ajid dounstreaiii n-ir- - cf ihe id (rutile Ibc instil level of lllc clLVcrFiOn Works Umbel qt lhe ith«- k umalJy a few wtrc* Ik nvrr bed level. fcwNwl /Conduit JUignmnnr Ihr -tlipaDeffl radon hill he ciwunjercd in selecting iJsc luRnckrnJu tiwiel Lujunci should it far ij possible be iKJted in n «?iupticar» fcrnuOBG. 3tv^in - Limits jtrI major ibeu 2wws t * Tic onhiii ih.-._y be Jigned on j siahfc foundniicn which L' c-TJurr ir.peraeJJi^ There ihtxdd he s^Bdctu Iion/onlal and vertical rock cover Mr a ,lirwi r ariiMLnd iairr--il M>iKr pruwre [ lie vcitie.i] rack wi« should k ^r^- W 5uppsfl arching act™ □',« ihe turuieL civ ity; clhnviie the dwf V ulc udo earn-Jr-aji-ta Such a Imbibly . lb? xkrtdd ibpfciHH T.^.xald be such thaL jL will allow adoption ‘lfa scheme<-|\orijii><CMhfJ1 ij*. ^ikmcdntnwnimoiDngerittuw. [umKVconduit into n ho!--’5- T^*7 c^btais -‘wold be LrjH ji ihe minimum possible ’ ihe niujiy topography. If possible, d»e C(3 J1 ipinx« ih&yld we tran m waj, g rou.| curtain 11,1 '"i What ir does. grayling jlicmld Uke llii< Tael into a£C°^L. “ jKXcd Liul l1be of lhc ,l111 111 miJhxiL the need fnr heavy supr°c1 |ltfc’ ■C.2- 1: Criiorja Sasic Otsign and Hydraulic Co Adoration* 9.4.1 GenflfaJ the inJet mwer, conduils. isM cmd ***** ctu nn,jls’ eW ’ '* l11 ** fU <onilS> Ifa foUpwfaE from Lite reservoir dtfwnsW*™ WjIct >bw-ly arcordenz It" nu-^irnym demand. Flows for briprioo, fishing Md l=P‘d l^mnp pf ek^.nn. H well itf rfpnriirt flowi rwd J!FS Outflow* H tkwafld I m WT KHJcnCWS thfoupli uallei cp^mticn. I-far hydropower gencnlfon ft<2 /nil#! jjt’eJ Outffi’f C/ionneJte TIk LnJfs ctanncl will be » Incired that il wilt not be cktftfcd with tmuponol i<JiTrirnc -ind material from unsliih-le caCCAVitted and odlunl sJdpes L id'ilaptJ ntac iiUjkef trill be aubilind *riih riprap, joil-cenitnl or t»lher meins should lhe i i«d an hf Oultel channel* iirKludiuj rnerpy dissipalcr. dnwnlfrram dlMMi %lope. <rCr.} will he Jcujcncdi for ppitKEton jgjiCBT erosion cir dqpvsiUon of eroded material I fjidifljwwer rw well as Irrigation milieu will use energy dLitipitef Mihes dr i>Lhcr energy dL&sipjling sinKturei 9.4.3 fflUAe TcrtnJfl The luWlicHi of Lhr inlaLe towers, will be determined based. mi the fiilfowing c-ntHideraiLidns- • The tuwen level lequintJ for reicjVohr rwuaiion. bottom of active Marage. wfimcnl deposition It^ci. minimum ("perahiw ItvcL, clpr ■ (IjiLimil use ortopography. • Good fn«ndj|icn. ■ Suitable hydfiLiil ic pcrlrirmanLje in opemljcin. • entire u few u.mplknEnw u passibk fcn c rnkyUment eotkitrucnen ■ Access hfiblgc- uTHie ttqu red ktimh. t 1 he inukc low« cazi !h- drtipted with ,1 o Ulkt CH below (rant CLininting Lhe batimn uuilci, if uny}, or feeding # main aui]?i pipe (iQ imine] "condimV ' <» <!«: inlaU .™. i, aho nt tniniirumi openihun level with iiiulii*- intxixc openings oll tbf cll(,K[1 lh Iwr^inh. oprnu oa end munteruna procedures. dryiwee er dt. J tTCH>fl.it ( f.| ;■*..■!? 11 Ann.€\2-1-3SAvwr C-l-UDtiign l- 1HlaJp^r «nuMe ci™ olhw p™t ™u * d“I«d. Ar—™u t^ r*b *iQ b d^^ncJ iaki*| **> t^i^rion hejj ri-H.vH. peurtt NtHbp- ™ tf b*TKt™ IhJIrt^X EU«, Jl_MilfuffihW MK Ccknv#yjncc Sfrirftu^r Hc^J tom kw iU ftinijwnrnu of lIk n*wjirec niiKhMc. including luruiriy rk. . iMfl K clJwhLsmJ I^c*T htkl lfBMS. m jJJstJon Io Lh&x ■mjLe mCTJT, ulw jiU <xhcr '■wrec nf htxl ka*v will be iiscj A, 2 hi-itL foe i:ri'!| d(ihf UJiLipBLUtl iK: l nJii'iL ttsKh will b* imJ firy. loltauinr uhidi put jnJ uvt will tv jJ-k-J. ** IKVJal . i an:- Mntm will he pvrt) lo «lk iwvwlraidwl lifting uind mnL'iirccn^r: l .tx.i«.-:>; fai Jk-i will K -rpUJ k' minzmjj'..- luiKikrKie and [WlN< atcji <■ k jh-jiE i- ■ -iphtTi i. pre. ■ ■ jjt es Structure Dcugn Conttdtuljani sir GcrwrdJ Ml dtki|fM ~J* p-L [UTf4 KQWltag Li J uftjfx-jn ^LiibJ-irJi. ibJcV 1 tb.inr-^ ■ : j-vUiJ'. H fi- LiHi- Xird mmc jppr.^ii.nr Jp Lx.J (.mdiUd^ t AH hjlLutcLuta i_'i., J uliI in Jil ljiliEx 9 5.1 frTjgjJrtn Supply Cotufutts {Cut Jfld Cover} l he uiikt |W5 ukJmju knl) be deigned h j hum-urd (=*■ in X|(H Tlv LhflJlL: mill ju^ with ranfarociJ on*’,1 ifK k»lKTL-1 JUFTOUDd wtll K f A-Vdirji-. 1.. [Ll lUj jjiJ uncf tnrt^nj foamKUdn joints wj| be dumb or dvlimitlkJ A^Jm- M cijiCKn :u in I)w dmta 0| uch w :(?r J will K fcLf} Ml kbd cBd jnj *4phiikdbm mil K tf,mMLkrcd in «dn in dstiirpi^ fflOUt ikiff. , I-- he f<7...irrd BKbde gnvitj dk rtuh-tlfcwL mi rtjirnj, or tlic v.. J._: t -vijpuusj®henJi^ ra)l2iJW| L|tfrJ ,-0F ^fiddJL T* haUT WJ[tfT Jut J >ilrJ lhf ^|f : mtnnnii. lhc< (lltm „j iXJj jf » 3:i li4nrr*r C.2-T; Design Criteria llic kurraund wUJ he hxwd OR Bumbrnatiom of the abu^c.ittcfitioned factors TH coftdutt foutxLHwn *iH he O’* brdrtCfc ™ riwip^’tod baeUllI. according to peottchnital monHTKndAfi^ni. S 5.J Dfveryion Tunntri / GUtify / Cut end Cover Conduit ]hr (frennri luiind l CACC will Ik kki^nvd wilh «lii I'nrecd Cdnmfc lining C#l tn situ The r*CC will be tsetuied according to die cut and cm mclIkKi (."■umeaeuon joint* will be Jocated at jpproNiitkilely 20 in inten.iU rbc dinmiint of die tunnel cw ccwJmL will tte cfcECiinirieri in MCOrdllKC with the pl-in tot the IifI OLLI JdJIL hCl^tl' OpthDFkS- All 11Aid ehcs .iThl cunbinatioM will Ik Loruidered to dclctmine dte critical] daijtn conditwns and c-Mablith ihe required KClitto tw the tunnel* [lie lu*K 1o he rotukltrcd include ffttily lo^d. lateral earth'ivaLcr pKMttM di*e n> lhe embankment till material, MCpiftg waler, rcwnwlr wnlcr and kII wrighf ■>! ife tunnL'l Coraputatton of hrtnJing hltKtKRL Jieiir farces .tod tulnl fortes far ihc tooerrte limit): will he bsLwd tin cninhirLiJ ton* u-r i lie abaie-mcnlJonod nit I or-- 1he licnncl conduit loundatmn will be taloned iKconfiflg to llw pptitochnicul fA, - immendjLi nn1' nn hfJnKk 9.5.4 fafrike Tower Storh ] hp mule ipncn lor Lcrigafljon puirxi^i will In: designed a* reinforced concrete Hcrti rtfliCldKi CaKt in silu I lie lowers writ Ik connected tn- 1he d,un ere.* I b> rnnitt uf pedestrian badge* 1 be heiglil of each lot* er ml|| be demmlnnl according io the pl im let the vjrinu* ktim hei |thl option* Ail lujd Hdcs and LorribinjtKHU mil (k considered lu cfcfcmnne the cnlkdt denitn eundiEto&i ja| publish the requhred section for the lower ctKKttta fknxftLi n» Lu he eurtiickied include: gravity loud, wafer uplift, tilcul ejrEhwjtcr pre twin due lo tU embankment fill material, eartl^u.rkci, waler due tn wiikl. and rhe ^If weight of dw tower ctanenls. CumpuUlion of bending rrmincfil, ihcjf farces mtd as Lal farce* tor ctNKfcte eutrijyn^oE* will he tkued pn LqmUMltoM ol lhe aNjvcrmimlionL.-d tiielorf. I be tnuier foundation wity be deigned Kcordinf 10 g«iltclLttju*| revummcruLiiium uncumpacled U>CT1 or bedrock, wait the aJdiijori ui pile, (ar counUring trplrtl wtACfTiamiJiif mIieni hy CttfihqUaJuM ■ C t I Aa M MlAnnwC.2 >.5.5 sanom dim lieipbl opiiMi* Fjeh bridge will comprint 'hwe w ik pending ■•'n ft? dmoce hcLween 1’lf ini-ike Lower and dtC ilftm -creels. Itw vupmlruchire of ibe hridg« will hr supported by piers, by piling un dun side jzxI by cerbth from if* towc* *'ll 0,1 dw tomitr side Ink! ciio md comtnpinpfii' will be canudered to dctefnimc the cri-.ic^ dentil conditions md outliih ihc required section far Lhc bridge cotKn-k ckrncTdi I be Hxk la be itamnkred idcUlJc graviLj' load. sraha wphn nn pitn, bieul tJJib wjitr fftiii/et due to cmbankmcitl fill iiulvriil, cinliqu^krs, rants dix 10 raiixL hie load or bulkhead gift lelf Lonil and self wciglu of briJ|je ekrnecB Cwnputniim at bending nsi*mciilr sbeir foieei and axial fo^tL for die cmicrew tceiipifleiiu mil be lia^cd wi eombinaltiinR of the abow- irttnli'jaed fadon rtse p«r fiMndalion will be iJragiiHl on eotnpxtcd layers or bcdimk, « xcotikindc with I?ir potfdbtlkail mmmnwjkljiliaili, with the addition of pi In R4 EuwJmug uplift of ovcfflraiHE Ktiuti by eartbqiukeS. Wbcre pieft cmsi Hie migiidi ti c.-enluiL Qie coikhi? suriouaJ for Lhe Meet c<HkJun will be liutnNncrttJ in wppinrifl|j ihf pen u wdt S-5,6 FrucHt Bridge |be occeii nuj crtM$r> -.be chute cutiinil seetion over a inxk bfrdge, wfejch ONuatidn i echiimnifn 0f o,c JiUu „nL D)C „ reinforced eowjtic rluDtmi umpriitni prcbhritatfil girdcn and planks vn* ^.xKTrif tupping cirf in sthLAnntfj C,2~fr Oejjgn Crrtgru The piers and pillar* foundation *ill be designed aeeording la iJ* geulechmcaJ reeommendalioni oil bedrock. To ecunier waler uptili (due to- groundwater or Tprll velocity) jpprnpriale anclion will he added. 9.5.7 Sfda Spr//m>y, Chute and Stilling Basin (Cut end Cover) The side spillway., chule and stilling ban-n will he designed as remfornd wncrele channels ™t in sllu The channels will be executed according Io the cut -u>J cover method. Contraction ar expamion JoinU will be located al approximately ] 5 ni interval! Thekc>glil of each thanite I sidewall will be determined actor Jink Co Lite nite of flow ns pel the plan for the various diun height options All Iwid cases and combjnalicMu will be considered Io determine rhe cnlicj] design conditions and establish the required secrion for die channels The loads Ui be considered include, grasily toad, literal carllv'waler pressures dire 10 Lhe ground profile. weping water. and self-weight of tbc channel concrete dementi- CuiiiputnlicHi of bending innrhtnl. ihcar forces and axial fiqiies for the concrete channel will be blMd on ecunbiJutuHii el'the ibcu e-mtttlioncd l x lots llic channel foundation will he designed according Io die geoiechnicai roccmnwndaiiorM on hcdrtwk To counlcr lire uplift action of waicr. afTsrapriaie anchors will I* i neti rporafed in the concrete wnlh and bottom floor S.5.5 Foundation Sfab AikIkhs in the form ol Km ui piles, will be considered for die foundation slab Slab thickness will be determined based on the actual actin# loads md the bearing capacity of die ground accordino Lo lhe ground profile, rhe frequency of anchors will be deltrniined in accordance with the self-weight vs. water uphli equilihriuni '. 5. & Hydropower Station > I’tmtr Intake undI'titt Ch amber Struftun The power intake and valve chamber structure is designed lo opcrale below the waler line and is localcd nett m ihr dam toe !i is designed u a reinforced cancrele structure cast in aim Al! toad eases ard combinations will be Considered lu detenuitk; lhe critical design Conditions and cMablish Lhe required section for rhe intake stmcfuic concrete element! The londi to be considered include easily load, waler uplifj, rr\ H> JUb a N arf. I .'lire JU J*ll Ann.C.2-]~39literal earth.1 water fxwutti. eart1*junkts. and the idf-utlgjii oj the j-,^ ^rrwoacnh Corpse* of ben.lm|t nwnwnt. ibtir farcn nn.l uxial forBc) f Ilx irrtakc concrete rietoenlJ will k Meding Id ik conihiuhoru o! the 4^. tivttii.'OfJ Ixlnn I lv intake (iwndjlit®- ™lI he accordingIo tfrir gKlechr-icjl rccomEneodatjarm Tbc intake virk tuic will l>ued d the Iwal Antphtboltle jock j On rrtioir tTi'n/uit Fk dnmkw tartar (CJtCC) n heated it Ik bottom of lhe dun and will lwp4blTtren.1 purpix*- ■ Ai a tbicnioti ccodijii dunnp cncrtraction ul Ute dan itnd ‘ipitiytamji rtruCtwa * Ac taurine for ? » 220 m dmnxler penUixk* supplying wjla fat penwr lifLcJjctu-n. HCR surpU. ir»l men ott DI) un. crtirrEtocItt. IkMgDtd ax a reinforced ecocrcit boi ca.u in riiu, Ik CACC will caruwci tk (vwct intake m.l ibo oh c chAtr-kr wMh the I IPS All load tun mJ cottibauuroi vuJL k ewistdefed Io dclarnine ik critical dwipi oiodiixxiT and aubtidi tk retired Minn Rw tk CACC concrete ckmcnli Tk Imdt lu k cotnidcrol iodide cram laid, IaIchI earth warn imMtftc due to ik embankment fill ttmcrial, oulbquikct, acid ilic sdf-wngb nt the tiCi cMftpnMijK CoRipiitiiicin ot kndtag nwruent, dicar Rkcci xJ ma] forces tot tk (ACC cmkicIc elements will k KCcirdjng fo the corakutiQCHCifLkahoLC'TneniJijncd fActora. Tk CACC InoLuioti. co bedrock (Amphibolite rock).,will k denpo! Aitntdinj li die fre>4«hjiieaJ rttummcnichMii. WI rfrapeiw ,'ireiiiM Comber lk IfPSconipIn w||| include Qu fallowing main itrurhuei; * SubiinKturr * Machine lull Ik mbithKiur< «.tl? k made cf rc 0l WM j |' j (oncrnc t 1T.’h,mii rwA*r*'**W > Jill ABH.GJ'1-*Aw C,M; Oewfrn Criteria axial forces for the mbsinjeture concrete elements will be according la ibc cnrribinnliniu of tbc above-mcn-lioned tatfors The substructure foundation will be designs J according to geotechnic.il reeonimcffiliiillons on brdnxk (Amphibolic rock} The machine h-ill. which Li designed is a reinlorced ccuierete ■tinx cost, is connected co the substrociiwe. I he building frame si JciijpicJ in the form of concrete columns anchored in lhe foundation and a light roof nude of corrugated sheet metal (tool panels). Jbc cOncrtlc columns support remlorccd concrete crane beam* tor an electric travelling bridge crane with appropriate lifting capacity AU load ruses and cambLnaiiotis will be coruidcrcd h> determine the critical design condilions and cSUb&h the required section for the machine had) reinforced concrete elements The folds Io he ccnsiJrrrd include: gravity load, live IdmI, cart hq jokes r crane actions and wind act run Compulation ol bending imukiM. itbcir forces and axial forces for the mjehuK hull reinforced ccHxrae elements will be according lo rhe combinations of the nhovr-mcnliOMil factors. The mnehme hall foundations arc hased in part on Amphibolite rock IS. JO Final Design C-akidariom will be refined during the design stage (wheroer necessity I in actonbriee with the proposed mocluMiy, gain. vahtt. hoists'crancs. etc.. 10. Irrigation Intakes and Conduits 10.1 Bask Data TO. T. 7 bVd/er Oserj Ilie major user of Anger Dam impounded- wiler U Ac irrigation intern Riparian flow musL be released pamarnntly. When Che hjdrapmcr MJilmn (HPS) 13 aperjfed. Ihe npjnan f|$w ra e ; js considered included in the mil How of Lhe BPS I lie secondary user of Anger Dam iiiipnunikd v, jcer | jlc |£pg iLTJ-MiV Al i FJidJ.itM-LC,' Li* Si sii Anii.C.2-tU]y M®* > ■-' C <s . <** -'*?*=■ WKluJf!l 40 .-._ TJi % jiLTr-T^ato*^ eq=f«cni. ripdifK, .ind dL^febcS'v = inm S„^cru ■'t ™'i* Vl -_ _s; .vora ci *T <-x< of "Xfi to thh.- ?\prth LanJ _ ircrjsc v£=e fteb^sd tdessc of u-m tn ifc- j4J11 XteX' =T =t -JVMC=- , = „ 4«?«= system includes an upMrtwi inti- af «xtJ cqispnai. pipeline astj downw^t-J a-^o=- 7\ n^= ■'-- be jS?J S (i'^ws: - \—r, jc cxr,-.-cd ~ tJK »’f "-:<r If the South Canal ■ «X i>ft=n ibis system include?, m i?7-- - i_- m mt;: c.-r.'-cv-—<£cquipmctit, pipeline, IIPS Satis . t- rd :■ . --mret eoctiul equipment Tl< ijflcj .,- - - X?=r jc - -r .-■ prised bcorch one ot luo Unbind Ii>i1td psi^ B1-1}. - Empm ~ent atavGad triose of hTiter |o the iuntr.il hi ct W tjr t =rr. be “pc rbt tz!_ fftU WirttlMb w — ’<’■ eS n Cm: fl Txbi I Teh E- liuHjm HeIghti J nJ Water Levels nMra? f-rtr r m/rr b r™ IMS!______ 1.3*0 - *^"' + Jj Ttr ffl.M IA ate'Df r (njric| “PTwiid in Table 9. ; iT-’u^e I *tj. 'Tr-.i* h k>li____________ Annu C 2- ?■' OwSP Criteria TjW<»: Maiimum WfKf Demifld OjfflVtf-i |rl ____ W « NdHH Ur-Ji fij^TLAc tjltem *W. ■ j I-Qn ppuJ |rd ■ Bred Dutrl h> Jf -J, <’ 5 ’ Uli Ata.1 75 0 ScuFl Of>J * 1 «0 10.2 Main Equipment Chara clods tics and Pa ram* tors 102.1 North Canal Hydra ufrc System Inlnh roHtf Eqtfipmrnf The inl.ile tower equipment include* the lotto wing * Trash rack. * Etalkhcod gnw. * Roller ijalc. ■ Transition section irotn rectiLn^ular io circular section. JirgiA jfaiH i I1k troll rack will be of the law cninmcc leloeih type The waier t dirtily fur iwrmal ute wilt net exceed 0.25 u,S: bew'oer. tn emergency situation* (waler ideate to ipdHay}. lhe waler velocity mi; be hrpher. Hie trash rnck will cwnpnie set end separate metallic ptufite pjjieL, tbc Kir will be vertical, with a clear ufcniAp of I IM] mni; the pipcK will he installed between n bottom and lap Concrele plaLfarni and fixed laimlly In concrete pillan Mo mechanical e[ca<iin|i devices wilf he provided. I he trah rack wdJ r*M be acterwibk for repair;. unku in emergency riimtiuiu. llw u-aier k s cl Li lowered by mean* of the HPS hxyiw 1WQ pipes w >11 be provided, oac upstream tnd one downstream of Lhe irasb rxk they will Ininiftui ihc static wuer head, supply^ the basic mfornuiicm foj aurcmalic lowering of the roller gate. fattier*/Gare EJolh lhe hulklKMl and miler gnw will be locked in a cwKfete itnactrte. construe led aba^c ihcir jzreo%e% rhe bulkhead gale will be able to isolate the hydraulic cireud when there is nr, rnu i£TJ1JMI.IIWfc-A*»i* ffarfAmaC J- I akx > MEb Ann,C.2-l-43c T> bulkhead will t* IlIW -nd lowered by mw uf a coupIfasAmcoupi^ opecibiHi beam and mi d^-Wi£ monorail rurming aloitg rui upMrcam-d& i, V TN^ J nut*uy in Llrt hulduij al with □ bdphi »' Ip enable Uk bulkhead (jaie io |f(, jdJ released nil ihe plntfaffii of •> lijtlii ttuck, on 1li< i* l.*kc tower top ton f^ C |dhtfortfi rbr bulkhead gate will be oJniah bottom Type (oo bottom jfrocncX imh fciltf l*ki<S fclhrtM. ■ Etadom rKUnpu'nr rubber profile on bottom ttunlcss Heel stnp. • lop ltd sides *T pt -muiJL-aJ iwle" nibter profile on stninlcjc acK| ,ltl?v Ml the Lip /ream side Ol rbc £4lc 1 he embedded pottles »iil te ** fcdlrwM. ■ Ikoticim rjnhexikd in trintrctt, llLilli bollOin type, with ilainlcssartel '.Ijip • Top- emlwdded thxrable. \xnh iLuulcis stod stop • Sides pwvtv and gwidbiE prnfik-s from thr intake rawer tap cnacretr platform 1o the gare teLtum. axial ilirufi iupport.% un sides between buiitm □nJ Ihjmblcenl), wilh sCuukH Mfd linp ibc bulkhead jjjte will ncimwJJy te located above ibe intake tiswer top coocriie pEjifixm and nil I be lowered in emetpen^? stcuntiwu only (when the toller pic is hciftj; rqxurcd ur npir.iaincd. or ir faulty). The bulkhead rale cirihcJJrd guides aat inn luiccvnbifc for repairs. uniat in cnicTjfflKy Blualiom die- waier loci is lowered by aeajjofthe 1 IPS hrj-ptm Ite buLkbeail gate n brought onto ibe plnllhrtn uvin^ Lbc intake sveess bnjgt Iih perv anti will he provided ExIwkfi the bulkhead k-hrc and roller gt- fiorn the intake loiter inp concrete platibmi to the bottom corwtett level cd if* hro paLc-i frJ/rr inife Ikith the bulkhead arid miler gain will he located in a concrete sttud^-' ecnMrwIcd ahosc their poenci The rollct pile will be nh)c 1u ii<ihtc the hydraulic circuil under any cooJJ,t^,s □r.J CLijubiJniinns ol head nrwl How xxl wtLI be able lo close even >1 penstock bunt or dowTAtrca-ii control valve fsi|utr |h Hie rolkr pare is the htaitcM piece p| ei|uipnenl io be installed un the |flU^ lower lhe lufkr £ ale will he impended at ihc upper end uf m groove, tek>w lhc L|l1l{.' CHMfck ptafonn hy rjscani uf on electric winch located on the iiHaXe w>tt<:F 1 _ 7 J w*-A><o r J |Ainwr Criteria cMUUttle pljifiitm. The gut will be a^oninlxally Jmejod when ibe Itaw rtU flcmdi die nwnial ™ Steel wire rapr witf be used fcf mold {towering and li I'll rijj flf the fflle In oidcT id diMjunUe ibe taller jwte &c major repairi. |hc hulkheftd paie will have W be insmlJcd. tlx roller gale lifwd lu ibe lop mJ of it* groove by mean. ol its electric wirKh and suspended in position, ihc winch removed by moftt l>I ibe ttinjH'nuJ and finally. the roller jtlifted ab^vc ibe concrrte platform by means oJ tlle Mme iQOtnrf (and cvenlml-ljr laid in a Lrutfc). The roller pic w-ili he of ilikili bottom type Ina Ivnfltn groove ?, with metal Mils «b four sides of the flMc Bic icah on ibe sides aod rep wiJJ be JovrBireiuii of the gale i pressure will be 'un-Ecan ng" |. The pj-Lc will he prrnckM wdtli j! least four ndkrt The embedded profiles wilt E« as fallows: ■ Ikinom: embedded io cDiwiscta, flush bottom type ■ Top: embedded diimble * Larmh: grooves, rails the rolJcn mid guiding profiles frum ihe intake Cuiver lop concrete1 plaCfoma to lhe jjalc borton^ rmd luppufb fur the ihnui farce an Ihrcc sides (eiccp! the ballom) around the deni opening only. Tlx roller jpte will normally be hxaled trained Litah1 Msru ihr intake tower top cancrele pkufonn and wilt be lowered auiojwiitallyt by its pun height. in a controlled manner, in encrgciKy >irun!Liotu (when Lhc process h injured .‘lUiLitnal ieaily] or QMMNlUy. TTiC roller £atc lias iJk lamo clear opening diEMfidioju as the bulkhead |ts4e. hut is hwicr, being mwnl to ctose wider its <11*11 weight in wmig fluu. witbffut vibrations. 11k roller gale 6 tKWgbl Otto Uic intake platform by rneam of a duct or iroJky running on the intake Access bridge rfiromnjfarro ewirfor B»e SMllM will cniLirt a smooth faydnulk tnnithn from fix rtcfaHulw 'Opening ol ibe miler p^r 10 the cLreulaj" An rnr lint will be provided fur filling and draining Hk petBMd FtynfAte The pipeline will be af fleet embedded in i rtinibreed enncjtfe Sleeve" of1 4Utl ■nm darter. Bic pipe scctiom will Ex welded. Bx ppc will be provided with rr^iii^i j 1 t*b rjmirAw r t A n 11. C2 J -45I . -- . >e-7T\'v* I. Tfe ppr^ 7^«C '<-■ -A- S ' '■*’=¥ #5*^ I ’^- x t ■ ~ j*r~- l,T - SC fr -4=1 * ____ - — JI^X. ie e.-_r=r j -- ■-- J •■ 4>- =j ?i" fil id cJ-i; wj Djskts iro= Ll '17 ; *v: -■_ be ■T cuicr acni tU H'JJJg**1 ^o^arte - .< t zi: ir<=4zz r - 1 e±_ rs . Xo cr=^ will be ins^^ ~ ■■ -'■ -7 rii ' -li- az — B *—■ “ ™T “ —"r -____ r—■'- "■ _ L ■. -4 ■ ....... ^7^ ■“ * ™v =“ ■■ “ -^J=ai mat The plxii-^ \ ■ - H -;_ ^ l(5, fj * *7/7^~- '* ’ - >.ce. - . -■ fie iihft rhe centre lice efthe z f pj]]^^v Al lh- GirJ. . Ana.C^’4'IK ciMtnetl «;air™c« “J wnlun mcirfunKil eijuipram will he kx’Jtad tn dedbwd jk^jccnl <TLKtt±e S^ulb Cj ruf Hjrtfr»ufrc System JVw? fftufwcnr TKr i^itkewwvr cqiaynwr-J ireh*j£» du ■ TrxQi Tizk ■ H ±lUXaJ • ftaikf $jxe. • Tpnsik'Q; scvticn trv“ fWUsi^uLtr l? ctaxljr Mrtttm LEILAS Sw Sertve IP-11 j! iheie Sw ScCtea T02*I j’ itvitf. S FT ^" s MJ-7 al ■ Scc Sctf&en i 02.1 j> e. frLi-r rfcV^ir-Jjr M . ■ V-'j? 5 Cf'i^ v Am per Scctkc I02_l li ahm. c\c<pL tiix Lbc misitiGfi n^ilL be ln*s* ihe nK^saguhri^wrn^ of the rdkr gaxc !o (be cirrutu- pcorteck J^prtuu" l he pipeline will be of Brel embedded Lq rrir.k'rwd eix^rrtt ’sleeve* dixmetcr l.SOT e^z A ±Tin i ah e will tv prided with 4 [WiMbihrx kx drantog -he whole pipeline No pervert kccu pil is Ainjidered hcvc-kmis All the <?tber leaTures prev^led in Section 10.2 1 atvie inc X ahd Z)ow uhrmim Cmv/ fujizzpmenJ1 □duniorasi wnuoLr^wpmern ujU cvrutfi of the leLfowing__________________________________________ 1W short wW^rt win he inrinSkrf m a dn&Mfcd i™-slorn rtnKh-t. Ihc upp« ■««? * b“*ri 41 S7?ldroc In «|u ta An Cl«(ric diofe*i will be milled for instnllij^ f r^-UdUftw «f dw equipment- Tfe feltem storey will uwlude the feLt xflKn. unsillal honftxiuJh uilh oulki Nd isolation vjlve pr^viilcd i^trcain ol U>e fittJLe * llXTS. Pit «riTC I Ulf Ijf LJlC VuIVEJ ui|) i.Miw i (1 di befcm the Scudk Cannt full vjppljr Iml. Ex b Vffa tulkl will |K CflflWUt ifl ■ DNdfflJ min ftd pipe submerpeJ nuil ihrtiLigh Uk (wiiludi ili.vcy W JI [0 tlbt Mill mi hajm. Tbr stilting huifl will supptj M-J^r DI lhe SomJl [?HD-*I by flW-iAJ of j writ, Tbr do-lnral CV|Liif>fWnr JU I juAihiry DMftunical CL|utpLrt£r|t ftil| fe ImjjIcJ |R Uic ■□Tper Hixry 11. Hydroelectric Power Slattern (HRS) 11.1 Bmk Data l"fe bydtwkcinc wtonx will include ife followingEompoocrflJ; ■ Ini Ac anJ va|i< cbaobcr Muring Lite 1 IPS nd the Aerm-feflooi nutlets ♦ 1 Wo boetaaec wind nils ijcntwJce.) tocuscd in the diversion Ccnddil (1 ACC tft ihcihm ■ I lydhx ietlrk power Ttiiifin 11IPS< ;n cl uiii n l- I «■'■! sctiii-fellL'im Dullcis ♦ Tailrrcc cftwind The mlnlled pow er of the HlTi fcaoaloa for ah Si i rn liijji d ar*i h 2 K Two mn-i-bolciinL ciwiJrts. eizlL e^piipped bvilh u guild vuK? oibJ j dLDchjt£r Ville, will he locked aside ihr HE’S Tte JtiLiiiiisian r»pcnhoft Ind i Old rewveEr for tilt IIPS will bo the minimi^ ir 1 fcvd It which Lfr IlMtwn Can fltlJ tort al an arcepuhk eflkieiicy iL ^ mail fur ita KO hi hdiJi. dm 139J p ^1 fa u gg Jiim J juiJ ^iU r K ni ’* ]|b* die taura krtl cd ife inynlinn iiu4r\ in c«rdt:i to: ♦ Altow opcHiion of (he I PS rn: waler kwh Hint are aj tpw w posiibto. ”** liiifjjiiun ii bp| ift|ijiJvd ■ F'acitiuir Kim |o im Ej,LLfl forBJlifl[C|| JhL4. The mminamopcnitonltb-d t «hidi wtkr e*n be nfcwd finifl iht Hwouri! lit semi-fen™ iniikls W1][ fe ™ jDUtf, ; e | lfh F i r> nUX|, in all jJicmjfi vex ■□ wder lei id! , jj Acin.O1-^Aftrwx C.2-1- Design Critvit * Allow the waler teiel jh the rccen.otr to be lowered ai nftxh js pmstble for dniti and for saicl) rcimi (jn caw “i ertBreeMJ > * Conrr&l/ei^CcLitt fltdimcnl 1 from 'he resenofr * Rebate water stored in Lhc reservoir in cut <4 prbtangod ilrnughl, in older id ensure w*tar supply (n downstream riparian cauunKis, Tn rhe tax u| fkirce mn.ijeurc. [be w-ik-t tcveL in Lhc rc^rtiiLr could be lowered Lu lh sill of lite ihtake IxH-ihouUl which If al aa extort of 1.460 « mini Uli* me,ins ih-at lhc (bad ncnagc of the reservoir will be about J-0 MCM in all frur nllarrarivtl lhe maximum flow nit dial can be relcued thraufb rhe jnliike. Lhe (wo headrjLC ciinduiLs (pcnilocili) arid the Iwo semL-hitcmn outlets is 40 m ft (2u Hl ft P« conduit). 11k HE’S and il« Iwo semi-botrum oudeLs will ten abWrtCt wsler siniLLllJFKOudy [an ope ml inn for which die ir.r.ilc and pciLEtockr ue nd denned) Aller OMttMikiiMrag of lJtc dwit, doting ol Lhe CACC used diinng cnnsLniclion and ccmmcncciiLcnL of water ftonge m die renervou. 1hc C&CC will he rcirofiEEcd fwilji two embedded pipes) in older 1o perlomi lhe IbLlomni; HihtUoW! • Sene ai .hl aeeess gallery for ilie mnke mul valve ehanibti 1 bum the I [PS). • Convey Killer Lo Ll:r rutbiwi installed m die I IPS » Release water from lhe rewnoLr via Lhe lim <cmi-bottom turtle's, 1,2 Equipment Main Characteristics and Parameters T. Z. 1 fora Av Ortrf VJfvo Chamber tltr water in lake will be shared bi UPS and die sernj-hnttnni outlets. Ibe intake Will consist of a submerged pDlyBoiul concrete smjcEiux with fixed fiat fine Irish rack screens, without cleaning devices, and a vcrtiOi] (downward) waler mleL llm-u^i a partial I J- Heel lined double bcll-nwuih, Scnen openingi will bt M nun {Ln Lhc range uT lhc Ktcmjr.end<J openings for die I)pc iiffll si/c of lhc IndE.iulic turtitwa inslallcd in (hr WPS) lhe miumurn water vtfpdly (trough (he trash racks ivf|| be ♦ 0 2U mft wlwn waiw t| coiwcyCd [r? (he 11 PS (tm h ines) * D.I5 trds when wider i« m be released (trough the semi . bon am u 1 jttci u JU Mi4 Ann.C.l-l-dS___________________________________________ Ite rrawn hr sckcnnfi wh kw 'vnler vriwilici [J lo allow 5he i<icraiJ wiliwirt dt*W nr nuinkr^we. "Uh no risk <il Our Irish racks tlcFieJ by deb*iv noJ *-lh 1,011 ,0S1 Biaed <m lhcM ''cl&cirj^ ‘ kiiii (Ttii’- arw of de iri\L rack inn lie dcicmiined A(kT ihc ittukc. it* into <kiuNc bcll-moulh ipUh inlo t"n parallel idmijCw-. equipped conduiu, aifowinj; them Io "wk independently The val»t ^nrahef i> designed jo n rcctanKi*lar crt^-relr ’.ubqior^d viLcrpnjojy with aceesi *xt (be fiitoy Lard under Llir dim conming. q r.’ Hi'S. The preliminary liinicntioDt of Lbc chamber arc KO ■■■ IT fl m, A circuit (cylindrical cbainbcr could alw he appropriate and lliit still Ik clieuked fa net! stagr flf <hr prujttL JIk nun ttfiapiiwnl inMjJffti in she vjic ctwubcr will curtain □( |ivdiaq|icj]|y AcluJIrdi botiUtflcd lliile gJlti, tWi* CG ridt CCrnd-uH; ant pu.wj p*r ujHtnwi six! cure tcn-Wcnwrpcncy gale ckrwnstmircL The gules Will by oil pTtstUlc IrfuLs able fa autiMharnLalty LfotE I f-< mtvwzc pltl tn an emngent) (loLd PF* ^'iri1 duwrolmm) without electric powt;rF by muni c< hjnlraidrt energy Tinted in preimri/td air-nil tanka Use service gntts will be nric in eJdH in iMnlly mduJanccd water pressure The (tabes arc sibed for n rtuhrimum wiser velocity uF about 6.0 ±tu'i (when the sorter ii tele.ucd toward lire sern. botfatn ouilccif. whidi it uirncwiuJ «wiwn aline and in line with the ihu> fracticc for gates o I thiitype. B*\cd on ihm mmimum vcImilj,. the jvcEnnuury dunenstum of the gales will I* iJeLcnnuxd The tinrnicii fTtuui*1 of the jjiilci will he decided aceordirij m fflATinnim water in the memoir Fos ea.li dan hcirfiL itl tentative. Auihui) cqmpmeti! wilt include litiiii^ cLpiipinenl [konsidihg of iw« inorwr«3l with ekt Hie fee matnicruncc purposci i. as well as. two vacuum Inralrn ^hir adrn^rhng i.r iriln the conduits ,kiwn-iiicajti uF llw gate* in cllw stf fodder emet[jcticy cktjunr). tltclric pjncJ-i. lighting. vcnlilaUoii and drainAjfc 11.2,2 Miidraee Conduttf (Ptnsrocks; I he liodrace conduit^ will consist of slwl pipes embedded ui concrete in die F- I'clflw the pllcty, under the Jam ernSjidmeni km and coverk cm ifo left 1“^p the tincr rbe intrm.ll duurmter ui the wndulia wi l| be 2 2fl m (W) the mixirnuni water sefocjty wrfl be afoul 4 87 mfa (^hen opeffltiM 1 pcitkiDcis 0| ihe I IPS) and 5 26 tn's {when operating n bottom outlet cnfiJu-'h’' < jcneriih the waitr Velocity tn ronduiuof thir type U fa lhe range fll 4.0-7-^cr’ flS un itiinal choice, iauJi nn «™ont|c tiphmiriqfon being, cunicJ <Ju! J c**ff-J 115 31.MLI Ann.C.1-1’9Annex C.2-#- OeJJgrr CfitTfo fallowing aUijic In the presctp caw ihe velocity » » ftMull of «h« diameter ot nines mice led to fil the inner cl i mnuioru of the pari under the |tallrn in which Urey arc in be accointnodared (the gallery cross section *i« w bavtd an lr di suite cdculaliwu for die diversion >uge) In the next ,'Lnge of dw project an ewn«n* uplimi/Aticin could be performed, alibough, due lo the *hort distance I mm the intake io 11k HI’S, the bcwfiti Lo be gained hum such optirrutthon would be negligible The pipes will Ire L’aJculalcd Io be scl f-itipporting (wilhciui concrtlcl .u>J will be Mi^ed for .i working tnomihil) pressure equal io lire rniurnum dynamic pressure car responding la rhe mnAimcini level in the reservoir plus lhe pressure rise due to waler liamnKf at ioL.il Ind rejection in Lhe Ill'S under worsL-case conditions I he lest pre mere will be 1.5 limes the working pressure Two CbiiJdLhis arc planned (one for each turbineAuukl discharge valve k unlike She usual single conduit in Lbe case of jaiull'mediufn hydropower plants, for l lie following reasons: • RcliabtliLy/depe*d,ibiIily after lite inlet double bell mouth iplils mln two conduits, each conduit, with the equipment iosullrd along it, can opcrale indcpczsltnily, even when the other is removed from operation due to wnous damage or mainterumcc work s, ■ The penstocks arc retnlively -Justt and the wsl incremeril lor two conduits instead oforx is nut sigruflausL * I'w-o cooduiLs iiLsleud ol one results in a smaller Jiiuneler. a lower water Jiammcr pressure in the event of total power failure in the HFS and. corwequeiHly, smaller pipe thickness and weight, faciliunng transport and installation of the pipes in the gallery. * Two conduits can easily be ..cciunm-ndjted in lbe part under the gaiter? artd are more compatible with the horseshoe shape of the gallrry cross section, leaving the upper part io be used as an access gallery from the HPS Io Lhe in Lake. • Selection of |wi> smaller diametrr pipes instead of one relatively Urge diameter tulor-inade pipe will allow the inncunxKOl of industrially welded pipes willi external polyethylene costing. Tbit if important because lhe pipes will be embedded in coTKrele Ln tin Inwtr pan of the gallery and nticro- ctackii could be expected in lire concrete under high Internal jvessure. poMtbEv leading in Ibie long term Co penetralion -nr water and serious corrosion problems (unkxi the pipes ore eflectivcly coined! 1,2.3 Hycffocfect/K Power Station Equipment I tie lifts will consist ol a Jcmi-burLtd tceUngular concede slraciure with a xupentradure above the access level, looted adjacent Io u stilling bixin (W the Hart of 11k tailftcc channel) on ilie left bank, near ihc duwmlpram cofferdam and st the toe of (he mam dans. 4 V'jiijw n 11 nr^.'jutahn -r j i #. Ann.O-l-SlAnnex Dk^ I’nftiTpjlctifcria rriaiiflf ihr num cviiitpineiLl will twludc: . Hunterf«*f <*» ' 1 <1|K "™l "“,hn of ““U ’"«“>» i« ««, pOYrtt pinrdi of diiiljpe inhere nre no wnuwroienta) * TjpcOfff«nt“5l*iXs-'i*r,’“1 . ,, I . * TtrbirK type Francis. with concrrt: embedded s LecI | apiTa omatfC embedded dbflW drift tube * GenerXM Type - aynchninem, '□ SO I Iz, mi <fi 0 9. ■ Type o! lurbiiw intel valve - liutlcsfly, uri'-otT. witb hydraulic atltiugp ptrasibilirj c-f cmcrftetiey closure by Hie oil pmwre unit of ibe (urhir<. diameter of the valve ii wlrtlcd based on the inlet diameter of the tiirb^ ifxnlc-iw(I “OoJ - Type *1 draft lube - bdidwad gate, nwduimrailj ncluaced (by clt^ rtumcojll TJumbcf ol utils requurJ four |iwn Tur each draft. Lube] Ihc hsidlled{rrttwnuxib) BPS flo* rate h Qi = Qivl Wbrre. Qi de,tailed.. itiaxiniuin J flow ntfc of tlw FIPS Qm average rale availoJble in UPS for energy production h fJam fxiix (opacity factor), inkcn at tfiii stage ti 04J - a value tusol co ilaiisticdJ dju rrljlmp io simlltt hydropower ptanii buill in Eti-.'pj dwt^E iherctcM jujj D< installed capacity of the HPS (see Scctior. 11 akwcl fas determined bftKd i'll ths I Jtfnr. Hie Lrl u flier IcwL pf Un JII'S wilt be u iiillmvy ' Mivicam level - duisif niiiihium llocd tpdLigc from llie revcrvcijr- ■ Minimum level 1,317.0 pl«1 (I 0 tn above the river bed at ilit toe tTtix dim). Lie access level i r Hl’S :ir,.i ihc level of the machine room is 0.6 nt abort th -Tuvillmn toil H-llCJ lotj The Intone spiral cmc vaJic cetitfrlinr etmtion will be is ic-- ii the turbine suction be>J cooriF^nding to the maximum head arletruncd}. Axv'Ema equipment «• dip Hpj will include nil picsjint uniK [one for**! P >1 < ' ™ i wiling waler syslcrn. eqmorcswd *ir sysie^- rL 1'' SyS‘? ’ ™ n d Re **,lcrh (|,y RWV*)> emergency *uioir_n vh^trirv**'’’ n-rt^SCADA jwek hskllB|r ventilation svHem, etc<in‘ |ff ,-ng f LTJMXiH JI 4 J ****tJL4.c Ann.G2-l‘-Annei C 2-J. Catena Equipment will be IkBndled 1w in cwctoad tlwlric tntwlling OW (uxhwrh sired IO tbe maximum cxpeclrd fond. t< to weight of the generator r«Hor (In be determined). Ibe ernrve load at this stage is SO if tun Tranlformcrs will be two in ornntor (dm to each generating urul), imulled outdoors hi the yard ot [hr UPS ndjacent to the IIPS building I wo oddits.'iLil transformer* for plant services and one tram-fomier to power supply to rhe salve chnmbcr of the intake (via to access gallery I will be located adjacent to the mam transtoiiien-. fl 2.4 SwTfoSonpm Gwffofa 'Iwu scini-botlom ovftlcl conduits will he located in the IIPS, each equipped with a guard valve mid a icjjulatir.g discharge valve of hollow jet dfowell Bungerl type, willi by druidic actuators (oil lervornofors) installed id to end of to pipe, outside the HE'S Ihe rcjulatrnp valves will be located rtbove the masirruun ntrnml downstream water level in the Hilling pond (tailrace cluruiel) but could be temporarily submerged vtoir Use downstream (tail) water level rises during periods of ngnificaftt Spillway discharge from to teserunr ftegulaliag vn-he di {charge ic as billows: * Maximum :0 mJ/i per valve (4tl m% when both valves arc operated sdiflulttineously}. * Minimum 3 2 mVs [ripori lUHcteaac) The regulating valve diameter is I 20 in (preliminary), which iv in line with nunulac Itiicii.‘ reconuneodatioiB for this type of valve (□uxitiLLirii recommended wuer velocity ahniil 20 m/s). The mleL pipes upstream of the regulating valves win 1st embedded in concrete in order Io widLsland vibrations W such high velocities. The guard valves are |.7<i in buiierfly valves, willi hydraulic actuator fojL servomotor). For uniformity and convenience of [nainicnancc the valves will be Identical In rhe turbto valves and located between them cm to lower level of the 1 Il'S Tbe maximum water velocity 10 the butlcrily valves will l< itow S ft m/s, which n a fairly high velocity for nkitaJurd butterfly vifoesh but is usual for specially designed turbine inlet valves. I lie nominal (working) pics jute of the buiLcrlly valves and rill oilier liftings/ vilvei installed on to wnlct convey mice conduits on the high pressure side in tbs poutr plutll depeoda on to transient (low calculations (waler horn liter) during total louil icjcctn-'n under worst-case condilicwti lined on preftmtory Calculations this norrunjJ pressure wu dclcmuncd lo be libm(about 2 I MPa). 1TJ-MM R I I IJM-rVf- PfMriMHMiC a*id«ti i 3111 Ann.C.l-bSS_------------ ---------------------------------------------- ' abrt “'” ntV" ** “po‘'utll,i‘re n«l ^hcn « Al Ifii'i ™ turkTe ii i*opfcLfi|f. • ft £tfT is rEfatfii hva the nscrvaj r over (fc pj j j S w 1J.15 AurilunfBtJ1^5 The Mfo*iw£ iuwlun bmldinp uill be located in iheprd ofi|-*| ^ [r * AAiinisfciih* hjjd-n^. iiwludinR? - - Tenkt^cra - MhluiLJi' wnklhop. - EjftBkalhjiruipttLiii-.''n wuriubop Todii'ipr: pulv'irJieliiLi <1ijir - J/.tLri? racw * Descl pwRief * lK-j] fjrJ l=rij < f>_ uris i:hi tnrjzx-ruicrylitirficjljtijij ■ Gwi'jK^il) IkiUW - I r-trgHK-i nCM (ewipel pil to |J>± KCCM cilery. * Kc-Lbsdifev ibcFnun'Jiailiwtieji 12. Electrical Systems 12-1 Hjdro'Goneolor 12.1 A Gtntftl Twoh^dntic nwhrwtcm pnoMm, rf wHcrrt poles, vcr,'L"1!y InitilkJ a lhe potr swinti 93 MW, J75 rpan gcnrrtW» Win 1*E iiknXit, n! 103 MW, 4JRrpm genrramn tor 1]|C ‘ literjiht vd^ b^ -! Al || lic tD (|K povvc* of'l* Jl? J||lC^ al lc .| fc, .dial type i™ ................................................................... “"""■ CKSastSSSSSKS?-*^ SlTlClUfKlLCiK _:|[ „ CttnpADJ hti, 4 i“*l H opertion of the gHtprfllM* ^ 1 vpta ridi.r jo. M3 aC 2 gjs/gn Criteria Hyrfro-Gc-nof J tor Nsufraf fartoing’ Tlic MtierflIOf *UWf Undine will be c^xin^trd in conllpuracjmi. withi t he „ru<rZ node «ri~> X> "• >£ >* ,o “ ' jh“- “^ly lb< rrHt tc the fault ii thorfert Um tcasi o! any ol the vanom cjrthirv tnrthtMls. A wl. fl. w brol du«««ci« will k I™*1 in wd> p«e >or «u>rjl ra cirtuil. Ih= dijwoimceicr. diiUtburion truslbnner ami swomixy r«i«« w] mitJJed togtther in a suitohle nwud Iwuaing- Um diiinbulK® ^former wll be ut thediy type, ruid its jpeolicnlioti will include insulation of a type Ihat will not require 1 hejicer to k<TP out. ODwr dtctnolivcs to neutral earthing. Jire M>Iid ncuiiat e-artitinp. reactor neutral cflnFuflgP iijhI resistor qeulral earthing Solid neutral earthing Joei produce maximum ground feult currenl and possible damage at iJw fault. Realtor neutral cmhuiE is more expcnnvc Ihujfc Irans-formcr-Secondary mitior neulral earthing In the HPS Llx ratio of lilt zero sequence reactance Io the positive sequence subCramicnl reactance al the tauli approachc.* or exceed* 6.O.. jih! for such a Ertuation il l» ruM rafijii mended to use reactor earthing. in resistor jicutrnl c-ntliin^, die resistor n usually rated to hmil the generator neulrnl current during 3 phase to ground fault to .1 value between ICMJ-I50 percent ofllie generator fid I-to,vf currenr Tlui current damages the generator imufalton. and the technique produces high voltage to the pound H/dno-Gortorator Ex elation lhe exciter pf 'he thyristor bridge rectifier will be fed from fl [rtrafom» CDmEed Io the generator terminals or a hruxhJcss excitor with a rnijjinr AC generator and rotting rectifiers I l*e exciier ’■'■ill have fast fcitfwruc limca for voltage during lyilcm operation nnd fflU|u. Step-Up Transformer Arrangement itabilining the generator terminal if mTSI'?l11UK'!“'n *«""»«! Ik UPS at □ ..huge truHfittmerarmeenicm m’v’;" 6 *;33 reliable than a common Mcp-Up4 :x_- - ,'X MHSwt « mfa«t UTlI Mil] -<■ ■■ 2V kyi x- —XT M- St ,-■ .t riSree^taw: *’ w—V^wd. Mbkwlod ox -.- 'j.-j* - -'c . - evaax .v^^- - ljo_ tU 3J U Sw “Itgwr S ■< -^c= < be r. ic 7T-J?> nix* Tjpe, fli ttfuljfiftL double bushaev S=, 1 Or -.y—~ \r- v OkTrcmst ineicrf apathy will be ji lean ’ k.' ’( < tu<Mr rajra=4 = ww rcluhk th® i MjJe V^sKe -'-—-J u-> -* -i_: _-i=re= *ock « oce <■: ii? Xv b^shin « cqydp^ cvtnw-rd ..’ ix budm. --_ he jwsxb'e to &TV&* the kxsd,< it> ,».^_ bnSarv j ; rer wka m i±c-£ v is nurinsn lead qwrdin; 1o 1 Z.J Step-Down Inns f ormer fur Power Station Services " ■ ' ^V7-' ■ ?'.• O x _< - kA -"mr ptuse. OXAX, etil immersed <te> i “ trn>:»d re cd □ ±c f£Ei«t = -rzea ' - hr to tie c^n ■? 4 kV bosd. r — c=f mner ■. be crnij.e. Jure^ x fu2t En ihz other tramfiRDC. ^Siyiie <v=7 r-e k'-if af the ~.i - C.J kA tv^d. 12.S Main 0.4 XV Board ~ —- *■— '"'77--- H ran rzpio*i; tnnskvnwn, service ,coca,nni4lPS sycicm 1; ~- ^- = ■-*’, supply p>* crier qsscntuJ loxi* Juruii cmcrprncirv t, ecev md Sh. W \ issues lid euentLiJ liwii uill be curcortied to th- p Vu=t Tt; ciii tv-'d i* ill tn e a xpi.'ixr b'jjtor for each tiipply irnmtnrmrr Th* n'‘ bu> o -:'. hi coEflertcd by j bebje.tie circuit bre-sker In ncnr-L pppxun t-.\Je. lie bostae-v? < ircmi hrr.il,-r be open- P**111' fjuft ir. re< pf the ir^kirnim the Baity uaniEormri circuit breaker w’1^ J opened _-J th.- bmbii-be cu™i brewer Lkned TKr nm bmban 11 13 „ JT/.a— !.i— ’ j i N tillAnrrtM C.g-f- ' CnittHJ uwteJ Jixi *nl> <*e ™f*«w *iU JufT’J (V1'tr * *** tWl' ™tfWrfnJ MHomurc ™fcr AWW ratferef suppb feniM dicsd jcncnScr. Uijl I Ac pbee b«»wi *? nro namfefw^ P1** ^«r ™rt™et “** ** 2.6 Lighting 26. f Liffftong Lewfs Tbt mi r.iTnum. 31 cragc lEtumuuDon If* cts (Im li are as foUowK • MkNm IuU£-200 ■ Auxiliary too rm . e,£. purnp jtiuiwl sixitchbcardl. etc — 2LHJ. • Control rwco5 - 500. ■ Entrince hill I - tW. • Ckrcdiiionarea mJ twrri- JOO ■ OwJw tocMicifii tmohinf miniizl operation of equipment - 50 • Underground services and jcwss gallery SO. ■ Road ra dim cmC ■- SB ■ Dam impctiELin gallery - SO. LighsLRg of indoor workplaces Kill be according Io ISO SW5, Lighting of roads will be -Kccnlijig 1b? EX IJ2PJ ? 5.2 (/ndffrground Scmch antf iln jpec bow GaJfory Die UDdcfEround gillen berween the power station owl the pan er ujiiciw inude will be iiluniuwed by mcana of I « 3b W ilttorcscenE [P6 5 fislurcs, the liehriflg fiMttkS will be installed on Um plJcry ceiling Ibe duuntt between fixtures will be iiboal 3.7 m for an ascra^c i I limnmucro cf 50 lux Ventilation of the gallery will be by meant of hirers. !.? Power Statfo n InIa k e S iipply Supply io lU intake from Up ccnerwT lULiu|1 ^in r; iu ft ftn Ann.G2 J-57Awa Owfr, 12 8 Supply lo ifre D*m ] he docuipkl toad ol Ang^r dini ** ^,nCCrJ”:ed lB *** arcus, - the j ,tt1 war the rweibrm part of lb* dam. a HiAumum load of ahoul ’ ft] jJ the ictond war lSc souiJtm pul of Lbe dam. with a riiiLXiJnurn load of attoW '■ 44) A will be iboui I J km Ibe dounre between the prurr flattop and ihc twin boaid of Lbe souLlkcrn nrr wilt he ibuLrt I km Brute tn ddliinfl diteeixxts ihe Ahove-tnrntioMd *rcM wilt he supplied hi ACptitalC liDCS |ji<h life f [PS A etc hint t tn ci eulaLkvii it will be cheaper io lujtjily fries; Loadi from tlit p.Af, slatHn bi tiirarH of two-11 kV fetdejv u coinpareij wnih 0 4 LV fccderi [he 11IV ferkkn adl alto ttuihle iufip|y to larger addihorial loads in the Euturt Ibe 0 4 kV feeders will be eijKtiMi'c. luw a ven high truss wetion, and -will m tDtludc an ■option ed ntpph addiitoaJ toMfi Supply Qt 11 10 *** “Jf31 h '«H ? uvkfgri'unJ cihlci laid in a conduit the olbei aJternitjie being in ovefbtw line 1 hr cost of if. u^orliMd Lldl* is to^tr tlur. l|lm of ibr cable xtcmiiiir m ihc case ci □. Mnughi-Lae mine 1 tnucicr. Ik mxle will Ik ilt-mj tbr weep, mtrou and curving road ascending the dom ird i wiU be icn difficult ig install *fi rw tttaad line (here to this wsc, there lore, the cable iltxfiuavc ii rtc-mnttirakJ Supph to the iiofth and sxtfh wrai will be backed tip by JlkjJ diesel gctieraifn ITx jmcniDfi will be sued tot the lugtii ilhjIc toad plus local lighting. TV gen erai cm will he surud be tote openrute ibe kud jjuI will be stopped- otw-c t^r load u ranuked Tbr load art the jjenecmin will be from small molrm, 5-10 LAV. wtoch «■'- Operate for A few IhurJes scVm! timti a Jjv ■' r“ the starting power factor of nxh a irrulJ motor i> ven htdL — .nhouL U-6 Tint for tuniptc. tor a 7 J kW mot. t|ie kVA will be about 7* 1 kVA the Atting ktt will be abcui 44.6 fcW for muIidr this r™?tor alone n ■W kV> petiCTjUir mill he acquired Sii-b J fcftetator will w-orL ac 21% <4 iis n'r-.j pjwer in ilic exte of I he * u rmxcir Working with 1 prue^inf u j p^n: of jttt 1>M 30% f o Ils P0*CT Will tLt™^ iL c; ■ *+ >. >11 AnD.d-1'^Rjidio ctitttinunicjiion will he installed between each dam electrical lite and lii-c CMUral tenut located in the UPS The CufLirMlcir will be respcmsibtt for lupplymg power Co the instrumentation equipment installed at Hie dun during its construction and for delivering measured (tala to llie Resideiil Engineer - see also Section 7 above. 2.& Dam Crust Road Lighting Dam crest road lighting will consist of high pressure 150 sodium lighting fixtures installed mi 10 m light poles spaced at inlenils of abouL 40 m I he height of the poles is determined according Lo the width of die road The uvernjjc lighting let el will be 8-10 Jta, or as required by Ethiopian Mandanta i.iithiijig will be by mean! of 1«n circuits. The Ural circuit, for the northern pan of the road, will he supplied I'rom the nonhem area eleetneal board the second circuit, far die southern putt ol the road, will he supplied from Hk souihem area eleetnciJ board. Another alternative is Io mppiy road lighting diraugh a tingte circuit- The length of the road is ilxntl 1,400 m, and Lite distance from the supply btiad to die start ul ilic mod cj about 5fl0 m. For such it length the cable emu section will have Io be very large in order In Until the sullage drop and io raise the minimum dunt- cirtuH value. ’,10 Design .ind Compulation Standards The dcjiftn and computations of the electrical syitcm components were earned out in nettjfttanec with !EC standard! J. References U.S. Army Corps of Enjpficen. Geocm] Design and Construction Considerations for Earth and Rock-Fill Dims. EM 111(1-2-2300, JO July publications. Unilcd Slates Bureau of RcdmuUjoti (USBRJ. Design of Small Dims. E9S7 ^jhcr EM United Stabs Bureau of RttEamaiian, Deaign Standards No. I J, Fnibankmtcn tJium- flic National Academics Prts». Safety of Dams Flood and. Earthquake Criteria,’*■ I , III 'i blk ij (j *■’ '.IjjIi 1 K.. . u >1 , a*.* I in- **■ '**-• ., krtuii **“ **;l •«“ **»•*< '**• *H"tL x"**“ *' I . II LVIWJ-UI** -rtM'fciWX’AH-ltKl*-.. . •**»**'• x'-ut'- '* *“»» k^,| KJ-.:UJt <* >»t ih .MW—» .1 ' tl' * ’J'1 ' ' •‘‘-••'ll H *t/M - lJmi, i I'M’*» ’■ Va*m *laui x’lji. i. mJ Irt-m-v, ii« 'M VlX-< I > *"* i-fc- H < > -Hfirwit, i L-mkc Ltain ‘mi h . JTUin a ,;4 'wm '■*?<- J Lili I n Uh • mi, Sir Ik ■>:■■- B <- rtil r IL s . JJ kLJ ’ t J A 1 h ii t.hjo ’A .% Itiroi HL rfTfc ?/vr.i J h^HMYkAf FhRwfrib'l <rf I UpJ ■ <-THl np. I|H rf I I- o *i4n- «J W* IMt l’-i N i ’***■ * J|T Al I *| fMAMhn JWH fA IJm • • |i«4l • Ji I »<■,<*<Jiii**. <J i fitfirn vnptF 4* ifa r<Lafii IW ■■I I <4 1 jr(w ij(Bn hi kill rrwf< pk*| J M F ?■>*•'«■ I. iFhirl | J.I JlWt* 4 1 ** ♦** i« i *.♦« i 'iii i 4 , > biitf » I'p.j i I pun 11 i|U- i* i f h . Ih I n- 11 4 (A I •drt<4 ♦ MfUliwt Aw Mi*tf Ihrwl frAitrfitl i iviirfp law 4 II MA HI |rrm< r « A "H >rl *« |r. "■ 1 ' | r. fl ■ ■■•» ■ . i<i<i I* <f/( j t«wl I-* Imp »•' ..................... ............. j, |W < ' ’ ' > " 11 '' ■'■ M.. -I h. , Orull-iH I’, IHrft !»•* ** O . f.ipRH I J*| /. • j> i r ir*1 m. , h uf i nr >%m- i i^.Ji Mi**' I ■ f 'r- ■«••’! f | 1 I f ■ I<4 1 1 1 ii> 'MiA HijlP ■ hWb (• ill i f nil1' I *1 I illiiipi.i ANtt < ./ 1V-V* I| > V.«V X i\^ -■— LXb ■*- -:r • * a *U ’<J“* ‘ •■-*> ■*JAnnex C.2-2 Hydrology and Reservoir Operation Reports______________ ANNEX C.2-2.a__________ Hydrology Report Monthly Inflow Estimate of Anger Reservoir .1 Regional Analysis Estimate of the Mean Annual Slroamflow The neared hydronielne rtihon lb ilw Anger dam (with n catchment irra of 1.8J10 lai?) ii Gutin Italian on ibe Anger Rivrr, svidi a catchment aren of kmJ A close IixA it the lLuj reveal* Ulii it his undereitimaled th* atlual slrcamflow o¥W the period 1931-2004. with a mean annual flow of 680 MCM (eorrespcinding Lo 132 mni of runoff in o icgeon luvlng a mean nruiujJ rainfall of 1,550 fiun/yenr) and intim! nirwfl coefficient of about 12%. In companion the tanked flow of Anger Rivrr m Nektmle, having a calchmenl area ol -1,674 km*, has i mean annual flow ol 2,08 It MCM (cnnevpondirig In 4-47 mm of runuft. and a mean annual nun lol I of 1,550 nun'year). with ninofT coefficient about 30%. To died light on this discrepancy, an auempt »u inadc to establish a repmnoJ mean c.iiiiLLil llo'.v rqi-wlmn baud cm hydrometric AtuLion mrasuicrnenti in the «icl pari ol the Abba* River basin, including the records ol fieshi Hirer at Sluimbu. Anger River aL Nckendc, Koga Hirer at Merawi, Chemoga River at Drtuirkos. Megecli River at A/cm, Muger River ul CTHAcho, Gudrr River at Gudrr. Birr River iu Jipa. Gunwa Riser at Baha: Dar, Datuna River ar Abasinu mJ Beier River ai Pawe. J-tgurr I |rt(rMrnls graphically the multi of the regional analysis I^^unr T Aerial n>«jn anriLuj tfaw _ J.1XJ44 14 Im. Ann.C.2-2.a-J(Ti •**bc1™fl tlw'™ fccfidwc* J1 "“ Q <A) cn Araditit to tTjalwrt W1 llK ““M"1 nilW nt' AnKW Rb'^ v r JnJwartrit u W MCM I Llc mrm A™' e':ir|1J^d iLii^ ror 7’; J d* AliRer djrT1 ai1* » ^Imiihuj u,. Anter HrttT JiTJekcftii dituMm ihc rtwnJ&l rtittui mirl^I fl^y «H.iJm U Jrtt 10 the EqiHirtH 11) .c™« 11300 MC M) ** thelfet rfnci0f1l<ia«iU )- * 11 Monthly Flows Eilimnlc al the Da rn Site lk potHiurt adapts uisrt (n)li^p- 111- list Anprt Nektn-:e flaw senrt (IPW-l'Ml), whtdi U butcd an tk BCT (ISfli i rr^antinjled dra iMrth [lllrd-jn viJurl (by HCtiOM j. itidi-Jinl a y mTihk- I (ty Use hhiWR dmuiltaw tkc^Jt of Aiij^cr ilivttr al NckcmCe lur ihcna tB4.]W f]}MLL.iir^ S(irft"R jUcjJiiiluu lddnE(|s idles ]9?J Mid Lip Lfl HIM '■ '- uttr liken as Dissing icsokIs} 4ere filled in hiiicd on Meslti R-ivrr t Slunihj reiurds (TiSIt ]), whaif mtan atiftiul llnw tollrn*! up’ EipuJkiti ^1] at ffldl Fquaijpr; <2) y,ai applied tn fill in the missis nlikC 1 Lil Qjind ft a;e™±k ikWi B, J( ^kanie .ind jiahL^- Skx^j, iftpccb’-dj- a, (4,674 km?) and A. (321 iaithr^i anfljd"ibe abm-mcBtiona! iutmm, tcipettivcly.. TH “ VviQU1 ^fomrthG ifci Htmc mcrdj were urt fn llw ti to “ topoffjjbic map fl7ieuh I) together Wlh U»C ’' w annual iTKi^i iahycb ii lilt..... ,i-||L Wb nt| |j |r]J C (3K ft ft'{A 'AJ fr dOb (1)f rile, respectively;, and A, (4.67-1 Imf) and Aj (l.88() fan1) arc Ok catchmem ifw 0f the above.meriiiuned sites, rajxc lively It* Jam site monthly >Wifiow5 ihui determined arc presented in 1 ibk 3, Anwx C7-2 Kfpofl Wliere: Q, and Q nic the monthly flows a: Anper River at Nckemlc md Anfcr dam ftfurw?3T5XM2z*Ti*;uszrs« ?' < !i ?n 1111 T7W MJ Ul 0H1 Wwihfj Strata** «l w ,hiBlW”lStBll'b"|Mt:“l PT T j®-L_“” rWl u»bj *iA? 2fl21 imj _1 M IB? *&6&T a» SOT *5i?_ _n 4 9F ?• 15J'^ J M3. ?s« I i ?E7 2IW& 2*635 , J665B 2jW !! D?J_ MKV’J hot J ?43i£_ l/w 22* "< _2?M> 7" MM Oi !■ 1 = 1 u im 11 MJ II £ J* ■ !I DM1 ,1 14 pBM L 73’]? ** lid K.'f ??l72. VSF y. 0?B i I I2i rasgi *?6JZ , 1 - ««? f 1*W . £.I bST 45 W . J/i-' t: M2N U 512 3] 415 *36j ' [<4'1 I ■e 4 JI .. 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Ci j Wt 7? ?.!.' 57 W M*ei I J it X'l 7-4.1-i G2Z2* 11 1M l.'5?l 4 5T1L1 MDM 1’. •. . 34 IV jam i si flu ' bn? 96 «4 ' i3*j| «M9 ’ Mt! i 1H502 SMS !4 H4 ‘ £ite? 113311 jy« H.1I MWS IXZjfi _F9S irxf 7 MJ _3fl*U 3HH 2154 tlJi'ii 761 «J iUssi 4r3C*i . ’ jjj I 77 M,' W12-r.T“ V u • t«4vrwa ulMfi<ECTTJrnLT / z* f“ IM K9 RU 1UC KO ft? 41J I UII >. •] dp •? j c A3 MX iTZfi Ot * *— — — — ]_W42 | fi’.Cr nil l-.T KP w; 1 U7 til •J , F ->a fftl <E ill 02 IK — {OK I- €——— 721 dff 1 K2LL MtKk 419? .7 SK fj Tit 14 BS* rcne A1 A 1 ■/. 1. hit ■> XJ '-L (GO Kl up Ifff *2 r LDl sn JVi‘l 4*;pi M. 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JORL l»ll w> W4 31 Ml 21 H •MIL . WO. wts «w j!2K i'flu iOCK 1 Ml itt wn . f« L «* l»EJ- . ™'_ tact ,'.-■,1 fit 1 «U .5 IL Jin L . WllE X«l Ul« Cl l«l ict- tti 1 IA» nil 1 4T- nt; ■_ mi fli| Wrti kJ Oil »IW H rj| «55t fi»E 1 311 SZ< Term 0 cu iTk 1 084 Fas ait ;rj 311 | T3L sn[ mi Hit h w ' 16 Wi WSE <rm OK ? Ito LlSI Kffi W TRiai 16 a •I uu ilOl r»i kt J IUL du Cl CL ws 1.1:'. IttCi X?1? rai U'h re ik tt.« rz’K 01 (T ut «6t (U lib r L3U .r4u» w ib |VeU -. “ 7jCI ' cf .1 <C fitl Ttn owl <,____ Mi 1>0 i*5 S*1 w ■&» A Vi w HH u| tMoyuiw us Mifluofl' ♦>$ *11 It X WLJffWJf Hydratow Rtport 2. Desrgn Rainfall Determination Wrlh a U-k tf iofarHiuicin wilb Afawc id the imnual JW* Ikt* rtf™ in ihe vicinily of Anga Juris she, [he flftly leiubk olieraaliwe ra C" -ppl> idinfolJ* ftf Lhe raJnlall-nmnjr model inpirl*. thereby oblainii^ «w di xthir^e values for various fctuni pcoixls -as tiredum iilC. J'he basic jaEnfnll data applied few ihb impose were Uw 24-hniir muttaium annual niibtaJI vaJlSCS rtCLisJed al Shnnbo and Horn raanl-ill stiliiw fl iguic -.1 -during lhepnsdiJ 1971 -2006 TIk lidding days of the daily recorded series at Iht □hove-nwntK'ncd >ulioru werr filled in txu-tJ an miteIicJob Sciu-ecn iimiilanhW ni^tilhly ram 1411 .lepLhs- fivjlliaaJ juifuJcifLlK following Mali MW * ShamlHi dalji ™ titled in by ib (Miehlaon trilh NdffintC recerJi (l^uanim (4)) ntkl wilJi Huo mods Hlicte Ncirmle record# were ilso ttiiuinu (f^unlion (3)) « II4FO [|±li wiit iillifd in hy lU (ffliehjino wjll) Ndemlc roConN (EqtMllOfi W))L Rj-0.674 Rn + IJO (4) r = 0.79 RJt - G.7il7Rn * 24.2 (3) ? - 0.73 4 Rj 0.76.1 Rh 19.9 (6) ? - U.67 Where ll\ RnL Rli are the mwtlhly rair.falli (min) tn Sinunhu. Nckemlt and Haro Station!, rei-peelhth, uid r3 ii the relevant corretjUj-n coefficieriL 1 he ne\[ Uagc wu la uw the Ihitneri poIjg^lK pa i« Jure Id obtain Lhj[ Shambn jtUJDJi represejtleJ 66% uTAc Juil file catciuiwnl area 11.230 km ), leaving 14% 3 for liitu rtltioa ffiJO kmT). Ihe rqnwttalire duly nuilall .krrics wn JcrermiixJ for die Jan site applying liQiiqiion (7): Add-U.MRaJ * O.UJUad fl) l ahrc 4 presoll the jhiw.iI nukidium minlall itncs tc lined Ip the I 1u 4 day (Juration! TaNe J and Fi urc J presuii as Sample ilic siiriMical unnlvsis B W1 Where- Rdd, KmI, kb! are the duh ramfalk nt the dim jik, Shuuhu and Haro runfalJ sbilidos, rtipe-cJndy Mautnuni iknnuaJ I to J day rainfall values mn read fam ij)e July Rfiej ^lmpuled bj Equtinfl (7) and dllistialfr aul^d Io determine the ±hl li sEllilI j<Kia i|uf fju ihe recorded vrn-es. rciulls for iiw 4m1> r jinfal! series of Table 4. Fn™ rale i Fip«e 5 it« b. determine Ih,, 1>K Chow dia lhuliD„ , ,he tell a to the Table e ewe-dj) dMwn. Subw^ity it „,s r„unJ |(ul 111 Fl *C J-i lit! C 2- i "r* ii*i! jj Ki | t Ann.(.l-2.n-7JOfter C 2-2 a Hydrutow Rtpwt TiU 5 Muslim Ralnflll fpifn)«««r*n&M Dtm Wthmtfll Am Onc-Day [W1, lttMMi, 1M5.198MW. SlililNul Andpli RtlvKs Aftjr n prod frwl LK2 LP1 GuiTfW Ciw E¥1 GEV 2 4* 44 49 47 XJ| s ifl M 59 59 5S 10 &c !5 B7 p M W_ _ _ _ K 5S 71 Ti 74 73__ 73 H H 73 » 91 ELJ iiw 7S 16 w W as H MM IM 7J S7 w 99 5W 69 rm ite ■M IM 110 i«n H TM IQ III 109 119 so: 97 Hi 119 ia 116 138 1KW IOS 1M 115 140 111 150 AmAhu d 11 i.’jtd jtS Emu 16595 1 1M4 1 4M7 ' 73M 1 7MI 2M79 Car Qggf i 0 9(151 o ewr OWL J W3& D9KC 0«ri J WjbUTiLrP J*71 /l|f|J IJ fi-fhTl 11 (?J7l MltA.TJflfll - T9»-im 35S5 ISM-1990 IW-JWflJ staljafrcai .'' I r'44?1>|1.| J W4-4r.prr t * M-^’-MArhn'Amr-i L' 1- Ann C.2-l.a-9 HAnna* C.2-Za: Table * [nscnu the deiiftit rainfall valuta avet lhe dam site caldkmmi I he four Juralioni and lor the various return periods. TaM 6: Design Rainfall Valuta Owlflfl ructm (mrv] hawiq riunetxi ot I Return ptderf tytiri) 1 2 drjfi 3a^i 1 4a*n : 1 IQ 20 50 100 M0 SM 1000 2000 6? . W 74 IDE, 04 118 52 137 •J9 136 i6e 147 111 1« 123 165 121 ♦31 163 1« 176 1K> H? 182 174 1ST ] - 2^0 m 220 152 23C 10000 1*0 15$ 2U Prot>»tdw lUxiraum Pf«fcp|JLitklf|i [PtlPj 774 *6? 614 BOS The Probable Maximum Precipitation (l’MP) values in Table 6 were determui by the llcrahfield (1973) inelhnd. Bcctiu.se then: is rm information of the rainfall hourly distribution when extier storm events occur, the I to 4 day I’M? values ol "I able 6 pcquited to dclcrm lhe Probabk Mtwimurn Flood (PMF) values on which the design of I emergency spillway depends) were distributed hourly by applying, fcquition (li (B) Where: p - rainfall depth (mm) T - rainfall duration (hours) M - n tcinsuni- Llsing the known Table 6 P values and their durations tn live cquaucct possible lo determine the M values for each one of the PMP dunuicinv. I r step wm to determine the accumulated rainfall value for each hour as •>: die PMP occurrence by using the appropriate M value and the requited1- lhe differences between adjacent hours it was possible to obtain the rainfall distribution dunng the 4 PMP events The final step wk io -t* hourly scries for each PMP by using the Alternating Block Method (Cl 198B) Tables 7 to 9 present die hourly distribution of the 4 PMP durabocu procedure was performed to obtain the hourly distribution For any rainfall, such as Ute 100 or 10,000 y ear Ttrum period rainfall eschts Z ’4-. rX24420 R11 WS- Ab per-F -4 LTiaS-AjvmcV Afiftd C_I 2-Annt* C 1-2 ctod Ann,C-Hydrology ftcport Tbc PMf1 values of Table 6 repnrwni point rainfall vaJucs In order Iti obtain PMP vrduu KprcKnlin,R the watershed area under study. Ihc .iho-.e-mcntioirK-xI values were multiplied by a reduction fwlor related Lei Lhe sbtt of the watershed n_rca. factor was fouml VO be equid In D9O Eo 0.93: the larger I he rainfall duraliun. the larger itie reduction factor value. Application of the reduction factor Mi pcEfomied lx fore i!x convolution proem. ic. the hourly values, such us those in Tibies 7 Io 9. were multiplied bj chi cediidion fnelor. Tnb1» ?:. One- and Two-Day PMP Hourly Patterns 1 O*/ PMF H(wr*j 3 tai PMP Itourfr Pjrtltrni --™ J L n Rlrflfjl T|nw . FlinllH Trm* 1 fiXJJKh UtHO Hoort " me Hwin film 1 u ■ 41 ji M? 2 ai 2 i 49 2u 2i 2 IH L '■1 17 157 4 ti c 57 ® 11 1 5 _ n 1 S3 M ■14 fl TJ a 54 7 JO Bl fc 1 :- FT 7 54 ’ 11 9J 1 M J? ee j 104 f 59 u HJ 121 82 ID 6l M 7> ,J1 _ 15 7 11 44 1.3 35 74 213 12 J.3 7.7 M B i’0 11 ■5 5 LSD JJ 14 67 12 134 Ji &5 JL 15 Lfi r.n n1 39 ID 62 J?___ BO 40 i? 60 B5 41 a? 1i ~Ss 91 19 so 42 19 9* 5L 74 43 M 55 21_ 70 mn 44 21 54 7? D< i?2 u —“. _ 4i r p ___ 5 3 2-J 1<2 < 21 5f J4 50 i.'n 24 <x Sfl _ JZ« 1a 45C.2 2.zJ;z j; hydrofog, P^ Table 8: Three-Day PMP Hourly Pa It erm Table 9. Fourty PMP Hourly Patt Anw.C*-*Arrrwr C.2-Z* Hydrology Report 3. Determination of Design Hydrograph 3 1 Data Collection Flic data have been collected from the National Meteorological Service Agency. Addis Abibj. I lie dais quality regu ditig mm-statiMary aid outliers was assessed by observing iijtm scries plot uf the dm and when swpctici. double ruh analysis was *l» performed Monthly missed streamflow dau of Anger River al Gulin WM- filled by using rcgmviotii equations ba.icd on ocifibl-wiuring gauged flow data A regional flnw-catchmeni area equation w» developed Io check the overall sgrermen! of cstiiulHl annual flow at the dam site with observed flows arouhi the diisu Catchment 3,2 Methodology Nn inrofmaircm on rrtiwctmiun annual iruLmtaixokLs discharges is axailable from the hydrometric stations loafed in the vicinity ol the dim site Therefore1 Synthetic Ihdrographi bail Id be used. A rainfall-nmoff model was therefore applied re estimate Use required design discharge saJucs. the model is based on the unit hydrograph (TUI) approach of ihc Clark (3945) [J] I method .md the US Soil Cowfvattun Service iSCSI Curve Number |CN|i Method (1972) (which is a well-known procedure and it included al$u in lhe HEC - J IMS itoftuare package) lu dererrnirtt the clfcdnc rainfall Lhal would cause a Hood The CN salue of the dam tile walceslbcd wav determined based no Ute Soil Map L>t Ithiupia and Lhe soil cm er characteristic s of llse it-Uerahed. The existing land u$c and land enter type nf proposed reservoir area taken into conuJcntinn nre pttscnEcd m Table li.J’ti in Lhapier E - Environmental Uincline Study Report of the Main Feasibility Report It was decided that the design criteria for the dam crest level and emergent) spillway dimensions would be the PMF or halfPME plus wave height. Routing ul the dcugiii It)dragraphs enables the atw^stentioned dcvien requirements in be mcL To determine Ihc PMF the LG I must be convoluted with Lhe Probable Maximum Precipitation (PMP), whosedclrmunation was described cajtrer 3 J UH Dctcrm i nation 7hc l lmui ufui tijdrL j- 1( lbp h of ihc Aftgn <km iiie waicnbnl dcteuniiKd * . unnp iht Jb^c-incm^ CLuk MclW lope^phit Qljps lo 3 j i F1 i I 5O.Q00 usd |« U„ ^i d bortkft Jte ulc tnhe isochrones Majm phi™ of fix yerJird Lh^ were used ,n th^ UH presented m I able 10 i jgurc 4 presents ik- .iim u yjq d^rmiruti™ «<■ se JAnnex H^drc-?c^yP4v Table 10: Dam Site Waterihfrd UH Characteristic < Parameter ( OlmrttMt _______ ¥**wi W Jlersrhedi idea OillefEnte between higHcll jchJ lowest altitude ftkriig ttic- it ujo* mrt* OQJfw Jim- a1 ccncentidban I Kin" u 1- 1 1.5W ~~~' ~ ■ *. l hrxn. i K5 W.23 huChrnr-M number b Menuabon <™itanL I Muis 420 f Ixoefwoncs ___ 1 Km’ ' I-* ■ —. ii_ Fjjurc? 4 T-tiour unrt hydrograph .i! the eJam sfe 3.4 Determination of Design Discharge Although PMF hydrographs or hairPMF hydrographs + wind cflrei criteria tor design of the dam crest level and emergency spillway dimer-' 24-hour 100 and 10.1KM) year return period Hoods were delcnnirrtd ad the i- ns well lor comparison with the results of former studies. The apprvpr^-'1 was convoluted with the 2 4-hour 100 and 10,000 year return period J***1 presented in this report) The hourly rainfall values were multiplied, above, by an areal reduction factor of 0.90 The US Soil Conscn*** (SC S) C urve Number (CN) Method (1972) was applied to determine d* rainfall that would cause the flood The dam site ON was found iohi'ltA 65.0. The convolution process resulted in the design 100 and 10,OW V-* period tloods having peak discharge values of 486 m^'s and 1* respectively, I he volumes of the two Hoods were found to be 29-^ MCM. respectively. * 1 l~V 11 - *> K 11 .OTfr■ Atirci 1 ■ I •AnndYEi\Arin»c% C 1- 1’Aiwwj <2-2 aiioci \rpuwki 3i,MtT4/w* C. J-Za; /tycfrotogy Report Compwinn of the present rtudy results with fenner estimates vhu« tlui Lhc dischnrgts computed by the UH approach ate not far from the He HOM (l^SS) citlmnlcs, the latter having peak dischaigr s ilues of 615 and 977 m ’> Fdtowiag the 111! approach, the FMF iksi|tn hydrographs for the duni site were delemiined tuing tike distributed hourly PMP rainfall values of the I to J day rainfall data (Table 4) Table l! lUimnwizn the major PhtF characleriuici and Fpim 5 tn < the 1 tn 4 day PMF hydrographs, respectively. 1nbk 12 summirires llw half PMF major duracieristies and Figures 9 to 12 present the 1 1» 4 day half PMF hsdrogfaphs, respectively. The cliuncleristtcs ol the half PMF hydroprapM were directly obtained by halving the appropriate PMF hydrograph adirulrs. Table Ik Major Chirociiriilk* q! PMF Hydrograph* . _________ _ ■*- L’S&fl | > *54-1 MuifhEH 4.32?’ I.N6 8.M2_ 9.7t2 tyctafM pMCN) ra MJ ran Ffafid Ariton [houmi 1<JT ia 142 tn B To n’ i~ Tabts 11 Major Charactirhlkl or the Hair PKF Hydrographs Hiirwckmfttt l_ _ _ IP *') _ UjjilnvjTi QiKMfjr z ns 3,353 4.U1 4 891 VohirntpCHi Hwd Durirtwfi i t—I_________ . P—- - 130 272 39J !U [hold ii 10? 1» 15? 4 173 For n final deosipn to be made with reference re design of (he doni cresl level and cmetgowy spillway dtacuitni. iK eight hsdroprapbv in rifle 11 and I’ will be routed throws the AnBn reservoir md spil^uy tn ohi^n the most critical cnrdiliociL in which ihc final <fatcn must prevail irnuoMii xci-uuv 1IM It ; .1 'jw: 1 1 iWWV-.ttuwuvjW -Wi IIU i-itk-U 1. f *j«s Urt’p 4>w ,‘t> tjd^jGciJfU^ ^>Vd Xep-f 2 ojnfky iiQ/pXn ie-?-?-3 JtautrtfAnw Hjwfrptogy flJport / d. I-J4 bS!|X*.L | IFA-.Vtp-i I 1 -.iJ-Jh HH Ann.C, 2-2,*-17Anne* C.2 Za: F^gwe Fr J-day PaJf PMF rtycf^&jraph e( fhc darr; s<<j Figuro 12 4-cr )y flarf PA4F hydrograph the ds/n site r 3-S Groundwater Ground waler level was measured in some of the geotechnical ejuplortlw) All levels arc below ground surface nnj therefore wilt iu't irtTcci II* Measures Uiken co cutoff ihc ground waler tlowYsecpagc below live dam *1j to pievcnl groundwater effects downstream. However, exposure may happen during constmeiion where removal of the overburden frcxr.fr basis and cutoft trench will occur partially or completely. In these ciso. F will be applied Such phenomena arc not cxcepfiorui! since lite dam is I* <-'■ an ackiv? water-Way I he impact ut irrigation an groundwater, is described in Anne*. I.IU44HI ft11 iw Arjrr | .|AiUiniC.1 AniK* C 7- cA.-mn C 2-7 * J.k-1, JI, JflH Ann.Cl-*'1ArTfrgx C. 12 *■ Aepgrf IlydHgeolagy Report (ADtDP Feasibility Study Report] Section 5.1 * Effect ol [rrigaliun un Gru m*dw.i(cr. 4, Roservoir Operation - Irrigation Only 4.1 Gonoral Bu'rcd on the uteIut volume nlThc Anger reMrvoif, the Full Supply I c'd (FSL)P equivalent Io the Normal Wiser level fNWL), ™ determined for the Tour dam height options to be: • 1,410.0 m I dnm Ivs^hl EO m) (ttasl - 1,415.0 til (dans height 85 m) mid • 1,420.0 ra (dam Ivciighl 9D ns) m»l. • 1,427.7 m (dam iicight 98 m) ma'I Reservoir uperfllroti was examined Ihr irrigation only, withiwl taking into cansidCMboP hv J n-'P'Jvvtr i^eiirci idicm I lie reliability Jor irrigation waler supply :ulJ lipaeun Ilan releases ii L 00% TAI lAL’s Re ten on Operation Program wtis rewritten tp suit the requirements of I Ik current project. ‘Ihe program issev histotical monthly flows as input ('I able 3). ITw Vuhimc nf sediments Killing in the resenijir wnj considered al Lhe end of list reservoir’a 50-ycor life span, reducing lite live frttrvoir volume by the total volume of jKcumuljtcd sediments This volume Junap the atavemenlioncd period wn fauml io he 112.0 MCM 1 4.2 Dam Operation RoeutL* 4.21 Das/c QptHtion Antes (I) The IiIwpan of the rmervnir i> 50 years 42) Ifacrvolt Operation is based on a mamhly inflow verses (3) Die mean monthly ininfaJ] and ev.i pur alien values were haieJ cn values pre-tenicd by Bt EOM (1998). Rainfall data at the dans site were determined by Equation (9). Rj™ -■ (D.tfin „ + 034 Hj„} jk [ | ,&Ktf | Bi j s IcttJ of W jwis 1.4 Jl) ikrAt* - UMUkm1 • Mt yean ' L 2 I .hOo.Oou MCMm 112 0 MCM 1.6OJ> mi* n lhe m annual mht.ll .Idu ljl£ (hg„ ; f t gj 3 IQfl. m r u Ule mi.Ull.MlhrilM.iiiMcwitagiB E^ton Wbefae mtiKiHW n> fit lU fifure ? value f TTi.' IN ;■> K I I F ■ ■■-■ C X-j * ■ I -ruTAfliw u^tanrr I ?- trirr?n J| JQ! t Al1n.C-2-2.a-V>An/i«x Where Rdnu Usm. Rhm arc l he mean monthly rainfall i ,,: ife j Shamhu and Hum rainfall stations, respectively. The Sluunbu an' |-' monthly rainfalls ate the BCtiOM (1998) values Sediment load at the dam site was estimated in be 1.430 loft'Ui' contribution ol I MCM strcaintlow to sediment load MCauuUhx ■' MCM (sediment volume / 1 MCM inflow - 112.0 / 50 * 45 >Mnd2 40,349.00 MCM total inflow 0.0025 MCM I I MCM influx) (4) Tahir 13 presents the mean monthly evapexation ,-ind rainfall the reservoir operation process. (5) Irrigation demand monthly distribution was bascJ on llic pcributr of the agricultural program by TAIIAL (2009), esiimattd h 1,195 - Table 13 presents the monthly demand for irrigation of nfwui U.O.’.L Table 13: Mean Monthly Evaporation, Rainfall and Waler Or-t-d Feb. 1&4 6 350 Mai 197? 45.B 269 Apr, May June Evaporation [mm) RwilaB [mm) Demand fMCMJ Jan. 159 6 172 450 163 7 1Z24 2240 July 107 9 Alrg 5-ft 107,9 115? Oct MT 4 42fi 2d 1.6 74 1 102 »B7.a 6.0 317 3 3340 237 6 e?7 1H7 Ut B2 >■ 01 _____ J 00 02 34 a? Iasi (6) Monihly seepage was. estimated at 25% ol’ihe monthly cvop«s5c» (7) Monthly riparian How was estimated ns being equal 1® |iw average Mrcandlows of the months February-Miy erttenat reservoir (Table 3). I his value was found to be S.23 MCM. , from the spillway will be supplcmettieJ lw discharge ' fr’ order in mcel full riparian demand. (R) Reservoir operation used the c1cvution-arca*tolujne rehtjcml \ Figure 13. (9) Tiic elevation of the water supply mitlcu was determined to be 1 inl i i 'JJ'n ltl I ■>-- i 1irul'An«xrVv4nrw» L‘J-Uh Jtanrt C.22a: Kytfrofoffy flyoff CwMlf (MCMj —-A-ej IHjtt‘71 ■Tgunp TJ Anjf-f JWimMf— <H*PB>!»nr? aft J iii'irflnr FflMXHISh^t 4.2.2 Op-tf rafjon Result As meraljoncd abpvt. ihc rchabiti.Lv for riparian flm reldjws and urifalion wairr supply Is idd% lablcj 14, IS, IK and 20 present ihc mnnihly wifcr volumes released from ihc spill^ysw an NW|. of L.410.0 ra. M1S.& m. I..I20.0 m mJ 1,477 7 m mi}, retpttlivdy. Tablet IS, 17, LI and 21 present Ihc waler flumes released fruni Ilic ttKrtDit 10 achieve 100H riparian reliability foi 4tl NW] cf ] 4lon m 1,415,0in, 1.420.0m and 1,427,7 m mail. resjwnvcS DelaiK <« rewrwir nperannn. indudmp R^OP runi ihui lake mlo auDUl1 enwyv produrhon. arc gnen th Anne.t C 2-2Jh J 1 t JMJxrJill llhrfJm'niJlMci.1 J.------------------------------------------- ----------------------------------------------------------------- An?OjC;;«^r^ Table 14: Monthly and Annual Volurnei (MCM} Reloawd horn Spillway n KV/l 1 <v ■ Ye«r J»R. Feb | Mar. : Ujr Jun IBM 0.0 ao 00 oa. DO I 0 1961 19M 1»3 196* a oo GO DO 0.0 00 00 GO DO oa ba o.o1 00 oa 1 0 DOI 001 0 ao a.o T G ool GDI 0 oa' o.gT ft _. gp 0 -*1 * ■ 1965 I 195C DO co 60 1967 isca S969 1970 do O.D 0.0 40 oo 00 DO a.D OD 00 DO 00 00 0 0 oal GO oo’ 0 0 oo' ft a 0 0 0 0 0 7T“ 265,? | m * Wail iiiX oo 1 00 0.0 OD. 1971- 00 OD 1 00 Ob' 001 0 “°-t ■•^LL v i U 1&72 00 DO 00 551 DO 1973 1374 1975 1976 1977 I97fl 3979 I960 1«1 1592 15B3 ~ 19M 15B5 1986 w 19W O.Q GO 00 0.0 Or 00 DO GO □ 0 GO 00 OOj oo DOI 0 c ■c r-t -L: *1 bo c 74*6 ipjj IB 12 7K6 ?1 / g 121_B 1104 Wil 0.0 DO GO DO ____ ®p, c 250 { Q.O 00 ao GO 0.0 00 00 GO OlD “oo DO D 0 oo C GO _ ft-: 4 c JtE) 193 < ’ ^3F 217.9] JU 7 00 00 D.O oo GO GO oo 701 nos WJ 97 R — < 1 00 00 00 00 oa 00 00 DO oo 1 0<f 00 0 0j . PP 00 76M 00' DO 00 Ofl GO GO DO DO 0.0 00 DO 00 00 00 00 1 i i OG 001 ■oa 1?J“*i ______ viil <r i "mil -flU. FjsiflL.*!!. iMJ? r!- o.<r o.o do’ GO 00 00 ■*5 0 L jm -J j 1!J< f ■ w<f_ Jtt VtjFZBL 133*' 4L I ■ i. r ■' 00 Op GO !9OT /TWO aiof1 919 1991 DO oa 0Q_ 00 00 oo 0 0 GO op oo' GO LM _ PP 00 _ ___ 00 G' 199? DO DO 00 DO 00 1993 0 0? QOl 00 00 00 1 DO1 ■: o 00 <00 1__ 00 GO DO fi2D w- t9$4 1995 “l«6 -»-j—■+ 1997 ' 19^3 231 DO no DO 1 00 ml7i 1 3 2^7 3j?2i 472 <J 2KJ U op ~5 Mi DfO go fl n DU 00 00 Oft oun o 6 do 0° . 00 00 Hso L — - ■ ifl di ci) 00 ll •■ 00 gO JllSfi 00‘ 001 do i 2300 -nV o 6 00 00 QO 2301 '2®2 2003 0 0 Op. Op” _ _P®1 oai 0G_ oo 00 I ppi Opj dp' 661 00 ■ -■ - 00 _00______ <Ju odj_‘ LM- QD] JS5 00 00 00 ■ 00? opl Du1 VU. oo Qfll 6ai bo bo 00 ocfl 7 5 ob OjU—M4—-®£ 39 0 0 O0‘ . _oj>. GO 0 0 00 uu 00 _ __ co' tta ,gL- -Q,< ■' i- co oo ■i . 39! — ------- nf lllS ~oo _ po_ rop. i »■3 Annex C.2-2.J Hydrology ReportAnnex C.2-Zj' Table 15: Monthly and Annual Volume, (MCM) Released Irom Spillway al WWk 1 i15t. Year - 1 imxj I 00 Feb Mar. h Jun Jul *-uq S 0 00 f *p — Dill oor o.ol DO ■rw» 1961 1952 2»3 v-ju n*x-’ 19W 1KT 19G4 IMS ij9?0 1971___ 1972 19Z3 _ 1974 1975 !9TG_ 1977 19’H 19/9 —“A - ”H I9B0 1«1 mi 19M 1965 iyu6 1907 1966 1990 1991 1992 l«3 tfM 1H5 1996 l«7 1998 1'.<M 2000 Xfli KO2 00 00 00 00 0 OD oc Ou u u<> DU on” — 13 f 1 . DO ' _____00 00 00 ______00 00 00 IIII £■ 0 co <10 DO an 00 bo oo o 11 ii.d do r.o 0.0 OG DO ODj DO! 00 00 00 11 u 00 DO 0 ri 00 D.a on DO 0.0 DO od DO OD bo! 1-1n DO 00 bo 00, ool DU' Q DO w 00 00 00 J- 00 OOj ---- Xi- 1 - . DO 91 ! 1 2-Q <1 ’ DOI or- DD on” obT CO -II DG 242 - wi r<is 157... rW ■S I ; -1 1' X08 164? I 1660 11 f 4 * ~JW(h 7M. 4. 7; j j E! •■1 G.Oj DO 00 1a on 00 WLJ M7 222? 21J G m' 2.27b r ■ .Vj' | —1 ■ail 5 < ! __!S2A 24 I 4 ‘h :• aoi DO DO 00 0: do OD atj 3’.- 1 ’ r.- ,.■ '?!< 13 115 4 00. DO 207 5 ' hi1 DO DO DO OO' 00 fl 0 iiiy L MU 1 Bl' ■=« .J £ SKI I 243 ft 00 1763 2665 117 ■■ 00 QO OO GO 00 DO 00 OD DO Oil QQl oa 1 U - 00, r • ■ <4<* MFR i )15' 1 00 “ooT 1*Tl "i 3H1 j obi 21 1 na 0.0 0 0 ■do] 0.0. 41ft L~ Ml; T" do 00 00 Ofl 00 OO ob ub 00 00 00 DD DO 0D DO. Ob DO* DO DC GO 00 7-1A 2I.:M 1'ffT ©41 ■ ■>- - ‘3154! 1X3 « 1 aS int 21f»5 117) " 332] : 55 0.0 DO1 OD 00 JF do QG l»5 21*7 302 71523 75 T? 1 a: 00 DO do DO _ 00 .10 00 00 00 DD 00 DO 00 bo 00 de ob GO OG GQ ao DO DO DD GO ob 00 DO 00 do on 52 1 110 1 16* ft 261J GO GO ao L3 M7 1 297 1 ■’ =’ Jici IBGS ilfr • 9)0 “Vl4| I- 1?j?F *£7 DO ODl 00 00 a0 00 DO C-0 aa oa on 09 OD 00 OG bo ‘ 91? 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Annex c Emergency Spillway Design by Reservoir Flood Routing TAHAL's Mood Routing Program whs tun io analyze tlw ipilltn) d.-. lhe various I SLs or NWLs. : The following rules were applied in the above program (1) The emergency spillway type is no uncontrolled spillway (o^ ] K (2) l he spillway outflow disci urge is determined br applying Equ< - (llj- tl C • 11*3/2 Q 1 II * (j <!0) (Hl Where; I! - head above FSL (ni) C - discharge coefficient (in this study 2.1) q - specific discharge for unit length of the spillway (ml H - net spillway length (ni> Q - outflow discharge (mVs) I he criteria for selecting the spillway length for each stage were * Head of 3 ni when the input hydrograph is the 4-d,iy half PM? frec board above the above-mentioned head will have ii> ccoUJ waves, run-up surcharge, etc. * Head of 5 m when the input hydrograph is the 2-dm PMF. As* freeboard of about 1 m above the above heads was dctermincif lhe basic initial water elevation at the reservoir when the nwun^F* was at the N\VL of 1,410.0. 1,415.0, 1,420.0 and 1.427.7 mast I able 22 presents Lite flood routing results for the various NW Lv ■ v ■1 ip-rct t-l C 2-Ar>n»w C.2-2 j; »ytfrology ff*port T»bW 21 Rrt'rvolr Fkx>d Routing RwaltJ for Vinous Sp*cUl [r Ik** Ewrt 1 tWWJ a*F» WMi EM^dkin ■IWtt' . WlilM It WtuJ rV tel** m'n Ihof YdufM MCM Liftfllh ■ Mil LfWl 4JW Cml KMk On Mn. (CM iDSPVF | 1 ttlQfll »e»t W4 3HD 11 14131_ 33*42 17777 lFV‘ i uis?1 nojD trail UJ! iMi is] ni51 3X32*1 •JP 4 vvf 7 MI0J 1132.0 P355 544 1 WUJ 34 ■413 ?■ 44J7 4 13119 ■ 1 fc 4 HUB 1M54 W* no 3? r wii] JOWQ 15W.0 pw 2 U^tl lies i <T«5 MJ! ’.MO 50 UJDO >’93 7 W ;uf 3 1415 Q 1»< pass 544 1 X»o 31 rirM w?r 15SC-3 1 2><* 4 Ll 1WD Q T«ll tew# W4 2WD 39 nil a 1PJ5 FNF HWC i-<>. 1 «7»5 Ml1 M3 50 lost- 22M5 are si FV 3 HJD 0 Bl Ptt 5 544! TWO 31 uno 35WS f ——1 IK53| W 4 urn 2M« ttrni 1£?4 39 1430 7 2547 0 ?*44 5 I s*yr 1 W? S<S5 B7® 3 W- 711 50 1U2? +VF * | irj?? 73M&L | rrai 544 " 234D | 14313 BrtQ NWl| W - XC-h-fe mj : I rom l uMe 12 al rnay be concluded thal the masi severe cjjc for an NWL of 1.4U1.0, 1,415.0, 1.420.0 and t.427.7 tn cxcun when the inflow Jnopntipl'i ■■ the J4iy 0.5 T'StF, Icndint to mi emergency Spillway with a length of 3 JO m. SOU ra. 253 m sM 214 m, itspccineJj luELitn 14 10- 21 graphically prenr.l the Rood routing results nF the critical 4hUv 0.5 PMF (lued treat far the four NW1 iHcmatifw(Figure [4. 16, IS xnd 20). Figurei 15. IT, I? and 21 show the routing results for the 2-day )*Mi flood nnfl ilvuugh l!w wire ipfltoiy* ihn were determined for the ibuic-mcntinncd critical flood CVCUJI - Au*L q 2 .Anntz C.2?j ■-—* j l.- krrtft C J’Anw C 2 2-J Hydrotogy Jfrport L r -■ ———i F 1 T6 ^toodraurino rfrxuTs *f Wc *«iiy q 5 PfcrP 4r (spffA jy iftTpin - »3 mJ T «|5 & jnj^r A ^ r>.C2<U-« 4fui rsz * Xe.w’cTs,? ir s "nsw 61 *J * ES J = QfiW/ XeAvacfcJ -.'»I fO IVA ]C jfld 5 0 Xep-J seer jo vjjrrvai 6ui|noj poofj Qt -ajoCr-/1 KifigWiytL fc! ■ 20 FJoocJ iW-Pfl fr-Juifi fiT tb<r 4-d>/ 0 J P**F J MW of F. 427.7 .tuH ff I'sjmvwji' len-p^h = 234 /r? l r«m the ibmc ( ^ np h1 [jh |c^ ai ^el) f dLxent ihii 4hen Uh f«en j a r (1 ruM (k. . E E dixJMiKcvdimift.,^ Ioftbmi1 |t> _, nul d.n ditdwpi. (i/2 PMI- and PMF r«p«*v<M ' / Fl .**44717*11 r<fl. Aiiiit I*-I m#I .Vrhtmi ***■■ t «J ii.1 ■ ci n Mti / ™C' C H |»»iHe lu "« P*»k <4 L>f thc “*™WE Ann C.2-2. 35 aAnnex C.2‘2.i Hw. The above foci explains *hy l«3 much less damages md lo from the dam are cxpecied than those occurred by * ‘Na;unj * , erection of the dam. 6. Design Criteria for the Dam Construction Pen&j Ehiring the first stage ol the dam construction periixi. the river pal be closed- tn order to determine the lowest tfam embankn^ . pot interleic with the riser flow nt a certain return pcr^xt. the byt. included the detcmtinaticm of Various inflow hydrographs having rr- in the range of IO to IJXXJ years. The waler levels of these byi passing the riser cross section al the dam site were Computed huej, area method (Manning n = OX>35i S = 0.085%) i iigure 22 presents lhe river cross section al the dam site Fijurrl -^. 1 rating curve of the river cross section al lhe dam site Figure various design hydrographs having return periods in the nofe -.-'f1 scan lhese hydrographs were determined using a similar prevoi--; applied for PMF evaluation. Table 6 design rainfall values for Input lo lhe rainfall -runufl mode). Table 23 summarizes the various ahovemenliDncd ckrifn hj^.- p discharge values, their volumes and live maximum waler levels^1 bed while passing the dam rile, lhese water levels were derermted! - peak discharge values and lhe Figure 23 rating curve. F/guro 22 Rirtpr cro.vt sectnjo al jne rfani sire i I lCi.;i.-Im Wt Aih|ir.1-lini .A ( u „r2. )l JU B mkX(llt ■ C 1? id dmAmtx CM* Nfiimhffy fopo* rtr, mill figurafJJ tfjbv w crais tedw if Eta cnwri me to L “JM iDC “J X“*- Arill.C.2-2 ,.x t7Anna* Q2 2t; Table 23: Th* Design Hydrographs Paak Discharge Valu^. L*»f Volumes and Ihs Apparent Maximum Water Laval* at th* Dim Ritum Ptbod. Vein. Ptak pitcharQv. m*s Volunu. MCM 8ja» to 204 12.02 375 20 2IB 16 44 4.00 50 3M 2364 47J 100 493 30.05 5X 200 5W 36.09 STS 500 724 44 37 EX 1000 052 52 17 700 7. References BCEOM and Associates (1999) Abhuy River Integrated Dwctopccr Plan Project - Volume III: Hydrology and Climatology Report Chow. V.T,, Majdment, D R.., Mays, L.W. (198K), Applied Hydrclep l- HiU, Inc. Clark. C.K. (1945), Stonge and the Unit Hydrograph. Tra/uw^ ‘‘ Society of Civil Engineers, Vol 110, p, 1419-1488. Hcnhficld. D.M. (1973), PMP SiAtisiical Estimates. Chapter 4 in Estimation of Probable Maximum Precipitation". WMO, No 1)2. USBR (1964) I .and and Water Resources of the Blue Nile Basin, E- •X- U.S Soil CcniscnatLon Service <1972). Hydrology Handbook, Section < US Depoilriicn! of Agriculture. Washing^1 j- T J 1 J442O-IUI ^*r<R (ri .f.FZJ- ? Arm C 1-2 Ai1m< IL Wiljjuv/uff .tw.u pun (fo?;r?43df) .HOA.o^y q'Z-ZO xautftf■K5rtl 94 KZ Lt 1W KNi.’ • e ;; l rex*’ « wr i iik 65: lt •ifO&r j W 15 ftzFTOSCi. t K ' ZtT «Cl Elin tf? El tri «n at OH ko I Lz. C KS ' ■kh .r-n ».'•■ ■’ ' >. 7 ’ 2-_2 29 Rl i? Wt KKE «5-±i I W.4 nzot JS«Z ilbi IO I fl I f4 W‘ 41 221 v« rtiks KftL | H '■••. fr« Tihi 262CC p l£t ILiiUl iHl, JE36L C5«E CWE (FT *J 2 tH .1 1 Hl WK T2 5 an fZQ rifii CH till fir fit ZilJ a Sb j one i r. > TL V. r.. j + .TX bOZ SfZ £DF5 1 HU W. >r s»tf 1 rzai tttf CS5! Str W.i ■ ■A* kl K S.T 11 ■•■•.I .*■ ■■• ;75T| JZAl I'tTM L'rtH TZ LSI ««C r EE l/tl A M /CEL JI lb ,-.-i 1 KFc ri rti 0118 dr ir ei 43 CE HE -j 1 vw -z r k W 291 «ji r< rt J kfh Cl llL- Will* W2t» ;?;»i ■ tftct nzir H «T WWE ’hca C1SM ■a ret 4 Ki «IS mi. Si T9 zi:-i li>L ?{U 71W | ■■A'.L uw' HU L’JI MIL l!£E| Trfib n————■ ----- — i HL E5tf: 226 ELt S3 6 ■ ill 0 «l 54 <ei •.root WGE kl 24 T U9I LtfL Lta 4Mb 1 MM UCSZ ft 16! WWL :< ch £1 LGE ' <’L l£C ft XL J------ - — If (£i « lk» k?k W5I WOI. 1?5 MS M£4 | 9 CEL ’ irrn \iC.l 1« II. .>•. 3.'.' 5LTL £«i FCWL ■rt j« ei« i£W | ccs 5S K v ICZ ED 51 Iftl Kbit I'D ED L —__ . .i •“-tr li JTIL Ml/ Vi nr KL «Z Ltl fi»l *i LE SAI 9E5 i i air ?. ir- Li>$iL ■ 'jr Wi ZWB 4li nr . 1 fCC ' ft ft P rtcs ijCr 2B$it K 15L n- rr« ~Li rZ< It ft£ 1IW KV riTfi itfcaoc 9K t.ti frJLl czuc ft rtf 51 2F. iSOGL Zk’lltf L2ZC emi a.4 wr LIW KI Ell i7 rj-d r-r Gflie or :- r^i 3-k cr «5 >DI C«L 5f LI iK; lk« LU II B L'l rex LCZi Ki IHC UlOl EEC IS XXCt •£-:<! Slfik »0« L9 ■ r«> ITS 101 341 ja i 1 WICI 1 -U tone (L'tfl r-;i '..I »■=—■— 299 ElE at as. KlL 4±U —------- -«j irtEt 15/ ir Klk tu uJJL kfiii ra S i; Ltr 6ai .<*! «Si r 7* *Ci 5ft rm f» rm c« iO ’ rra_ Kit UJ gl r h I UCC Z0 ILL ZZ1LI ! lx?:; ZkU F5 1-61 56«L, CHMj T,<. 12 WC GkttE W22 ■;rfi iCll 7:p* . arc I 909* I i ’ara ECEW i» ■ M MG6 MW 22rt U WH EL« IIK2 xS-fcl JtSX rf if K? Ml —j. "1 Crtl g:«: St +IL SH 281 r — ■ St IL4 4141 f—- “ ccr E4[ "il —-— r E14k l.'lil 4WTL aw ’ »!<! rm -------7T" If CH in* __ —< «Cf flW l£l r95 1li! 9 _ ■_.— lit /rf a* r----- Ay K KN IS Cl s4ii . . =a . ' 55T-1 5751 BZi lOMk i srsii BOfflC «122 'z- 'rtl I. K K1 K» n» sr; ■> • st £k\ W(k 1.' w tBf.L ME'J m SCO bi IL l*xi ’ Fi-J JEh ’ rni ’ Jk;. f -£3 ’ 1 20JJ 20 CW .ocw L .* ■ 1 _ > ■— 1 fTJA^ LI ?rl 2492 K ?k n? tfi ill ■W; .2. 10k Ei cts tfbL A'i □a | H-W £5 W-f C EH r?z4 rr-5 L£ 111 ??r>: a. •J Ek ;?r tot IEJ KUi rot <c> <r a LC/ n; CHI L>£ 9*l »l WI rt«L »- fA i **« BiiSi ft 2fZ ««< non ETit T-' - i iiXil k£b UlZ itri ft 73 icoltt nr iff M4K wwf I ii tf; tl L« i« ■■ i * ;-i I'.*' H- GB LET (Li ?5“ =05 j W6I 1 IX) d*S Uny IV J tmr . «w •*1 wf ___ --r-« I'jIDfl) «Mywt4S ’ ■NS weO |fl JBA!a wEaV 1 ***Annex C. 2-2.br Reservoir Operation and Water Balance Report Reservoir Characteristics n1 Chr^'^ Levels ft, non. d^tcriw. l«el of Ike re^n oi. ™ » follows- 5 Genre*/ • Darn toe level; 1336 masl • Maximum operation level '5 level of the spillway and the water ma n level (NWL); this is lhe rise above il only during spillage | .427 .7 Four levels were considered lor the analysis 1,410. 1.4 o, mad t frrig affon Syswm . Irrigation CMuls w«« led Ml supply!' I J’0.0 mtol. Ike irrighttan bead, Me located on the do.vnMteant side ol the Jam • Irrigation intake II-13^7.0 Uinsl 1/vevvi i 1 ton mn«1 • tmeauon system full supply minimum operauun level (VSV 1 j 1396 masl Between this level and 1.390.0 mail, the irrigation system docs not receive its full desien suoolv due to hydraulic limitations • Irrigation system minimum operation level (mOL) 1393 in.vd This is the upper level or the irrigation system intake structures c Mydropotavr SttfiflM (HP5) 6'er Tnft/e 2j • Minimum HPS normal operation level <mWL) corresponds to the IWS minimum operation level: 1.393.0 moil. • Minimum Hl’S exceptional operation level <mWLe): this is the lowest level for UPS operation I1PS operation between mWl.e and mW 1. is possible only during the period when irrigation is not needed Lowering the waler to Mow mWI. is to be cautiously considered m order to ensure that there will be no scarcity of waler lot irrigation, when needed • Minimum water level in the reservoir ai which it is still pwatble to use the power intake as a semi-bottom outlet (2 m above top ot screen): 1.369 masl • Minimum water level in the reservoir (sill level of the intake) below which is dcaJ storage: 1.360 masl • 100% UPS output level (100% WL): this is the minimum w tiler level nt which the HPS is able to produce US rated (maximum) output • Maximum 14PS operation level (NWL) M£L An* '™c' level above NWl means spillage, although the WS W S«U able opcr.ire • Minimum uilwaler level downstream of the HPb. 1,3.7 ) masl.Annei C, 21b: Reservoir Operation and Water p Table 2: Angor River HPS; Characteristic Levels mWL [rtMiQ TCC% AX wfi |ni^l iii$ _ M™ 1,«T7 _J 1 Mb 1 M5 1 JW 1 39? 1,390 1.39? GS 1.3M 1.100 i,*ai _ uor Z2.2 Area-Capacity Curves Ibe elevation arca-vQlote curve ivus umJ for the reservoir ojxraliwi srohm I he characteristic value .applied in the analyse arc shown hi Table 3 Tatte 3: Anger River at the Dam Site, Area-Capacity Curves Characteristic Values H|™U 1JM K(mf ibMlN lev*’ ’ PM r-jal W irnpoundTitnl Ydurfw |MCM| 135 i.Mfl url[^ 715 U0.11 1.4.JG- M For the ncccssuiy inputs l<> ihc RcsOp model (sec below] the ^l*'1 U cun cv were cumpuicd as follows l V(b) and NV) CUJW a curve of the type V nhb wav veletrt.l Where; V - imp.uJ'Jnienl Vhilndtie (MCM t h relative level abet e dam (oc (tn) I he cune passev through the fcillowjnj punts: ■ hl - 54 m 1 above lot level) - 1,390 mask V I - * til ■ S-t in (riltjic |u>c level) 1.420 riiitsl. V? ■ I _riSO ■ IK- multinu curve is V = 0 0017750-hJ And cMHcqtienily. h = 7 6H576- V4 '-J b. Albi curve A impoumdiric ill '.s «1 area i km’ I h = relative level abuse dam lor (mJ the AlhHnrveis Ibc derivative of lhe \ (h) cut' 1 J iiJMjaiii r Jldxv Ifprr^i JI :*l•Reservoir Losses £ra/Wi»rhm The iDonihlv evaporation rates, extracted from the US. arc shown in 1 able 4 Table 4; Angtr River al Lhe Dam Site, Monthly Evaporation Rates (mm/monlh) lhe evaporated monthly volume is calculated at each step according to lhe actual impoundment «cl area. Jier/wje Since specific seepage rates (.depending on the water depth and area of the reservoir) arc not available, as recommended in the HS a ratio al 25% of (he o;ipcranoD rate was considered The actual seeped monthly volume is calculated at cadi step according to the actual evaporated monthly volume. Sediments Sediment parameters are os follows " Sediment inflow rate 1.430 t'kin'/ycar {given in HS) • Sediment density (estimated); 13 Urn1 • Sediment inflow volumetric rale 1,191.6 ttv ■'knr ./year • Catchment area: I ,KSO km (given in US). ; • Sediment annual volumetric inflow, 2.24 MCM/ycaj. ’ Mean annual water inflow. 914,55 MCM (see US and Tahle 1) Sediments mean cuncentntian: 2.45 mVl,000 rr? inflow 50 years accumulated sediments volume: 112 MCM. Reservoir Users General revervnir will serve the fallowing uses'. * Hijuri in compensation releases (R.CK) * Irrigation water supply (IXVS). Hydropower station (UPS).AMU C.M: fa3«rvoirPf*r3tmn jntf bVjfcr 1 duoujh if* rwbiaei I he Ill’S w wmndarv user cannul he operated if the WJUct level reacbei wfedi n considered li* minimum apention level of the IIPS All the & ltS ulanws and MaLim m operation of lire I IPS are presented below. lhe nater nutlet |brthe hydropower sMtion .md scrni-boltom oislki are l-.udt. IL 1 .160.0 mi'l Il*e minimum Mfrr level nt which w.ner could be ut., released through this outlet il 1,36*’ 0 mail 2. 5.2 Riparian Compensafion ReJaasas I lie minimum Rl~K is 3,2 m'is mid i1 was agreed Io consider llur ste.x!) trzi,: the ibovc llnw alien waler is directed to [Hiwer production HIPS ■-' WIkiwwt releases aod or spills aft less thou the above discluirgv, civnperwiW flrnu mil he release# faun (he Ilf'S I Hie above, even when ilnclly adhered (tn, make the model ilighll) aww* I ifa IIF.S is able Io run with partial output (see below), ip "lwh Civ- I RCH is needed Per example, it in 11m model lhe I IPS is operated for I1^'“ I di), npanjji flow is released for 2-I- JO J4 fiAlny. hi reality, die HI'S ».'k I opcfiled for 20 h day aj hilt OttKiH, but lhe Mt R mixlct is still run xmidrfij | hth'day Irritation J I The inooddy mi’safioftdanBrtd |s given Jn TuHc $ (sw t )Sf TaW< 5; Monthly Irrigation Water Demand (MCM) J I. 5fl| IAnnex C.2-2.b: Reservoir Operation and Water Balance Report llie ability of the irrigation system io suppl) the demand was calculated according lo the irrigation demand values given above and is presented in I able 6- Table 6: Ability of Irrigation Water Supply System to Meet Demand r ~ "T Water lr»eL (mail) 0<n€hm*rX ImgMion li - d'Q CM 1.396 1.335 1.304 1.393 M.n tun mpt jr le*tJ too 91 1 aio ' Mn mgabon allo^wl Operawi level 707 Tbc ability of the irrigation system to supply the demand is assessed in the model Meath time step by meansnf the following calculated ratio; k Q/Qu Where: Q - actual llow rate that the irrigation intake is able to deliver Qu - monthly irrigation demand ll as a result of a drop in water level during any time step (month) k<l 5. HPS is not allowed to operate Hydropower Station The equipment of the HPS was considered m all impounding alternatives, based on die following assumptions • No of generating wm " • w'sXt S HPS may be f s wday a< fuU m>s capacity; however, tlic -'put -U a lon8c, period according to two variants • Maximum daily o|K?ration ’ EEPCO i* interested in buying energy Unlimited V.nergy amount generated during*imc at full capacity, IK n»- - _ p-pp^Q operating time of more Ihun 10.K hiday 22 f is not inttreated in buying energy 1 united Energy c \|ps. uncrating lime of mure than IO.K Ivday at generated during an maximum. HPS output, IU.X Wday- ^nxinnHu daily operating time will Ixr Hrs flow rale Q (at lull possible load): set accoTdioK in water level lh C| itnptfmndmriH, based on the fallowing rules: Anii C. r 2-2,t>_7_ n ’ 0 ru WLe y QmWT-t n( mWLc; ns llie waler level nses IkIwcoi n,WLe1 IWKWU Q wttMd linearly- Q - QlQWiWI. III IM%WL- As the water level rws behveen Ifei ynJ NWL, Q dccreises tinttdy- - q QNWLulNWL . I IPS Ptnwr P ibe tjencmled power P (al full passible In.id) is wi jcm^ , ihe water level in die Littpuundmcnt, based mi the following nitei p ■-' 0 below mU'l.c - P ■ PniW'Lc nl rjiWLe As the waler level rises between raUHr*j 100KWL ♦ P T-.-rr-ises linearly. I’ PlUO’/iWl. nl |(M%\V|.. As Hit water leid rises bciuccn I? A. 4id MV]. F renums awCant p =PlOO%WL al NWL (called alio P^w) ■ 1 IPS duh opcrHiM time I - Uni uni led Energy Demniid : 1 t 0 beta* mWl.c * l 0 Al mWLc As lift waler level rises between rnWLc isj IJK rn-ss!, y iflcrcASes pambolicjJly i'riuii l> Io JO.8 h/dsj 1 10,8 Mifay al IJM inai], Between L393 anil 1396 mMU' Wl h d-iy (ctNUtanl) i - m.fl ly’dayn! L396 mask A* the water Jew! rises madani NWL, i rues linearly from 10,8 to 22 luUn c 22 Iv'diiy iii NWL and above. - Limited Energy fremand: i ObchwmWLe 1 0 a" mWLc. As Ox vraicr level rijjes between niWLc xd mil. y riwifMrjjbolicnlly from 0 fa IO S hfttoy lfll ’ • JOS bdi) at 1J93 Mday (coiniiuu). t 10 8 k daj at NWL and above. Between l,3» and NWL I " 1P All lhe aboif wwifentimis are prated in Table 7 and Appendices I » U StFM-«4n>i 2<Ann»x C.2-2t>: Reservoir Operation and Wafer Bafance Report Remark ^ivmart Wci,0t gale* tuity oven A £ V*_ Cr WU .ncundment was earned nui using the 1 J. Anger Reservoir Operation Calculation of the water balance ot the impoundmem > wax carried out using the ■ « * ___■ X_ RcsOp model The calculation time step used to run the model is I month. Ihe UPS selected power docs not mean that the HPS is run permanently at its full capacity. the UPS may be started, slopped, O|>enid at full or any partial capacity, as requested at any time by the E£PCO control centre. lhe model simulates operation of the impoundment based on historical 45 years inflow scries and calculated outflow series The aim in running this model is tn: • Justify' operation of the UPS (hut not to show that the selected I IPS power is the optimum one). • Show that irrigation demand is covered. • Show that using the proposed impoundment regulation, spillage is cither nil ar negligible • Calculate the magnitude (grossly approximated amount) of potentially produced energy. The results of the RcsOp model run arc presented in Appendices 1 to 12, which also show the actual water balance of the hydraulic system and the historical water graphs for each analysed impoundment height. h u important to emphasize that despite the temporary low waler levels (helnw 1,393.0 mask which precludes irrigation, or hclow 1,396.0 mask which precludes ’■uyplv of the maximum designed irrigation (low rate) during certain periods lowering of the water level (for the production of energy) is simulated cautiously’ with full adherence to the irrigation schedule and maintaining overall irrigation coverage above 99.5’^® (sec 1 able fi).Ttbii 8:Aflfle* Dam Op»r*t)on - CalCUlaM Main ParamMn ixiiga ■** u*ln i^tr^t, w - 45’]fiv ptnod (MCMtpv^ HP3 n«r»^ ■ I IOf ** Uer L fl/lrnjabcin Rip*iJn Ptwtr *> t,n * zr ■=* S.427 73 IW 1.415 1.41? . 2*_j SMJLf 2? |!L? rE r«'1 ’ jtoio «w i 20MD i Hrt 202 K 4691 ' XI I-J feo M 32 1$5I 89 « «4J ali® 10.M 164 5J I 1253 J*»M. 48 ZJ 463 t4 MS 39 1 moe ' M33 [ 22215 i 49 85 - >© 4M23 ■fit ' 54460 :“:i ' tup "iisi ID.61 cr '1? I?r* ' IF 57.Tj~[l iia j wit Conclusions and Recommendations Tbc selecljtti of linhuie capacity at this jtfgc dock not cwuidfit rcquinrnsdnti cifhcojly pc-ik, power (Jrnlind. Ibc /IPS equipment will he recommended after selection ofllte dctcmutunan of itic jpdJway Jet cl (MOI.) 'Annex C,2-2-b: Re^rvojr Operation and Water Balance Report APPENDIX 1 Aflfler Reservoir *X(NWL)^1X10m»»| Dim Haight ^BOm -Equipment: 2 generators x 9 MW Hydro Power Station Operation *1=0/0. Q Hydro Ppwi Eiaiion OpcraliQn time (h/day) CM (mJJi) UNnrnrtfrd' Erteryy Limited Energy U1£, iwa Ji' 301 30.91 Dtmand 22 Dem 3rd 31 42 21 2 HC/ UJs 1D& IQjf 31 9? 20.4 10 0 1*35 15 6 32 43 ID & UC4 32 94 16 6 10 B 1*03 1*37 33 45 IB V_2 10 ft ‘ 33. &s ~r 10 ft ' - T40"f lth!- 34 -15 16 4 10.fi VXl IDO 100 34 gjr 35 4B 35 M 15.6 14 * J4 JO 6 ~ JO ft to a joa ITO 36 49 13/2 UT4 TO & IL! fi 11 6 io a 36 66 91 3 36^ 10.6 ^7 ^i?®iQn AutMfflj " 01.6 17/^ 36 DS IB 65 10 & io a ioT b jT*,an Le«l and Mm S ^^41 Operation 70 7 35 73 16? 10 A 57 7 n ImgalBOn 40 0 33 42 35 VD ,9^ ‘«l Lcmm rart 34.7B 34 4? 34 15 33 03 HFS —_°PwTtw_Lewl 31 2 <J-7- .Cjr.Annex C~2-2.b; Reservoir Operation and Wafer gatencejtegort APPENDIX 2 Anger Rexervoir .MOL(NWL|-1.415mBs1 -Dam Height ■ BSm ■ Equipment 2 generators x 9,3 MW HydroPower Station Operation Lr4S ^gallon Hydra Pcnw Opcni^on fimo dvrijui ■ ■ ■ • r' Lr*l (m3zs> 29 4 30 33 30 BO 31 27 31 73 UrUimni-d Energy Demand J^OO- 21 41 20.62 20.23 _ 10 fl" [KID ■k® 14M 32 20 3£ 67 33 13 33 50 " 34 Q7 j___ 34 53 " 16.6 J8 6 Min Wo^Fhps OL^put 10O 100 IM isjxi as <r 35 93 36 40 (MW) 10 6 15 € IB 6 10 6 IB 6_ ib’cT JM 1B 6 JO. a 1 *_L ia.a bmdfrd " Er*rrjy Demand ___ iol[ ~ i ___ 16 a J? 64 W.05 16_46 ij.a? 17 20 10 69 16lT 2?S2 14 93 J5jF 1375 — _1£®" _ 12_£ 10 B_ jo:b 7~3oT 1Q.-B __ 10 B jb.6 110 6 vo_a TP 0 ___ 10.6 13.16 36~09 35. ?F ID 6 100 1fi~16 17 72 jj~57 11 98 10 6 35 4B 11 39 ' 35 17 15 64 10 B0 31 3 61 6 70 7 34.25 15 52 10 BO 57 _Z 3X9* 40 B 33 !H 33 33 1464 14.2 33 QJ ITtb 32 72 1332 32 41 12 aa .. 37 11 12 44 31 AA'*' 1Annex C.frZbr Reservoir Operation /nd Hfatef Balance Report APPENDIX 3 A/ijer Rwirvoir MOL (NWtM.^misI -Dm Height« 90m -Equipment 2 generator! x 9 6 MW Hydro Power Station Ope ration im-jUrCiTi k*QfQr" f’ow^r StUnn P Operation lune iTVoay 1 Unlimited IjiMy 5<2D 1419 (MWJ Eneqjy Demand 23 4“ Lmriod Enwgy Demand Jg2 Z2 DO 2fl M 1Q.B 19 2 21 59 29 27" 19 2 21 17 - 1? JL_ 29 71 IQ B W2 30 76 30 14 10 a 19 2 20 34 3058 19 2 IDS 1993 31 01 ID 6 .19 2 W.51 3j <5 T vj 2 J9 10 -'-l£ 192 JO B 32 32 Ttkw 19 2 10.fi 32.75 ja 27 IQ 2 jn_a 33 19 17 B5 192 10 a 33 52 19 2 J£<4 1702 10 fl 34 06 192 34 49 jboT jOif 1$ 2 joj — 34 93 1b 19 19.2 io»~~~ 3*36 _1_5 7B Vin JOB 1535 35*0 14 05 jo~W.~ 10B 3 5 57 35 31 1£53 10 ft 34 92 - 14 1? JOjT 100 100 34 63 13_?0 _ jqj s»F 34 33 1379” 17 Supcrfy- 34 04 IB M ---------- ——.____ - —— 33 75 10 12 gi a 1?04 33 4 5 B1 £ 33 16 L;T ’ * -xl M-n JI L r J IMj L^.NcrTT,a'ot*™ 70 7 32 67 14 B 10 30 5<7 32 57 ,,k ' **r^K.^n Re- 40 B 32 24 1392 _3 09 31 to 13 44 1 73 3i sy 13cm 1 73 3i *oA nr Oprrtofl wdWittrtomcf b -*I l *[,« bPM TTT <2 U - ' * lt H „ r 27 >- * " » = “ * ' ^. *i,‘< <■ -■— *- a «■ *** HTt*OKWl■ 1-jnOM ■ IhUMWilL ■ 16DK**™^■ ***"* UM *nB<*D,6T wiwto ■ wimvtwY^ nUJtfnn - ■ ■*1 OMJd h> -n- h** "* ***Annex C 2-Zb; ftejj/yofr Operation and Wafer Batance Report APPENDIX 4 *j*ge* Reservoir ■MOL(NWLKM27.7ma | 5 . Dim Height - 96m ‘Equipment; 2generators x 10 MW H jdro Power Station Operation k+yc*v’Powrr'Ei ■bQFl □perabon Ltrne (hAiryj tlh"I i4?r.7 (MW) 2*3 0 20 2? of 20 27 45 27 &4 Z0 23 ZB 52 Z9 0D 2^33 29 ra MiG 3ti'55 1 Uniinwierj E^W Demand ?l"TT I amiTed Enefj^ Demand in a io.a 2C3 rgg mi 30 94 51 32 31 71 32 09 32 4& 32. BF 33 25 33 B4 M 03 3*41 34. to ZU Zz cd 22 00 22 CO 22.00 22 OQ 22 DO 22 Ou 22 00 00 72 00 j2 00 22 DO 22 00 22 DO 22 CQ~ 22 CO” 22 00 22 00 22 GO j?JXl 22 00 ioa 10. B Wl JO eT“ 10. B 10 a JO 6 ~ 10B JOB joe' J£tT” 10 ar- 10 o ~ TOjT U,n io*, KPiTUifSF 34 M~~ 34 2Q~~ J9_5* 34.0322 -U 77 JO 11' ia 6? 2Zpfb 22 00 33 51 ia?3 J7J0 22 66 43 25 V/34 ■W Mj j6 0O #74 JC_4& J2 4& J6_Q1 j2_23" 15 07 31 07 15, ■’m .v.^^- ^'MitnLrd .infl M-n Hi 3 61 r, 31,71 31 46 HPS Oprrw.on TO 7 3l 20 J4 6G 14 13 Q4 t f r r ■■ / I V irifttm and Wifrr BjUncg p.Annex C,2-2.tr Reservoir Operation and Water Balance Report APPENDIX 5,1 RM*rtfDkf ’ Dl m H,Jg h|t u idm - E •*""*? fltnrrwiflrk i » MW( UnlMnfcd Water Bi I a neo for Average Yea APPENDIX 5,2 ’nJr.X ***L^'lXto™™ Unl™ “™“ a ‘ ’«ita»bg -LT ' IAjjmx C.2-2.b: Reservoir QfWiton Water APPENDIX 6.1 AngntfltiWfY'D^ -Dim Eqi*pnw«t 2 ^rnertLon i ? ifw. LmOnd Energy Dwun«J Water Balance for Averago Year fr'-gw<n Fkr* CtfMpo? APPENDIX 6.2 Anj«* Riivnmr *X . Df*n HliflM • «l>m - * gtnrralM> ■ I MW, L t>»rfly D*m«Ad Water Level History 4*< 5--------- -a ■ ■——------------ - *e+» ■FJfeFto *jw* - in SnailAnnex C2-2.br Reservoir Operation and Water Balance Report APPENDIX 7,1 m k***r *’<‘ ■ l*H***l T r o-ry APPENDIX 7.2 4 s 7** *t-trw a< • Ck<*WlhM1S«n*wi #5fn 2 Qcn«nilor» x » 3 MW. Unlimited Eninjy Water Level History DemandAmtu C, 2 lb: Reservoir Operation and Water BtJytc * APPENDIX 8.1 A.--JV RttKror * MOL (MM, M41 _________. i s*Mfil*n 1 f J ifi¥ UaArd Eft*#vr Dreu^J Waler Balance focAwnge Year APPENDIX 8.2 ■‘ J JI ?J 11Annex C2-2t> Reservoir tion and Wafer Balance Report APPENDIX 9.1 APPENDIX 9.2 **1IW *-rvrrr<nr ■j*****ejht« lom u ?* 4c“’nt 3 fl«o*ntun x 9 5 Mw, Unltmfftrd Energy D^rrund Witw Level Hisiory Ann,( .2-2.h 2l .Annex C,M-b: Reservoir Opentron and Wtf^ APPENDIX 10.1 APPENDIX 10.2 R^Mriota .*XtHWl|-t42£to»0 • - Km -CqMipmrrtC 2 Q*rw*itonill IW. LrMf<1 Enc^rmind Waler Level History li£ JT IJ-Aatffl feld ■ I I MjU ---- --------- __ . - - r rTjmtafl.il h-Annex C.2-ZP: fleservotr Operation and Water Balance Report APPENDIX 11.1 APPENDIX 11.2 WiUr Level History 4 *•* U4h^a *.-0 « 1<77 Tm*U ■»• I t fe««4rvDkf *X Ytflk-1.UTJrn*tl j * W MW- «,"w*d Efl«W D«m*n«l EES IW 'W* • fimi* A "nX\2-2.lv2s.-i.a-1-vl |n | . owfVQir OfKfrrfon ifrf Wzty APPENDIX 12.1 ■ .u.^r? Pr**!■■''J■ ____ ——____ - 2 ^-rtlDrt M° ■** c> ^- W«l«r fijlaflcc for Avorafl^ X!Lar ,L APPENDIX 12.2 Art^tr iH+notf i*X |NWL)> t.427 TbwiI 0*m HriflM ■ Hm - Equir*"* «C 3 4 ■ 1J MW™ Limftid L"*ryp Drrrq nJ Wafer Level HistoryAnnex C.2-3 Geotechnical and Geological ReportsAnnex C.2-3.a Geotechnical Investigations ReportFEDERAL DEMOCRATIC REPUBLIC OF ETHIOPIA MINISTRY OF WATER RESOURCES TAHAL GROUP Geotechnical Investigations Report for Anger Dam Site, Volume 1 to-ncii, Td d I It tn in krniimiBi Mltl3fcI>3K) <f Wwcr Resource! LXECIJTIVE SUMMARY S.te. Volume i " ~--------- —--- jrticchnkal mvotigrtian wm carried out Tor Anger dam. Oroniiya National Regional Slate, Misrik Wollem Zone. a> an integral part of feasibility Miniy intended in irrigate 20,lH)0lte ;i-njfd trea *tld to generate 5MW h> droclcctnc power. The ge a technical investigation* of core drilling, in situ ieils (&uch a*. Standard Penetration Tc^li. Constan! I lend Test Ftdtf/Lugron le-.l), ground waler monitoring, co I lee lion of representative sampler, and ^ta^cnl laboratory teals to determine the engineering properties oT the miI> curtate i-rMhaeii Moreover. text piH were dug tn the reservoir area io evaluate its waler tighlnecs and cpMcmtil ccm-vtnjetion materials quarry she lo asvevs the quality and quantity uf the resource VI the tfeeiecluikaJ investigations were carried out in accordance with widely used and pxticed iatenutional procedure* such as, ASTM, AAStI TO* nnd BS Codec .. .etc fwdrftwmiyUxcholes ranging lrom 15 Om lo 56 Om depth were drilled of which Rvc along ec .iuti iMi, five nhsng the spillway. ftvc along the spillway discharge channel, three lor for three intake lowers, two for foundation for outlet structures. and one for '.Wls® of lhe hydropower plant A iota) of thirty si* test piu were excavucd of which two nrediemcnoir «*, fourteen on burrow site for core material and twenty on potential source fcr vMcutenal In addition, a quarry was identified about eleven kilometers from the dam site t*rxi Gil mJ fUuiri Vinous labotmory tests were conducted on representative samples (i c., **LnxK, and waler) to determine the various engineering prcpcrticv * 0hjKlr.es of the investigation are-) to charaeteriw/ouRmc Ute type, lateral **^6on_ Md thickness of the sub-surf^c geology wiilun the zone ol influence of the ,-npcMcd structures namelv the dam and appurtenant structures, u) to determine the relative •^■remisirocy brarwe capacity, permeability (water tightness) of the sub-«rf«c underlying the dam and appurtenant structure*, hi) to asses* and evaluate the l****m«l tbask index, hydraulic, and mcchanreal) proper!to of tire sub-surface formations l - ufe v4 K^Jnic foundaoonv iv) u> identify the existence of unsmtabWprobkmrtk soils there structures and suggests remedial measures, v) lo assess the seismicity from fttUkte and vi) lo * «m. and evaluate the suitability ol construction materials s ^*td for the intended purpose On slope gradient and morphology the dam site is subdivided into i) river bed. u) gentle m) moderate slope and iv) steep slope (3O'/^7O%)M.^rf**'**’*** , .. Crtwirt for Al!ftr UJ.II> Silt. Vulumc I ________ ______ f ----------------- ”------------ ----------------------------- ----- <"r ’hc *|,c * ’wnw®c,w(iui "*• »lrw’p|y «"*>•!* tap., 4, ‘ Jl |i n rredonNiumJv represented tn Pretimbrian eryitnJhim hue^ RtU * “l"fea d"”’"! °“,hc '”’ . I(1 Gwifl (I9?6l v«rt <»ie nmirawn predicted irecJcrttioa of Aagn £» y., 0 I iWm 1-2 ^trW'CtatadorVuilcnury; 025506 mv2 in I OU yeon wd of VI toten 044145 in i-2 « 2W }t» «d of VI uitemilj ^iJ «-ch« 0 «85 hi »-l of VJ| a » ?-nk“ FNc prat- pi .jftd jccdmftan <njp of CiSHAP shows vhoi the PGA vita nl Aipj lrt( and roeftoir jjcj u atom 0.11 m »-X ™hW« is »» c«»foniuty the »cri rfGxa pref 50 yctfT W* lUseJ on Mnh«d *«■! dexnptw of mifctfrucki, in situ tali, “tid bbwiiory mu de smfxeftolotwl riimutioiw i« subdivided in Io quMii bomojjenrexn xexxrehcxjJUjm'» «U ihc dim TjjutTum Acrwdm|;h. Lhrtr geoCcChnia.1 layers dexvgnnlcd u Lay« A, Lm ‘ *Dd [jvcrC jwnpwtai m nil die toabcilci itink except Pro twhola. till H Lllf.21 wludi art mulled It curlcl <4fuls I .md 2, respectively. In gcneiil Mjer * 1 rf- ■ Mil rartK Ml cypei mlIs. ]oyer B chwaelrn/rJ by ycl-lwnh l»fuwn. gnynb " fftrnnh pay, tifiy SAND'ctaey ulh SAND sod ic^ording w US1 betoep 10 SMC SC. SM.md nud) Ml. lypet of wiL Uyt*C is rrpnwi^ K rn? « foe to fliedimji piuncd. nniihc. juuMjed. dighlly ucslhcnrd Co frcMi AMMUSOU 1* tInvrwr *1 tom Report (or Anger Dam Sue, Volume I__________________ _____________ tfta)^-OOO ut ffli <> reserve 3.84 million cubic meters was estimated which is tar beyond the jp^prwwnf a^ppw to per*icus shell material is located approximately litlcen kilometers froth ihc dam ter v^tbeAS* and northcait of Shasho Bcr^Andode village. Tn general, it is represented by pray lo reddish brown and rarely yellowish hr own. silty sandy GRAVEL According tn U5£S. Ce soil belongs to SM-SC. SM. GNfGC. MH, and ML type of soils DeLatlcd laboratory ri mulu ur presen led in Volume II. Labaratocy Test Results, h it presumably residual soil ‘rujird frv® tn situ weathering of lhe underh mg quanr aft Ids path ic gneits. Phe potential source raijrt vwuaUy delineated using a hand held GPS and topographic map ( L50 0ll0seale) b and pret^rd m this report- rise total reserve on both areas is nlimated to be 7,S(M|l.000n? which is br boon J the required qu-aniity. kxL^uiriy trie For rip-rap and production of crushed aggregates is identified eleven kilometers frmlbedim site around Ibmm G cries a rhe rock is greenish gray, medium grained, massive to dfhh bx-4cd. jointed, and slightly weathered to fresh, AMPH1BLOITE. strong Ji l5. visually kifieeed using a hand held GPS cm topographic map (1 :50.000vcale) and provided with this r T-rt c -d routed roenc of I O.SOO.OOflm frxkfturf tuid deposits are available both upstream and dowiurream uf the dam axis in Anger ’ T"rT Morenvcf, some more pockets are available on inbutanex of Anger river and near the «- Nckrnuc-Guten xll weather road,Ceorfthakdl teveWfic/iioiJ* An^erpjm Sik, Volume I KCimtfH el 'A Jia RtfrOurtn Contents EXECUTIVE 51I.MMAI0 I rXlXOWKTinN.- LI 12 KiiAtrourtil — l IrKinijpltfWI IJ LnuiMi -wd — N U 16 Clique. VcfriMiW «i<1 Ua U*c J Meihcd c( [nmiifirkm . r G« r*nllif-x — . -J I £ I In-iitu TcU — I b I I Standard PrnrlraK* Ten 1*12 I'rTM^lbh r«iU — I ft 1J CcBiMnl Hod Fcm ■ 16 14 FKkr I iifcort Frti I fi.2 liuhalnt .- ------------ I & J Oicfe-M Water Mnafcnty! I n 4 $>-Tpiia£_____ _____ Lft 4 I I’MuiitfSfd 3bhc|K Ttabrfctfliplet 1.612 Jhiluibed Jwihplsi 144 1 Wrier Sample* I 6 MtMoi? Twu 1.1 PrriKMri WccLi 1 2.1 21 GEGlOGlCM CQNDrtlONS AeiinnjJGcukijjc^jjHj, __ *** -Ml j Twittia Jaj St iim(f pj 2 21 j 222 frrmuiy J 3 Gojmorp6ii|iJV> 2 4 lixalSrtt 2 -I 1 Aim — 2 42 Spi|l«)> I 2 4.3 Sp;lwii> 2 2.4.4 IMln Canal 1.... JAHM CJn-y "*’*'*■ FlV < J IM ciiFuiani Kqwfaf A ft ger Dam Siu. Volume I Wiser Fopurws 315 Outlet CaftaJ - I ■' fc.B S,. • ■ j j-. I .JI 4.J. •• ■ iTitri i-iat 2S 24* &xfa Canal 1 (kcund *jia 111 J. ._—- iU4.. r i.. .... 25 ■ 1-iiiiJ.i 1 GEOTECHNICAL PROPFRTIES and layers GeiwctifiBcal Leyen of the Dam Axis . _.. Gn^fchsiol U)«n of the Abutments I I ■ n. I 1 II 26 28 .bJ-rr—a^>^-.. ■»l RLMa ii i u.' .-■■■ ihi ■■• ■"■ • ■ !?■ inn. 2iB' 12 • ■ -sum 35 U Gcwctanl Layers of Appunenani Siruciurci (Spillway. Inlet*. and Outlet CannLil.............................. 3B J J. I Gcc4rchnKJ3 Leyen of Spillways .. ) J I 1 Spillway I . __ 1J2 Spillway 2 —---------- ------- - J 33 G&iicthp»ea3Layers of Outlet Canal* 33J I Outlet can JI 1 1 ? 4 Outlet taaal 2__ _ i l 5 Osalrt canal 3 .... I--I I ..4— --.I I I-. —-Fl . 4 4-4-- 38 ■ I 1 — ■ • III • -I !-■ . a . - • ri^i, ‘ri ■ iJ-pr" s ..-.-bi |,i--in i. ■ iai ——r-1.i<_i „„. . . 38 ____ 45 SO .50 S5 ■ —.. . ■ ■mi i ....Bi i> < CDSSTMUCnON MA1UR1AI S. ... Stub f« F/nboMkirLtni E 1 I Cere Material* .... 1 1 2 Shell Materials. i ■—... i—... i..., S3 1l> ■I l< ■ —I.. • -FFI ■ •— - 1 J R.»A rju-irry source far Rip-Rap and CmUied Aunreiralei. 1 4 I 4 Siflii Source FUEFER.NCES ■1 i b b a • I---f 1 U—Fll—, iraaat. 'i. '■ ■ ,i... I I .-1,4.- I—-t ' —- i. r I .. .■■ ..•■*.,. ■i I IlBI J. 63 .64 ,6K 72 73Mrnrfis cfWiMr yrtoi Tiblai T*bk I J.'r^*Aa®V <knliw. ‘M**1 0f llCrr,“’,,t* tihlc 7 1‘iH.rirtUln rfmtwfi. af'l ikptll °f,ei' I**'1 liHf J S-tfnm.ry ni liwtab t-mW ctf *'J ^ip!f’ rO4t 4 MrtCTtti »d Hit hw Scak■ iliinnt Ihc gcwcthnn.iJ ci Ji&k J 'i-i-mio til cnirwuhUiM gtCHind W alrr ianiplw rrtle 6 kirtajQ or gtuufid w Her wwJ 7*bJf 7 Sumnun ofUK:«l«y Irrt eewilh rffccHfchftjcal Uycn A D dfflg djfl mJi Table U S&nrsiry idlihmion irtf multi nfgetHrchmCll LnmC aloof the dun Axis ?*Nr 3 Sunurtr. of I4»ralci> IfitlculU of Rttfeduixal Ijycrt A and Tl ipilfarjy I Table U SuMiuy of fafrcrtaW) Lni nejujh n | (CDtccha.* c a I Liym A ilc'ojf tpirhvn 1 Tibk 9 SuMJry of lihjijt-.ini teittoWih uf geotechnical ln>*m A ind |! aims ipjlJvrJt 2 JfcMr IC-Sunim an. <4 Utararofy leal inutai of fcwit.n.. laym nkmK uiitlcl canal 1 Trtk H DflihcT^ kit radii Mprtwimidj a «nJ B al«ip culki uni' - l*Ht 12 Sunmift of laburwury Im multi of jttKchnicuJ l«> n. A *nd B alair cjeal - T x ym uittx»Repon for Dan» Site, Vulumc I _______________________ Roourvti Mfrfl*" f 0nl Lrackm pwpof the cLun lite r- Mjp Jtci-»in£ the *imi mctura ofthc dim and locjiiafu of borehole* iunk p —xr } G«>l^pci.l CTiip of the dam ide, after Sotarnon G aodl MvlugcU. II.. (2000) hf-r? * blip then*mg the poniien of borehole c xunk xi lhe d-nn »is. F^st * CnMmclMa along lhe dim-uii Ff-rt* Lk4L>«i map vf hartholei drilled al abutrticnti Ftfrr T kUp of Angrr dura ipUlMa> option* r^ax I €icu-Mxiwa *lonjt spillway 1. r CeuMKCTxKi aEtcig ipillw ay 2 F^wi-to Map of Anger dam mkt-eMtlei canalt Cnwi-Setticrti aloag outlet can a L I '<®r ILCfOTvSeetHw along outlet canal 2 J J, CrDw-Se^ticui nfocig outlet caul J •-“si- C. ran Section akmy; uutlei canal I l ^lMOItE5. B^rehirte log- iLj. / 1 Standard Perrtj-srauori Te-4 (SP 1 J Mwlts • ?j r-j er /Lu ECfin a coii^iini Head Text _ j11 f KlfMfcr ^j lT,Dam Sue Volume I r INTRODUCTION 1.1 Rxktnyond SABA Fn^ineenng private limited company has entered into a contract agreement with TaHAL Consulting Engineers to conduct geotechnical invest! gnlions for Angci Dam Sire, limited in Orocniya National Regional State. East Wollega Zone. Gida Ayann Wmdi The Dam will be constructed on Anger River, major tributary of Abbay River. Lti western Ethiopia The geotechnical investigation it on integral pan of the Feasibility Stud}, Detail Design and Preparation of Tender Document I, approx 20.000 ha Irrigation nd Drainage Project). The jcccrchmcal investigations composed of core drilling, in siui tests (such as. Standard Pcrelnlkm Tests. CoffeMMi Head Test, and PackcT.rl,ugcon Test), ground waler ooutfonsju collection ot represent alive sampler, and subsequent laboratory tests tn ddnnunc the engineering properties of the sub-wirfrice tbnm aliens. Moreover, test pits were dug in the reservoir area IO evaluate its water tightness and at potential convirticlion mjttriah qu.wy site to aiiicss the quality and quantity of lhe resource The investigation **$ earned out in nccerdance with widely used and practiced international procedures mdi u, ASTM, AASHTO. and BS Codes -- etc Owing to the n on-ex isle nee of access nnd between The boreholes and the position ol wine of the bore holes, particularly those dcogtbe spillway anil both abutments, SABA Engineering pie has deploy ed two lindy '■ M^let Type rigs with complete accessaries capable of drilling to die required depth and wdud. A total of twenty boreholes ranging from 15 0m to T8 0m depth were drilled ol which rnt nksflg the darn axh+ five along the spillway, five along die spillway discharge itonntt, three for foundation for three intake towers, two for foundation for outlet ^nxiuro. and one for foundation of the hydropower plant. A total of thirty six test pits excavated of which two are on die reservoir area, fourteen on potential source area fee core material and twenty on potential source for shell material In addition, a quarry totaled three kilometers from lUmus Gebeya. situated about eleven kilometers from •be dim sue. fpr rock fill and filters. Seventy eight Standard Penetration Tests (SPT) were conducted with a minimum and maximum test of one and eight, respectively A total of v *«rty nine in ritu permeability tests were conducted of which seventeen are S^WLugeon tests and twelve Constant Head Tests Sixteen undisturbed samples were ^lecud f am r the thirteen boreholes and twenty four samples from potential tmirec for ^uruction inaletinh. Various laboratory tests were conducted on these rcpreicnutivc ani rkxtn determine the various engineering properties _ __________________________ 1 1 r 7^CTin/TTe "" October. 5oTbEJiffl SiEr. Vpl^rfleJ___ ___ _______________ Hua? *J"r Up tcjwrt dealt ujiJi Ujc NMfKMfcfofiai ctnptoyaL rtPiocul wic libnm«> ie«t teotechnical chaiacteriocban fif rhe sub-surface geology of the dam * jppufieruni -kiniciiiFES. *u*%uncni and rw>Juj.ljDfi afconarwtiw nuteruli rr+^r lT the dam Htc gcmcchn«l unwsticibocn itttedififi Ik Id work, laburatory’ cesU, the irpivi nai urrwd out fruin Ekxrrnbcr to Aupvil 2010 U Dbjrtlho ■•<! Scope of the ItiVBllgalioa Ibr tr-iig abycetn tfi of live uivotijril.^o arc - - To chvttnj&airfa* Lilt hpc, luimJ diwibutH*. and ihictacH cf d* iU ^JfcC geutog* within the jonc of mfiutoce of the proposed stmcturti lupntl) ik dun and jppwrtaMnr siructiurs. * To determine the rcUnie WtngtfiftoniisteiKy, bearing capacity, pcrme^il:ri (waler ugJitbei.O<i| the Mtb-.wrlace formations under l ung cbe dam and apfu-irt^ rtnKtam r<> wt» ar.j ojJajjr ihe groicduiic*! (hjiic. ink*, hjdrauk-, ud wcJm**' propoTirt of the njb-iurlicc fonaiffdn^ fn aft hji<1 rvnnoiitic foinuJilwm r T T-> Hkiitify the aisuacc of unMiimblc/ptoblenutic w.h undoing tSrw un* - Jnd SbflteMi remedy <1 «t inJ c**lm;e ihc luiMfailiiy of cpnit/iKMKi mjtcnjh rojuu-rJ !-r *“ fciitciidtd purp^. TU wjope of Ll>c fwtcdwiical immligation tncludes cote clailla^t- , fr* dncripUoa c-f cole unpick SundflM ftnctai«* TciU (SN '• /J 1 p -^ I'adLCT't^con leu. ctiltecluifl UndiUufbcdfShelby Tube nnd * L rpJ ' U taster nicm-rf-xing. siprage and tranipariing of tampkv *anou* jecef*^ delrmunc Oil* cng«cnng properties fol Wing widely p*>diw: mienuiwruJ procedures (AMM. A A SI 110, and BS codes) IJ Law I ion and j c c-r»F b jij Angrr 4*w nle is Suited in wesierti Ethiopia, Oronuyu Mtpf >^3 Reg"^ ' i Suit- WoUcfaZooc, Gida Ayaiu Wcxsdh Four Hundred Thirty ^"’^-iciiod u (Fig 11 Ihc dam xnd appaflcn^til slruciiircs -art bounded 1> UHUGROW SAIM Eq* e^enng MttFirtiipiiaru Report for Anger Dam Site, VoJume of fleer Rewire* ” — Scrtafr 1071000 and 1072800 Lining (Fig 2). The right and lelt abutments are located * 1072500 Northing and 0252100 taking; 1071200 Northing and 0252500 Easting, rrspecmely *rth approximate emt of L5lun The ccwxdinates. elevebons (acquired by hardick! GPS), and depth of the exploratory boreholes and test pits are presented in TiMet I and 2, respectively. The dam she can be reached by Addis Ababa-Ambo-Nekemic asphalt road which is jJOBn and then by Nekemte-Bure all weather gravel road by driving abaci eighty one kikKnctm up to Andode^Shaiho Her village then by following an eanh road off from this FFtl ro*d to the nghi for about nineteen kilometer*. The earth road branching off at Ar<Jode.'Mushn Ber is only accessible by Four Wheel Drive vehicle only during dry icxMxi Despite being long and noi recommended the darn site can be accessed by Addis Ababa-Bahir Dar asphalt road by driving about 4 lOkms up to Bure town and off ■ '^ruijfk ______ a October.jati fw IXn %*r \ nlmnr li Mini Un rf UiiliT Uc-wxKLf* h ih'/iLir I L ,nt ilium jhiati nH lRl* dnHW iiVc. ■ •- ■ I™r J5}^—I *T U -ItET SsflUfW Angr^ Dim sue Volunx | "---------- "----- fjMt' L^-TJtnAJci, ckrt itiLin. and depth of borehole* ItHiU BH2 BH-3 HH e i KI J 31 [-4 RH-7 sii f Bit-ij fl K-ID ___ J:«M»nfiniie».(l f>|) , Norik tag L..2?1[iIn_£_ j-gMipg 0252132 ’ 1071960 I07J621 _ I D2522H- 1 0253347 1072554 Elei aliuq, 1, [mJ J 344 J 3-16 1367 ' 02 5 22-J 7 1071MJ ICI_7i24< 1071648 toisnss 025247^ id^lbOS) 107264? 0252330 0252160 0252436 0252056 IH.liS? 1072465 [-HK1 HOi [BH43 ■i I Mil 4 .an n JO ?l 96*2. 1 1072143 1073343 — - _ _ 0S5I626 O2516S$_2 _. 0131*85CtQi .?» If ! Mil] JU 20 JbktT ,.1^021________ __025l435 IO72J6O i*2>isiti . IO71lS7_ 025255) JP?.1.!*™- [j)25240Q . 1072469 02 5 217 7 Depth |fnk 25.0 15.0 37’j 20 0 20.0 23 0 2>0 .25 0 20.0 200 20 0 J 9.85 20 □' 16 u 21 n ?3 0 23.0 19 85 BH-22 " Jp?2368_ 02559 IS- 20 0 1362 20.0 ^22“fdinjtCv PHs- •^^ArN J Td 7 ” _ 1072185 O2 517A.I *nd depth <rftea pus 1 _Ct>oriJ iftatrs tl. I'M) Ex,, i h s E!r\ alien (m) i no m2 Is *pth (ni) Hcmftrk Cpnjtnjctjua Materjab Curr —FO3514M“ .107253 9 1072606_—“ 1072697 1 072427 I P§L40 1072081 J072771 IO’269S LIS] ---- “----------- 023135J 0251092 0250876 M5O9Q3 .Q25086Q 0251172 0250483 024993] hpl 'p(rtl ftr«ri B* Arf erD^S^.^^1 —^-5 waltr ________ ________ (-(lUrtJiiiOlcl — Klevpllirn 136 11* i io* lttnurt. Sr Suu 1J 14 is |6 I' II 20 21 7■T■P a ' Snr I |u£S tO72«J_ - 1072166 J0T2]« ion*97 P24977I [ 0310543 | 0250365 1961)71 iooR-isi I QMi J)2*I!M 02* 1893 |;T *» 1527 jqapw I jpflOO____ 0241706 102*1737____ ] D24L?9*___ I 02*1563 I —------ ----- 24 T«U Pitro j BTMlZl BTT-l3_| RIE1 1 1 asit r ’ ASTP-2 1 AsrM'ZI AST?-* AST?-5 AS IT * ASTM AStPB 25 26 27 21 29 10 !l 12 ASFP AStf-10' STP-l' . si P-2 1IXJS62 .__ 10*7612 IQ66652 1066591 IO72IW 107?{P |m rftir- |W?«7 ' 1WTW.7__ Hi'i/m '"] 097011 rim n< 10973M__ 1007655 02*1259 02*12*3 QJ*13*8_ 024239* 92>07r-S (C3tC22 0231022 023H22 I 021072 I 0210772 02101:20 O21IHLS D2MD16 02 JI 121 I'OJMUO [■ 1518 151 I 1560 15*3 IOS? 15S5 isy 1726 1720 2177 2206 STM* 1 STF^ [ STP-S STM’ i l> SIP-' U 15 STP-8' ST?-? 2206 2206 2172 2170 2186 2191 21*3 M srp I* ’ -' i 1 . -- J7 Fm piu *nh reprtwflLJMsii c msnpki wlfccud, crtlwrww I AIIAL GUI Jill* AAHA IrjjiiTjrf.jFigure 2. Map showing the jikiuj irtniCturrs of die Jjih arid fixations pFInvebnles sunk. I HAL GROUP Fflgmreftng Pic. 7 Ovlober.2010Maua? eJ Kew*1™ ) ar L ’""' L» 1,4 l>k « nphr.OirtKic, VtetMion, The dim lite i» ihiradtnjwl by rebtiwly bfP*J ’V'-thipcd villey flnnled S du, mffiraj-Tdittf ffliiwiumi and rxfgei ditfnled by srtiaJI rtreuii flow itiz either n-xtbos,-, KWlhtrly in j&in Aflgrr River. Hk iltrtudc varies frum ]JJSm in IStJOm * i L Tb ulfcy fa prtdM«jnll> rtprtMl^J by flay, rill, sanJ, griveh, aw! cetMa maria Wnius pmporiiniw with txmsidmNe thidtneu while ihc mowntiini ire r»w^ LhirxicnjdrJ In taphiMilt. The mxin rafay md dry scxhto m ilw ffgien are fn»m June to Somber aaT Ocidber j_id Mi), reapedhcly. The Wtallwr is >k': dtrCcBe the dry icaKJii and niUdxvj Oic nitty mwu The Mir aanuaJ rainftill is ISDOrnin whctcas the rc«i avi imptnam is. 2fl’C (Trinppinn .Mapping Ajfl»cy IWI) r The prvpK-t s^le a partially covered by scadafed ttam bushes and savanna gtm »b- alivig streunt, ridges. xnd bills kng frees !iie Zifibi. Wan/a ±nd I id with hi mwbp’i ATfnyning The rewrtoir Mnf the enmmand uaeas ire Isenily Gultvsitrd due to Ils fcrtilih gmwing m the area include Xtuze. Sot^htm. Millet Gmundnul. Stm fkw Cbflfefa^ TrlT. W Mtlhifd of ItiiaHp^tuat lhc ttmsrgaiLcns comprised of core drilling. in situ lfiL£t wu Wlief fflnriiwHiig. umptinj- and autaqtKnl labnr*ion Ic^ <* - ’^ffiplcs |D iklerpiw the enginctring pruperiieL, ir*d prcpmliw* rt^.*t ia i.,c highest prciftsiiDinl sutdirds (in acccrdniKc with the amtrac nttemaiiondproccrfum such m. ASTM 1 Cft Ka’n^ ftcst dm the depth artcrval id in tito IciW* umpIflA r I _ ° Jahalghdup SAllAIjjiaEna.fi P|f IIJf ,l J On ReWN«<i Orr DriH'OJt Repon foe Anger pjjnc Sj^Yolumr I Oui# lo the macrcssibilily of lhe dim site, two Body Crawler Type wire line ng* were dcykqtd for the drilling activity with all the required accessories. a wide range ol toob. td equipments The drilling activity commences following the instruction of the w^ct.i’hW with regard Co sequence of drilling, location, estimated depth, and in situ tests id t< ccmducted 5uble plot forms were established at each borehole posit tans so that the drilling machines inr firmly nnehored and do not mthc while drilling is in progrcu. The rigs were equipped arch iSxibk and single core barrels (HQ and NQ sizes) (Tiled with diamond or tungsten cufridc lipped bits and a reaming shell to ensure maximum core recovery and high qwJffv core samples. Moreover, sufficient quantity nt HQ and NQ rods. HW and NW cawf rods were used in die course of the drilling, activity. Dry boring was employed in xm! focmation and wash boring in rocky section to cool the bit and bring the cuttings up •isthe uirfice All operations required m recovering the core out of lhe core barrel were □grit*) cut to as io minimize subsequent disturbance ra ihe cures. Consideniblc effort wii everted to ensure a minimum of 90% core recovery. where u is practically possible Casing of Appropriate she were installed in boreholes when drilling is earned out in any wirtum which is not tunic icntly cohesive and considered to be unable to stand by its n*TL S xi-up. r method of depth determination and calculation priKcdurc was followed to fcitnnine the depth nf lhe hole Material* recovered from the boreholes were placed in core buses,, labeled, and logged according to their depths of recovery "Hie soilfruck !wo**red Ln each run was visually described following widely known and practiced •**niatioftal procedures ASTM D M52-Si\ AS I M D24KS 93. and BS 5930 |9gl Vrdistujixd samples taken front each borehole were sealed with wax and wrapped w ith Pbslic Kagi labeled with the necessary information (j. e .„ Project name, borehole no., top and bniiom of the sample) ^ ,£L3-I>, each ccne box containing core sample was photographed with a digital camera * -l lemperarily stored m a safe place in the camp r ^otdingly, a total of twenty borehole* ranging from 15.0m to 3H Um depth and with a ^’’■l depih o( 4j j QJn were drilled ori all lhe structures. TabTc 1 - ' pit _ ____ ___ 1 October. ?o7ftI'wto j I JrdfldorrfPrnttfFTFhM Frlf Sudani J'wirtnfr* feu (SPIT ™ carried out by driving i itwdard tplaspw uznpln in-g repented Horn cd a 655kg lummei lillinp thnw^h 762« fcifcmhf ASTM P I5M and OS 3910-1981. 11k spite sp»n sampler lui an e^trcrul Aw of Slitur. ird 4.Wmm loim ibkk walled tpliliubk lube The liunmer mi u the 10^ of (he kuehahr iM tr connected to lhe sp lit spniti by roji The spin i^r wni lowffld io the bufliiiu rd the l»Je nd 15 I lie’ll driven for a dastarreo of 4$Go **.* the btowi wciecounird normillj Iuf each IMtnm of penetration Llpoa ca^plctiaa nl die Celt the vph't sjkkvii is pulled lr«n die Mm of ibe L<rj ibe sample was prriencd in an uirtiglil corUiincr rhe pcnelralkm mounce |N) 11 ibe number q( blnws required to drive the split spexw for the Ifltf JWtafl poxcriitnii. The perxiraiKn rrtLSunce for the firu IJ Omro id pendm** «wJ beeflute tile sod 11 considered In Jusc been disturbed by the acfixi uf Mnag ibe h& tn very line, or n'tey, salivated gravd Tcraglii and Peek {8967) rec^rxided W -* pewUnbM number N be carrertcd to N if N is prefer ilun 15 N’~ J5+f3(N--J5) The rationale for this corrcclton was ihil ibe mm! must M denW d Ibe bb* fclMSJ ^reairt tfi*n IS; there hire, |he volume diipLicemcni at J high penetration ,J-‘ *■* »*nddproduce high pwc presto which would UmiJicf iKNiae the bio* " Awwd^lj, □ total of stvrnrj c,ght S?Ts were ennduoed and detodt ,hi presented tn Table J 1 f L unL PwnreilUM^ Tofj GJLOl’ptarxJ fqr Ant^ P—Site, Volume I R«wrw r4 M O" ^arri elf Constant Head Permeability Text wu conducted to detenmne the in situ permeability tffibe overburden In thiv method, water was added into a borehole al a rate sufiicienl h> numtaio a constant water level until steady slate flow ha-- been achieved over n rojonable period of lime. The water was added by pumping through a w aler meter md iIm rate <01 flow was recorded after 1. 5. and 10 minute intervals thereafter unit! lie jnwunt of added water becomes constant Adzcoedingly. ai lota I of twelve tests were conducted in ten boreholes and the summary h presented in Table 3 UM AiwAer/LMfeiw FeiI I be porkcrrLugcon text was curried oul on rocky sections v-hteh ore sound thus eipablc of muling the immense pressure applied through mflatabte packers. The ieM Uteasiwes local permeability of- rock formal ion and ilv properties between selected lesi fern in boreholes. Water was pumped in lo die test section under pressure until the mfk™ ri, nendy. Three pressures (peak, medium and law) have been applied for each single test. Each lest consists nf measurements of inflow of waler al difforenl five pressures measured at the top of the standpipe m bars ot 11%. 67%. 100%, 67% and of rhe effective pressure. A safe pressure per a meter depth From the ground wrfacc to the top of die lest section in each lest wclb coiwidercd. Accordingly, seventeen single packer tests were conducted in fifteen boreholes and the details are presented in Table 3. 3 '4-' 1 <*l Pitting tsploralory toi pita to a maximum depth of 4.0m or until hard rock was encountered (■**it±i iurfacc area 15m by 2-Ont) were manually dug using pick-axes and shovels in reservoir area and potcnliai construction material sources Upon completion of dr ?Rt«K the -various soil Imrxzons were visually described (following ASTM IJ 1452, AS1M D 24BB.0X and BS 5930:1951). sampled, photographed. aJld finally ^kfilted with lhe excavated materials. As directed by ih« supervisors duimbctfbulk sample (abvul 30kg to 40kg) was collected for subsequent labors I on- i^:s A total or thirty six test pits were dug of which ten in lhe reservoir area -nu| thirty fouf in poiemki*! construction tnaleiial sites Table "I ^I'-ocnnt l-k ._ _ il r ^l<'ht . 2fHi) rc, J MmnB? /»* --------------------------------- -—---- MJ G«*®1 W*<« MwHoriag ( , md m torthofci w« recorded ever? morwng before uiri of a, j',, " ’pAj wjd every awning before Jr**n< the rile. Butter? pe-r<d ** L r '. CJ„rm of * «rghw3 cfcelnc probe Muched fo the fo»tr end of. Imph. • g able ifol „ rn.rkeJ .1 interns fo indicate the depll. w» used. it 1 1^ iv uaifr • cittuii i* <«nplc’«i and giws a then the readuig *t W mdcd from the able Tire ^ ’ '* l ‘ tfwf wter levf wc! CflMd Oupter J^-IJ^^AUUP 5AflA1I I J jt'A. Aummirrt of Hi uno cjrnctf nui ttunplto 1 1«e / aa 2 1 ~ Cciordinj lei 1 —- il.inn^ tiio fteotwhniLJil imertifMioti' »V<f, cif In dlu Trtf rotiduclr il No. of 5-b nipkn ealke iril 1 L fi i1] Remark 1 1 f i 1 XoriMni I r I 1 £ ji Mine Fcrmcsbilil) Tnr ______ Dblurbcd Simple* SPI Conf Mol HculI Tn< Packer 1 Tnl “1- - - - - - - - - ' si <E Sail 1 Huck 1 4— 1*c J5z “ E ■ d* a 1 1 11 1BH4 1072243 0252132 25 0 5 J* - - - - Tj 17 1 77" 1J 2 3 TbfH 1071621 i0252347 TTm 4 L |T 6 1 i i2 BH-2 j 1071960 0252214 1 15 0 j t ■ |4 '1 p 1 T------------- 1 4 BH-4 II0725 54 IS BH-5 1071621 6 ' BIP6 1 I071245 0252247 Jo U J ij 1i h TT* ■j 1 0251798 1200 j 1 •- . - l ■ 1 V 7 BH-7 :u?i6.;s 0252530 25.0 0252477 23.0 1 1 E tr . 1 6*h 1 T 1 8 B1I-S 1071609 0252160 9 ] BH-9 1072642 0252436 Ji , BH-10 1072465 0252056 25.0 8- rr 10 1 20.0 4 2 - 5I 1 20.0 4 111 J L 1 - • Hl : BH-ll 1071964 12 BH-13 1072343 n? BH-13A 1072343 0251626 20,0 2 1 1i 1 i 1 •J ■a. 0251685 19.85 1 ■ 16 f J ■r 0251885 20.0 1 r 5 11 ■ 14 BH-14 1072021 0251435 6.0 : 15 BH-J7 1072460 II>251840 j 11.0 1 b i 111 ■ 2 F- 1 F It. 0H-IS [071387 £1252551 2 3-0 • 5 1 * 1 1 5 1 bhJ«(1 071190 Id1252400 12 3 0 U 1 ’ b » J H I- ■ 1 ■ J 8 011-20 j 1 072469 0 252177 1 19,85 4 i J II 1 11 1 P* FU?-2! T| 072368 0 255915 Udo 2 JP 1 BH-22 j 1 072185 (J.’51764 120.0 4 . - - ■ 5 "TT H 1 I Tl J ■* 1 r.4H4L GROUP S.'tR £ hnijdTeer.n*: P/r i. ; L L 13 Ctaoiwf, 2010CtaMcdtacftl Jinraj?itf*3n4 Rggn fyr Anjffirpjmtj^ne. Voh&e | StfiLUry rf Wittr ft&um t-M Sanpliag In tiobeuve wds undbhubed samples wert colleeied from bmcliotes hj vw.djrJ bydnulK. fires* in ibe toil stoto 1o be aatiipkd by a Sbelb> Tube hzvvf B mrcninJ tlumrln of Wirtffl nml Icnglh of 500mm, and IMhtiin dinnielw and kiph j TQQbbi fc1h*i££. ASTM 1517* W Ibc Sop aiwJ bottom ol the aoditiurhcd iampii mmcdMicly wax sealed. covered with polyethylene lugs .ind labeled w,il*i izcckxv infonraixin for ‘■uK^wenl retting All undiCurbed ampler were taken nfler krnj jiwl before 51 F tests m avoid dmurharKci- r Aecerdiftch, j total of luiccn undisturbed wimples were celJKicd frets borcholei anil lot rd for Uiic« mi fined Cnmpresshe Strcrt^lh (UCS). Cocaoliiita. pirtvt She*.*. Specific Gravity Bulk- and Dry Unit Weyphti, pud N'jOnl Ifonhn Content Tlie detailed hlxifuiory test results are provided in Volume* ll< [jbontc*? Tbi R CSV Hl material tn tif SonA 1 ’,l x'li* wk were collected je each vlun^e orthcKvrJ tolksled from win ,p, * * '< x tC51 s,ntLJrbcd soil samples l/vtn bowbokt <wf SlwUnj Fcneun'in.i. | Jhl^'fr con ^scs (about 2kg-Jig) immcdiaseh ti*f<ccnqn mhirnijj^n CiU _Wcit* ^unpleicd Such wimples will be lalxW Cf>resjrnpk4 Wciu h wrapped, and packed separately frvm ihesemj- Accordingly. a tola! of mtKty five disturbed sanip “ * KAcn re K I w.-rflci xnd e»flU«n nre JAmpk* u.«,. !■.«<>< to tofn-. »*«»lk“"! A 2 1c Dc&idcv di«urhcd Mmplts collecrcd I rum borehaki silnale fc< Chloride, Sulfate. Potwium, Sodi w Cateiiwn, MajttKMU ^plcs Matter Contents. Electrical Cotuluciivil>\ And PH-val^ ' ',e IL Unuuual Ctunpmivc Strairih m4 Specific Gravity- wfartli ^pld a* o ,] dd.«g «*> Ll°' «k4 jfc* in? J^pf |cd ’"’ i Moreover. Urje umpkvbulk samples (about JOkp rn pfli dug in Hit texfvciU area and potential censtnKluw n>*1crLfl ' sourtc >rtl and (hell rr-tlcTLlh) The l£Sl fit* were dug lit A dtltAWC cd SO^m -T c for pp-7' xiipcri iwn l.mgc samples were also collected from T A HAl GHUirp SAHA I Fifi&ccnn.£ Pic s0UfC __—■—^0<t^ J*,- J ginger RcMMtt* Report for Anger Dime Site, Volume I________________ ____________ ___ _ ___________ A^ending-ly.. > inul of tw enty four targc/bulk sample* were collected ol which two arc Hrfn lest pits dug ttl reservoir urea, seven from test pits from source area tui core sixteen from lest pits from source aica for shell material. and one sample ftem ^■ixi e area for rip- rap LMfcAmlk samples from ten pits al the reservoir area are tested Moisture-Density ^landird), Particle Size Analyses and Atterbcrg l.irntLs While samples from lest pits (rm «leolia.1 source areas lor core- and shell materials are tested lor Particle Size Ajulpcs, Atterberg Limits* Moisture Density {Standard). Permeability Test of Ceap*rted Sample. Tria vial Tcii (Undratncd Uncoil fined. UIJP Cunscilidiiled Lsbfnined. CU< and Consolidated Undrained. CD) and Pmhok dispersion pattern. Bulk wplei from potential source area for rip-rap arc tested for Los Angclcc Abrasion I.IAA1. Waler Absorption. Soundness, and Specific Gravity . J A 4,) II 'afifr Jfarvrjttes Waler samples were collected from horeliolev in cl plastic container of two liters fur nJhwK’irfflt chemical an.vlyves. Accordingly, five water samples from five boreholes *tre collected and analyzed for Chloride-. Sulfate-. Potassium-, Sodium-, Calcium-. Masneuurri-, Carbonate-. Electrical Conductivity* and PH-valuc. The derailed laboratory tot mulu on representative samples arc presented in Volume ll. I abortion Test Rendu ’ laboratory Tests of the representative wimples {soil* tuck, and water) collected were regularly ■=14 xrd tested at SAIIA's Central laboratory, while few samples were icsIclI (l- g TfLuul rest, permeability /Falling. Head/ test) nt Construction Design S. C laboratory, U *1 lour samples from burrow sites fur shell materials are toted for pinhole dispersion • *1 Ministry’ of Water Resources Laboratory, Addis Ababa The method of packing ,r '"rirr^ *nd uaAsportalion was in accordance with the technical specifications and widely ‘■-•-■ati xj]j pra^ii^q-j international standards (such as A STM, AASHTO. and HS codes), i,j specific desigriaiian adopted is mentioned in the respective test conducted. Volume tdtorauwy icU RxyuiH. j^costr, the procedures followed for each type of lest is mentioned in the respective * ‘ provided in Volume II. Laboratory Test Revolts. Y Ll r’x’------------------- s ,I,eTrm^ pjc 15 tJctutier. 201 ft(awfirdiftfcj/Jbin/rzjrMTfilFefHi/Hbr^nj^* Pizae Site. Volume t .Md5j^> Wikrr Rewwrci L? FmiM 'Worki pt MwU WVPA’ ** pW’{eCl "" wv™uin« ««p *<rf Sjluiih-a Gera m3 MuJugrU H.ulcmarinii (2000) dcicribing the dii&iktra -4 tai& mr-a-T' rphi’T. strut litre, and miomliration. Small Mile maps ml tiplmur, nup, eluding Hit Wf" ** »™<ab|c 5Uf,‘ MfflSWfa tl al., (IW) and Tafi^C, ( | w> lllf faroer J«]i uilh di»triburiofl of major gmlogical mint md Urudura the Uicr mth liwlmgwloj?- i* graurtJwalcr rtMaews. rrdurgc. wd dudap conditions. Pmritti detailed «oeU Ittaed »this invcstlgalicH «i the Rtolojiiwl ai^tsramcfae (fam iiic f Amir. L 2«M) dealmil «i the £<rciorphnln£y, clirtribuiiw ol Mhdbfiti. t>i puirnii*! kmkcs of caniuwfKXi mjlcriuh Tibcbc M (2MW, earned «* ftophyneal unctlipbcm. Vertical Ekcftwal Sounding (VES). domlwf ihe *«*® Mjb-iUffiW h?en Jlung llir Jani ans and Spillway J [AllAL GRfltlji SABA EhKPWtfjpfc_-------------------------- -- ----------------- . qEOLOCJIC Al* CONDITIONS 11 a/tta»dCM*acfcSttttoc Pbt ©cUEicicphk basement rocks oTNckemle area is part ot ihe Proterozoic rocks of the Western Ethiopian Shield, which is assumed h> be the southern extension of the Arabian- MM Sbktd (ANS) (e g, Aya I tv. et aL, IWO. Bcrhe IWO) Since lale seventies, tWitt «ith(» (c g, Kjwmin cl al, 1978. de Wit and Chewaka. 1981; A me nil, 1989} ta,euxkji-cd the Proterozoic rocks of Western Ethiopia- According, to Kuzmin (il9’?#k die Worn Ethiopian Shield it kiwwn to comprise the Lower and Upper Complex rocks, de Wk vd Chcwakji (1981k an the other hand, concluded thai the rocks in the mop area tn lx tik alkaline in conipoiniori. The Precambrian rucks uf Western Ethiopia was also '£»Iic4 and classified into three N-S running zones: the western high grade gneisses. the crttnl taw zr*dc volcano-sedmientary belt and the eastern high-grade belt (Amcnti. 1984). ibe kyw-jradc volrano-vediTncniiE^ belt bounded both to the east and west by high" paic pctaa (Amentia 1989) The Nckertue area is indicate J to be part of lhe eaMern hounding gneiss In thh tcgMxu systematic geological mapping supported by Rb-Sr and U-l'b radiometric *t= dating wiv conducted by Ayalew cl al. (.1990). these authors have pointed out that Western Ethiopian Shield is constituted by high-grade gneisses, and low-grade inela mjtano-seduntntarv rocks which an; the oonhem and Miuthcm conlinu.itinn of die Bdt (MB) mid ANS- icspectivcly. Pre-lcetonic plutonic rocks at 828>9/-2 Mj ird pou. teutonic granites at 540 Ma intrude these rocks, Thoc led them tn conclude the tectonic history ol ihe Western Ethiopian Shield to be consistent with ca. 1000- Fan'African evolution determined elsewhere in the Aho-Arabian Shield (e.g, Ofrr^oodei el, 1976; Siem. 1994) u grncmlly established that during the Laic Paleozoic (Late Carboniferous and |h £2^^ African region has been affect by rifling (Norton and Sc Li ter, 1979) c txicniioti of this rift Ita* been identified throughout, eastern Africa and corresponde to r 'n tii^jan of the breakup of Gondwuia land. In Elhtopi&» sedimentary history begun h the development of these rifts, which fnirn northeasterly and northwesterly trending These troughs were filled w itli continental ”Karoo* sedunenT^ (l amiral and 1997). Marine vedunenialion on the other hand, began in die Early Jums^ie ’*■ •■VrifiR; fheve troughv In Late Jurusic. the trMsgrvssive Sea covered most parr of 1 °pUn landmass. Towards die end of the Jurasvic, uplifting nf the landmass initialed a -ntnxuiti n( |h c wa er | mavs (Gctanch. 1991). Hit outcrops ol Paleozoic to Mcso/oic ' J ^I'ory rocks in Tigrai. Abay River Basin and large areas of the southeastern plareau ■ d ihe cstent of scdintentaTioo in the country xe 11 '<O(.-L-P -L_____ _ ■Jclubcr. 7010MWMsttsn w '"tiire®?” sjej'sJsk'----------------------------------- ------------------------- MfliUn> orW*<* Rcwun*1 ftc KJlmotai? wcccMion p' •** W Rivcr Ciiin 1 <*” L'lhicpuJ fOftlne 4 io^cr *wdsfcnc (AdlFrt undone). trw.tionnl beds (Abay beds nr frtnuuna), AnMlb l.mcfloiw wd upper wind slow fAniiwndam or iJrhr Fnniiiltost All Uie lednw^Q fcrtBlK’M dorrejsc in ihicUcss fnwn cr.r iu ihr iLMermiiJujoerfiicundh Wl) The ledimcHilnn nxfci of Nckcnilc ir.d iu SUFInundinr Ara arc ihr wirthurir ouWBOfl vf&cntM «mtnl I ihccpun scdinimuiy Mjccesijon. k eonUm of tat nwn widucoe wwsion thrt is owlii n by di in remnant* nf Unmiihful beds Muhr (1962J clikufed the vdkanic r«Jk< m to iw cafqjpriCT Tnp series sdAfa icries fh.r taut Trip setics is uilJ widely iiw:d to represent the ssluile pile fit (he Ta-rf? rkxxJlsiuJrsffiwfneesvidi uutnaibtion ofMek rocks (cnnunonlv -ji rhe upper pin) rhew r«Ls caver the nc’iiJkudciik and Knuihcxtrern plateaus juid altiji i ihid»id J km itihe western mxrpn of die Main Ethi^idii RiH silks (Mohr. Wk MWfpatar* r WW lbesc*kaniG rwls nfNeketnicmea belong 10 this cnlcgwy. 11 ReffoaaJ Ttctu nics find Smirtfrity U.l TrrlviJa i>.ffcwnt Motlm (Ka/Jtitn el it, 1979; Amrnii, 1919, Aynlcu ei il l?» *»•’ nwilincd a pi|y phi* dcionnjcuH! c^nU fdf lJlc Jlr)3nunj odstKNi <il H* ■■’T1'11'* l-^-’ncni ukLi efthe Wejirrn EL'nopia. Knmin el nl. I9W gave nu-rf ^KorrtC^hrrraifAmtii-i,, I9J9} rely N^S siri^ilip ibejfiflfiWft w i <■’ al, LWf| howctei^ han given rrw<t jircmnjn [o ocean c!*mht j*1 r ‘■irr>era< flwserncnii ‘ ■*-43111 1 FttOlgi ' 5A0A i f<n’l rl «-■■■ •■■■ M i-.J.-n ,isi .,r— n~ ■ - I r.VfAL GKOtip MB A LngiflecnftjC He 19 October 2010________________________ Sckw® and Mulatto. 2009. *u(®c« dwi «rl> feiMntg event was wmprevi^a doe to ocean closure and later rtrikulip iheviag event* ju c/pbw collision Al! fhcre tectonic oents hi*e .mpwied regional I'tn-AfncB MrriCT to <hc I.Jl*-Pre*mi/ok retkl of dw Western liihiopiia Shield, hcx-f to ,ydtw diij: tJwct b rhe rcdoi h the art* hive ibown evidence of vinous dcfomnatioris ihjj & ofc cbwtfmiiiGs of diffawrt dcfcranKio events. These dcfonniiiofl nmc ta^ fonuiurti of dittEKl pawntion of folds and other ^rxrunl dementi ur muhed five daflarnr Ucicgic forces adiep on the «cb By studying and umkrsund'^ tac utat ec inrnrrliiHinshipi of these iei*tank vmieturts, ii mi possiNe co dcErrmme lhe differ ikfcRDibcB qxsndei. The lreinnt>tfrtijpiphiL' history of the ntgion mi liniLX rmvl Ihwfonr. oa the bases of dcformatiiM it> fc> foliation mud and fold uundr. f i cracsrwd i.*yi ihc Prrambrun rob are subjected io four phases of defonnacon nm desieuicd 15 DI-fM, accordm^ to Solomon and Mulujcta, 2000 r \XE to 3| The Gutoi the fohainM. I, ? <f'lcen"*’,e from <>pt Of Iceionic event, tn- ib tea f Ccaxroit t&tf fhn l T ,fnC ltn' « a fc* of i tbaf»r » <=arasin. an fincJ-k ft -liazcd • *1 Xr* 7’ “ MK’UtCd "* GUlin ‘ trCfl<l,ng flriXe-iJip ihear wmca s%hich cuts *r> alone strike, writ div cetecn 4*r ***T^*1Rlun^ Goode b, Wtcbu asd Gulin arras *^- *^»«P«n!k] lo one another ft foe^ wbjeewd tn the CtXifi ihnrt^ *>"*«!> aGped tanlM t ■, ®>fv",t,tf wbefe « ** porphyrndavts in iht G-xip f»a s “^ptwxu'ndfe pnli i ' foluiion xtiij tfa-— ^“■-trv^L 4 ’>mmcfrk: T ’,wfol** the f«**» l '“tin ihcaj {one Within the shew ^omc dngr®? • fj!mc rtciysuiliMioD of <uirtr 'fxv^-, >unl A^it "ith dc*tr»j u-.— , zonc» (Fip 3} Therefore, 6e pre*3^ Ou?,, ma'e™^ the dan] dragging e' <J - rone h cm tn i younpr pnerai*^ '- Report for Aaggy Oamr Site, Volume I-------- _-- --------------- ------------------------- uj sri«®***y h a common phenomenon that occurred daily in different magnitude and frr^jency all over the world Areas like subduction zones oceanic and contuictital rills and tcsenllv which arc characterized by active lee took occurrences ait sources of such cirth?M^ev- which ire recognised as earthquake epicenters In Ethiopia the afar i^priuv.on and the Main EthiopUn Rift (MEH.) which is pan of the East African rill is h1ktc di« earthquake epicenters were aligned. Among them the I960 Awasa earthquake (M-6 tk the 1961 Kara Kore earthquake. the |969 Serdo earthquake (M-63). the 19R1 fccafo Genet earthquake, the 19SS l_angano earthquake and the 1939 Dobi graben erthquakt (XI-6.5) were significant ones and some of them were fatal. The current hdcaok acthities and die resulting geologic phenomena's in Afar are good ingimfgstativns Er iKtttibcally dynamic nature of the zone Whereas, when it goes far from the rift the pTnUbilm of occurrence of earthquake and also ns effect reduce considerably. Modified Vkfulh and Richter Mzalo arc the best scales to measure seismic magnitudes (Table 4) Jo Modified Mcrcalli and Richter Seales. Iwwrj Modified Mcrcalti Scale Magnitude | Richter Scale 1 1 *—m— - . Q Fell by almost no one. Fell by very few people Generally nor Felt recorded seismograph h hut by 2.S LU. | Tremor noticed by many. but they often do not realize it is an eartliquake. ------ _ x _ Felt indoors by many _ Feels like a truck hai -truck rhe building Felt by many people B-. . ■ r. " II 1 . Fell by nearly esery one. many people wakened. Swaying trees and poles may be | observed felt by ill; mny people run outdoors, furniture moved, slight damage occurs Every one runs outdoors Poorly built ■ sirtwturei cansidei ably damaged. slight damage elsewhere 1.5 vr-— vm " Small local damage 4 5 L jl October, 20 infotohMOJ X^ari Kcpon lor Anget Dame Site. Vofome I Mianin uf Wjlrr Rciewci ~ *~~ ~u ■— ialrmii)"' Msdiflcd Mr rwtfi Scale li\«y~oo? 111111 ou-idoons; |*wly huiltj unictww damaged lliglft da/nigc ( clicwbnr 1 All buihlmp consk&rably dxitiaged, many ® ihuft c/T foobdaiiim Noliceabk crack in | gmund Most irrucTurti de>£n.Hed. Gruund » badly | 7 cracked Almini all structure! fiD Btidprs sveteked Vrn u detract* in pound IrtjJ deftrucikin, Object! are tumbled and 5 ------- r- Grvai t inbqmXr. t . tewd. Mt Ait njorpholoj’jci can F»e I ikered f m rtUM m™ih «lr » «« of i"'^" “' earthquake lhal nutttly depends on people reactions jnJ nl.’.en Jt-.n meitu/E ihr motion of the pnnirtd WiA m IOO Lm railui* fa7471 J7 wwtrfttt. The oihrttr&n kjIc d Joginihmk; an increase qf one implin tenfold iixmw m the motion cl the ground. Acv*rdtflg h mjBof Edutpu iG'iuin P. 1976) Ae Anger dun site and reservoir area Hindi describe thr* zone nilli carlluiuake magnitude ni * J *“ Skralli and RKhtcf Mzaki rrvpei.htch (Table 4). (-hi bcrttl scales magnitude irniiitC mol inn inn>' chum: airtlll local damage* Tn do i4e ipccific earthquake LltjjJ juulyiki it demands detail stud} ••• measuring slip rate, rajHurr lengLh and dep 1b of energy release which uc thii pirt^uLie aw fnwi regional point of view- Ihe G’obsl Sei>^ “* ,c Prapim (CSJIAP) ^liich uaj effective from 1992 io ]?99 h*' f*lldua Fol Grrofid Accekrtiwf, (PGA] mJ reporuspecific for «»efttl tMl p^-hict hu^J Xl -c<V ' ^j; ^ih-- hT *' EA-J ' Afton rift »>»!*« rga » n rncuure of eartM^ke nceekrtW* d" ■nctHtft here hird iJx cirth tfukci in a given jicographic arcs It Lar* ■ lthe «“»"«* m I inii-i gravity) or i.i m > ? (I fi ~ *51 m ,':,() l*Tl^ in (| ?7flj Murk ibe nujii.T.urn predklcd acceleration of Anger *Inm> - ^hii* r ' ‘ «« SO )an „,, of y i(11eflMl5 0 24SO<, in 4 3 ln l0O years mJ ° ^j f [ msentitv snd rtMcto 0 SS86 >'* r? ;!•< •' 1 “ >« J«n nr line The ,„k grounud ,«d V en^n n»p of GSfLAP ' IAIIAL GROup SABA * *'u«?f Anger dim Site and reservoir area is about 0.11 m s-2, tvhich it in canlormily workorGoum over 50 jearv lime In ►Sdi’lwfl the previous works such as; (ACRES "Bir and Ko van Irrigation Projects Ftasfatlrty Studied; Pierre GO IJ IK 1976 “Earthquake History of Ethiopia and the Hom of Africa*; ACRES, 1W5 "Earthquake listing. etenU from the information center USGS”; ssd WWDSE, 2DDS &. 2009 ‘"Seismic Hazard information for the Arjo Dedessa and Gtzaert Dam Project Sites "), ccmsidcrcd zone VI as no risk zone of damaging eailhquokc. To ^etktiJlu dial the area of interest ’Anger dam and reservoir area" is categorized under act VI ot scts&uc inicnsity map of Ethiopia which correspond to an intensity of VI on lhe ©ftLfied Mercalti sate. It is classified as scKftucally not vulnerable far paleniial damage foe the porticulir cate has no ihrrai as dam con time lion site. U CeMurptetofj BijcJoci the slope gradient and inorphotagy the dam area can be lub'dividcd into four, warty - I Rrtcr Bed-i - Gentle Slopes (045® •) ) Moderate Slopes (10- JO*) 4 Steep Slopes (30-70*/*) 24 UeaVSitt G«»ox> The vub-mrGce geology of the dam $ite ii homogeneous and strungly correlabk across all l ** tatetote* *unk (Appendix. I) It n predominantly represented by Precambrian • puili .ne basement rack* and subordinate Quaternary superficial deposits un the top p.m den i | d sub-surface geo log i cal strata encountered are discussed below for each dam c '•^■<l^re 2 1 ( AjU itjb-surfKc geology of the dam a\n is rcprevcnled by firm to medium siifT, reddish y* to djrk brown. low to medium plulie silty CI-AY with minimum «nd maximum n IJ fkiicMl<jr 035m in (iH-10 ami 6.5m in BII-3 respectively This is underlain by stiff to e H still sellowiih brown 1o yellowish gray; low plastic silty CLAY (highly weathered v • decomposed amphibolites) ranging in thickness from 0.35m to 2.Km m nil-10 and ihKkntss it ranging from 4 4m to 14.25m in BH 1. ■ - "i E_- ^TT" — - ( nerrvhg Vie Jj October. ?t) |ftMbm»> *<*’“'«* TH.. * ««. undrrbLfi b) W W »° P«»ijh b! L. fine gnunal, K nuunc MTiihertd to frrJi. widels joiiHed AMPf IIIIOLITE Mtmddij up Io the Hrfl-xn u| ia-j^ Me 2.4J SpilMa? I IK* johwik* wbey of ipilh*ay I ts characterized fry finn to sen stiff, pteou^ to mWiah brow. medium to high pbuje, silry CLAY with j minimum md mu?^- d-uUew ofUra tn BII4 S Sip in HH'I respectively l"bh layer ii ilvemKa* i fc» amount of toul&r m Bl I 22 and BH-1 I This u underlain by stiff io rttfl lifb grp. rtddidi tvnwn Io* Io mrdiiuij plamic pkndy silty CLAY (bij’bly nta&sBf cj ikcoflipoKiJ junphiMaaj *ith a nunimum depth ranging from 2 5m to J 4m ud j swumttfD depth of 4_5m in 16.7m in 011-4 and LUI-5. mpcvli*ch in ren<*Til imdcrhEflx ihe uuidy silly CLAY light gray io greenish black. fc picvl fr&h to drfluh p-tjihered. ihgfuh io- mmlcralcly jninied AhfFHIBOl HE civndiU'r bctiom of ifrc bevr h»1e\ hat inp a minimum and a mavrnum thickness of 5 ’■Hni 0 Hl< 5 ird ! 6 *ci jc 01M behu thc pruund mpectn c ly. 2-1J Spillmy 2 Fbc wp nwii pin of Spillway n*o it commonly covered by firm u bm»tL ulh CLAY (mixed with gravels) has a iliicknes* ranging rom to 2TXhn and MOto 1 2ta Klou the natural pound level m BIH- rciprttoch tn general, underlying the silty C! AY slilT I’3 $ 70mre. Od—’ 1' gj| Ji J jclfc^ich hfu^n till) i-uxh CLAY with^ithalH gravels wi' L JJ ^ ftch c Ihtckxi i of 5 20m, 2 70m and I S5 m rxouimJ BH- J J. Bl I-3 J aJI^ 111 f J Riii igun undaiui bn liuhi gn^ us gmoilb bbd, fine lt> flicdmm c jfpd H» hjjhJ!) weathered and taodcrittly fractured AMPfllEUJLm “ ^ ^ .| |j iPJ B-H’1 1 ;l Ut 10 Wh m 111 «jm. 4 70m Io Hi,00m nnd 5 OJm to 21 00ns in OH-J ■’- w.pecnid, UutferiAj jounhnp llrttrWl Will, dep^ P»,hit **" ’"' ° l«4w4 Outlet CaaaJ I The top totm pan Qj iff rrild'd1 r-f covered by ntrfmrfi M ■IT 1o1 er7 stJ. ^.p. of 6 ■” • i-i) CLAV niih.'wrtbiHjr gras tit w jj ertfiMUjIerrd having J matin ‘.util 1 - r h»3 below tiaiunl ground Ind m tyj-19 Underlying the si^Y CI * dki*Lfch hTOUn. uhy MJid> Cl AY mivnl willi grasets AV . ’' JAIIAL GROUP1 jr ^^j VnegigMwe* M”* for Anger Daac Site. Volume t_________________ _________ __________ —---------------- dfwwiw*^ amphibolilei) his a ihickricis ranging from J 00m to 10 45m in Bl I-1 8 and iiSai io 15 in llui U again underlain by ?rj>- fine to medium grained modcrotcly weathered to fresh, cUiK to widely jointed, massive AMPHIBOLITE is occurred in the depths 10 45m to D.OOn and 15 Iftm lo 23.10m tn BH-IK and BHd9. respectively JAS Ootlrt Canal 1 Vhc wb-iurfacc geology of earn! mo exhibit quite homogenous geology and strongly LtfrcUbk in all throe boreholes sunk and charactcn/cd by medium stiff to its (I, dark to reddish brown, medium plastic silty CLAY has a thickness of G.SO, 2 70 and 115m is BUT, BH-7 and UH-S respectisch underlain by stiff to very Miff light gray tn ydkwuh gray silty ^andy Cl .AY (highly weathered and decomposed amphibolite) is f*ux4fi-xrcd in the depth* ranging from 6.50m to 11 00m. 2 70m tn 10 80m and O5m to Ulka WiBll-3. BUT and III 1-8. respectively Thu i^ain undr rimed by gray, fine to medium grained, fresh tn slightly weathered {along j^ntod (lUnes). massive moderately glovely to widely jointed AKtPHlFttJl ITE extends tn the haaorn o( the bwe holes 1-44 Outlet Canal 3 •'’c top 0 SOm f HJL2O ti cos cred by black cotton soil underlain firm m si iff. reddish o Uile* to reddish brown. silty CLAY mised with gras els is occurred ranging from 0.50 la - in BH-JO and 0 DO to 2 75m in BH-21 Underlying the silty CLAY very stiff to light gray to greenish gray, silty clayey GRAVEL (highly weathered and amphibolite) hai a maximum thickness of 6.20m in Bl 1-21. igAin underlain by gray to greenish black. fine to medium grained, moderately * entered and fractured AMF1UBOLIITE extending in die bottom of lhe bore hntev and jointing decreases witit depth ^’j'kd descriptions of ihc sub-surface geological formations etiGounlercd in the J -thcn,ei lrc pSc%cnlej jh |.| j g sheets attached with ibis report (Appendix. I). WO __________ 2S October. 2b|nf V, 1 UI r GMMbnjaL ^* S.7.tria(^lirKeW111 1 < (ifW flfcr „ . —’ ----------------------------------------------- / ^r«I;j*-^Sl’ ’ - ^-------------------------------------- ------------------------------------------- — - 13 UrclHl mini IO. or^KlL five ........ ..... ute,RH GWndu.lcr were Jni^ .............. .................. * uUlnnde.^^.^ I wd ^^1 roffifacnvUy liable 4j p^jau akh^ ’ the ..l « b wjKr mclcr4r)J m0 ^ d^ rinbk^ Bin t n,milDnrfU,HB i trurwufls forj«rwaletymplet---------------------------- ‘.uinn-jr. of UbctfOff IT rH *T -= S - e ji ~ = > £ “J £ U L- "JFJ liU-l 1w 25 11 7 JO Llflt — 2J0 24 'MJ utiis not lo.us 5.00 I 00 LOO nii-2 2 20 i.tkj 3 O0 3 OO fli ’ U 26.40 5IJ.U0 16.00 44.00 J07 ■?QJ -■>? itH4 n.in 1104 L3.2O L Hll-7 l>40 IHfc 2(1 40 6.03 nn-12 150 44.71 6 40 IJ 68 IQ, 56 tahk 12 Summary of Rfuuiwi water word HJI II) Dale Titnc 27/J 2AM 6 OU AM BH-I 2VI2/09 ? ,10PM S 30AM dim? ID 2 J0PM BFi-2 ojuj'io 210PM CU W10 9:00 AM IB.'OJ/IO 2 SOI’M HIM 19/0310 S JGAM —------------- I4WIC s luPM DrpEb belo" tuCiir jl rro“nJ IritlOn)_____ _ 8 00m 8 20ni 7 70m 1.70m 4 50m 5 (IUiii 7 20m 7 00m ’ 25m T.-MIA.I. GROUP LipncrTKij Fk ------------- 1 nxurwm |m|i/L.)Hate Tim* l)cp!li belvw lb* natural £ round lesrl (m) 20/0340 X 45AM 7.25m 21/0340 8:45AM 7.25in 12/0140 R 00AM 7 75m HH 5 13/UL/10 3:00PM 3 30m 09,0440 8:00 AM 3.70m I 11/0440 3:0Q|>M 3.80m 5311-7 12/04/10 3:00PM 3 70m 13/044 0 8:30 AM 3:00PM 3 75 m 13/O4H0 21/01 40 10 35AM 7Tb fno 3:00PM 1.50m HIM I 22;O14O 8 00AM I 55m 22/0140 2;00PM 1 30m 23/01/10 8 DO AM 1 30m 23/01/10 7:30PM 8 00AM To. I 35m an n 19/024 0 SOm IQ 0240 77 3.3 00PPMM “’ ’6.80m 02/0140 8 00AM 0.00m bimja 03/01/10 8 JO AM B.70m 04 0140 16/01/10 8:30AM 8 50m 17/01/10 8 30AM 8:30 AM 35/D240 8: ISAM 25/02/10 4:00PM 8-20m im-22 26/0240 8 00 AM 8 20m 26/0240 6:00PM 8 20m 27/02/10 6:10AM R 20m 27 Ociober, 2G10GexHnihnJCil laMpgifMitfi Reyrt ttf Aji|gr^anieSilr. Vokime | KtinwO* of vi jlcf Hnounfi " ’- __ J GEOTEC ,’HNICAL PROPERTIES aN1> LA YERS rkvrt upon ««!bin«J mail dcKriptiwi or soiWrotks, m situ test, 4(Ij , L*U wb-sTirface pcokvhz^l formalions arc iulhdhitM m lo t H ** Etertrehnki! rn?fiJevh>crs fdtowin f*. J Sabatini s ft 0 | 1£)0 -> flr*ftra J,1 Gr<iirth»«aJ lAjrr. nftbr U-ini Ash " ” f ^rom, ,!,e d,frw« in Jhc Jam iw iti^ddla between OiSJITStn Easting. 1O72W0tn N aL ibr rifht iwi And (J2S2000m EMing, I07|000m Nurlhin^ with an approximate ct« len&h cf I ffig 4) A i-<il cl lise Mcbolei nrre drilled along the ecmcrlinc of the Jm axis u iih mi»n Mid maximum depth <il li.Orti in<1 l7.Jm ar IUI-1 and 011-3, respecCiwiv ( <ppt»to II The fMcdirncil insevtirirKwu unravel the picsenee of three gcotochrocai Ujtn'pfirfto except ai HH-h *tikh is Tepre^tnud by hso layers {fig 5> layer <4: Ir is rrprcutr.icd by very Safi lo limA reddish hrown Io ?dto*^ CLAi clayey SILT null enmunum tuwl mavunurn th^kncis of Im Blf-2 and BH 10 re^wtiwly (Fig 5j 11m hyrr h The SFT ranges from -I Co IS Higgens it' w1 ctmmteKy In u:u permeability tes4 (Cfiflsbinl Layers yield a pcrmrabJih ringing from 4.37 x 10 wv*acc iu imliioilng «ien tow to Ins* pcrmcibilth (Appendix -I £ * id*®* Lahaniun tens conducted on representative umpto from Hi' PI rangci from 12% to IS!'. at 1JII-1. from 15% 1o — *■ 31 «%at FULL tnd te. n BH-IQ. The IL mnp« ft*®,,2% 10 6H*** 46-. ji BRr2. froTn 62% to 66’. at HH-X and 41% *\ pw rt) * anti from 2 62 to 2 66 »l UH-1.2.45 u BR-2, 1 later ip, w & 2 1110" ' u * > >nd 264 at Bit-IQ. The natural moisture cottlcnt (NM< fof ^|k BH-I, J W". M UH-?, mj JS.2% al BH-1 The bull denary (r*> “ jj.j^J I Oj »i BH 2, | 725 #1 flH. j n< dl> douiiy (?,} •* U-19 ** ■ «d I ?53 «I BH ) Areowfins W Unified Sod Clasufe"**’ ? (US^1 the khI klorrjti to MHanj ml Wi 11 1 'ftiKruhni’snj to « Hit- | u> ILIgJnucrnhm'crn at BH* - P j Qp^. Hie electrical cond** "; ^ 7.T M 2 H , j^t 1* .uilplut* two j ^^1 tp Jo jn(j eh ar)Jc | fmni 04tnt110 j.f-' «»«ic count rsafft from jj* eo iip-.i decrt«*«■■■ 1 rum, (jfiour S i iH A E^pneeriiy Pfc October. 20 tO--------------------- -------------- ---- Tmrid *u c-A>drf 0(1 rtpiricntnlivc simple from ihts liy« from BH j iuMn2 «H»«o" 2:0 «* of ifl’e’lul/rKbon fmm ■, ^irtnrf fUU) int, 4HNftn* cohesion nnd 40 angle of mlenul &Ktw ft, £X.-iU«* «■"> ■»«>■ -* ULW eohciiofi WWk -*1' ■"■’>” *«* of ,nlcfn‘l1. fnd10n fr0“ Vnrotnd** (^drained tort ^d 67kN/mx cohesion and 33® Mfite of iMcrul r«r« 5to Conu^cd-lndwined t«i Kr«t ch., layer. BIT! S*« 2™'®' « ™ " ^mlitctcd w urduturW !l ld 24 °f ,ntenUl Conwlid^ ust conduct on ample, from this layer girt ewflfcad' cxauWawn (CJ ravins from I.ZZOffityw' •* 14 OB&n Aar «d4 Mm> B ll.27lm^w frvm BH I 4j«i BH-3, restively iTibV D lV*id laboratory tod result, ate presented in Volume 11,I Juratory T«* Reais. Liyct B »f cprtMTjed by metiiuffl dent* to dense- yclkmid* P*y to F rarely ycDtmnh bwmn,clayey silty SANWcUyey andvSILT*** J ll hi* fliifljnuJn maurnUiB LhKlnoi of 2 mpccuid) (T<_ 5) The SFT N-vali>rt.5(»mm rmg« Jl ‘ 1 luggwiuif in fficdiusn dime to very denu? relilivc strmgih hi *1,u a r txri (CoaMinl Head Ten) earned out for both Lxj-W yield prflM-’- ? fn.« ».7W i flrtn'iee so 72003 « lOWscc indiuwg *«> p pcnneabtlih (Appendlx 4 £ J) 7 05 J. LiLcntory itsu ecndiKicd from th., layer * honed the PI gs'f • 'iL<, gp -• u Bl I 1. SP *i Blf .2,4% to 10% at BH-J. 7% ■! Bl 1-6. 5P“ ' gg: l& De LL ,inn from 25% to J2% n BH 1. NP »’ BH-2, 30,1 w’_ ' , ;3 2fc.it BHh5 tni X’p io 33% si BH-10. Die specific cr*,i* ,*no ~ H T*rth aa titncr .aiut of , 7j Ibe range bull denuly ffr' ° -*j I 116 « BH I a-d S 703 u BH-2 Ihenenredry (n ’\ pH-1 *-' “d , 17V u BH-3 Tie avenge natural fnoirturt tootenf it 40 b '* & t 44 " BH-j According to Unified Soil CI*i5*fic*Ljor> Sj«“<LS bela-4» in SH, SM-SC, .ml ML wil types. The elected ff-*i 15 Jtowntata to «i BH-J to 157 7microlun cm ■« , S,, ~ F i ' “M«c free Tthng.! to 13 fttg/J %, and (blonde from I 4|B? De rrj K tewent rmfck from 1.1% to 6.3% dcere*s*“f " K rjl'1 n 1120- LEGEND a IbtfA B LiyffB □ laywC State 15 (ixnranWi |- Noiefcaiwtferaon , j n-------------------- -- - - --- — 0 5*200 I iptiic 5- Crwa-wcljoh jJlui^ iJic ihrrnwiii 0*400 0*800 0’1000m 0 *12001 FAIIU. OROW Mft 1 EngKicfririp Pic 31 tkiober, 2PIDGrrydaaad [yReprwijfy Anger I>*n Sflc. Vahinie I Mttaav Wrtcr grwtex. ‘ ' -------- 1 7 (CU] ice, 'SlkNUfa Cfibcwoft nnd 4D angle of interna] fhet^ fcg (W) test While simple frum 0H-3 l^,; ccicinxi and 19* uigle fff inbcmiJ friction from UnconwIwUlod-Umtire^^ x-hI JSkN'fin2 cohesion uwJ IS'1 angle of inrcmal rticifon fnwn Cjev;»< UMninal icM Dirrtf Uttar teM conducted on imdiilurbed umpk frcmthatrr DH-i, give 2JkN ‘m cohts=cwi «hJ 2!° angle of internal frkbDo Cwk^dcu Trm.ul its! ainducttd rcprKefftithre umplc on ihn layer &xa B«; |It| ilkNto «AcW® and 40* angle of mtounl friction fruo CowUidMed^W^ ,z tat co&dxt^j on LAinples from IIlIi layer give cocflkimi of CooulidiMlCj ringing nrrn lAJJmVywr to 7J9.ini'i‘>car and 4 ||Jflj"i’)Eir lo l*Jjt" rj frwti BfM and BIM. respectively (Table 7; Deuilcil lalmnlaft teuirr.tior presented ifl Volume 11.1 abmeory Test Results, layerC Il n rrprrvrntttd by light gray to dark, fiix Io medium griint< umr - .-i?l a.-^ ihglnly uraibcrcd tn frrih AMI'HIBOLI IK medium finMg te ^n iMf; Km 4 rniha-num and nuionm Uiklness of S.?m and 27.4 m BH-2 v- W1 respective]) Tl< Rock Quality Ikugnaiion (RQD) vurici from WrW’».^ ‘ ,r 51*.. 66K46K MH-3(X»4, w| M%-IOO% al HIM, DIR HIM 9H’f c; BH-IO, ictpKiiwIy (Appendix J) t «>iucltd on jtnrrv,t We^1’ VMxific gni.-n. And wiirt iSwf* to J I* Midi tn ,f VUnf,,e th* Ujtr \ir>' in ■ thefl (<*J! of 2 »J, WB(o ,f,"5 ° ,°S' Xrtvity from 2.91 io J.OI 5° 1X101 0 31,« *° 0.9JH rniii an avenge •' ^odetuth Mri1n.. C ‘ trct't;U‘ v «i*» fiwn J2.46MP i 126 W.Mhw#** - r,X'fto'^str„,grwl(7^e7a> B0 r^, ufoT!4'*'’* cx-ned wn.\’t;'w“! *«y *»■ wXT/' a"‘5' BH‘ *'” m‘"> vo “ ">• ** lirf fiftu *~r i6rr,(,l<^ "1 '-"«»■ *r b"rfw,e’- "m,,i> bh '■w I- **®^r J . >"X' * ^ n'cd ia v J o f'"S ffOni k0m&'ho 2’mfe l -*» aluftie of ,4Cl ^aktvhtBfan DrtoW W‘vst’’ " «’ Uhrwury r«j Rfw/ui^jrri t JjMc ’ SurirfiMi* <«J muJt* of it,LVrixk?iniujl fi> ff* A .in J H die Jim nxi» 1 H< 444«adalfd I nilfi.niJ Mrt-Fffil t ('iinniM-sinl ,J, J _____ C 4MHH||rf*Lrd SbaarpN MMJImDIiL} fin [ *.urd mH dim Hi ijM<m CwMcNftl «r I Sprtir# |7<%j r»Mr«i JMn 4radl> fl M VI «M0 I mu 1 i)tr A F | OJJJI 14 ’ JO1 W* l-JJCt U 21 I J jj NT. N ML 1 BIM 004.4 2 62 It Mir I C rjffA 1 id-Tj 164 12*13 J? M 1 7J7 1 Jft ML —j 40 r 41 40 I22.|4lito6 *1-2425 J 76 6-7 low I K41 | rw | CL-ML »2 J) >1 40 1 2*M 7)7 BW 1 1 User A mi 2 ST IS2J J6li 1 *H 1 J.19 &EL-MH 1 1 MJJ-12W Li) n II ji-*2 2 5$ NP r r. 1 Liter A *! QM75 ' it? 1 1 76.’ 1 *IH 2U2J vi r 1 «j 31 AT M I ?? 24 4Ke^-ll 2^3 1 vgjAti 4 ildSLU JM L-ncr B i no-:?< I4HAL GROUP S.AB.A Eqpwcnng H* October, 2010It H1L7SJ Jc/tkti fM Anyf Dam Jjjk, Volume I, MifliAffV <i | WnL<? ftruiiirrw T»Wf 7l Sumiin of Wwrmtxy [CIL reutlu fff knerC jJm& die dJm«B ■H-rp 1---------------- Dtfiih (m) h}fT Balk Ipfflfa im rtTi W-hr AblArplla a witflii (KM><0 ("■’m fiRCwh r Llrrnflh 1 Mpai An* tAr.G, IAamh., IflthMrrnt'ihi i.l*H iric lilitaH Vt-l“TMV ' fl** type nui-n- . B.5-20 0 |jy« C 0 21 3 10 70.1! Struig <1 VwJ rilLlhH 1 KZ5-JI M La?, ct C ZL92 Cl H 11* 116.M V.Hy 1 JlH-3 <1 Ttiibukcrt flfl’a | 31 I-I5O LajfP* C DH-2 6.245.0 Lt>tr€ 3.W 0.93 3 00 n-14 MoJ«rsddy ltrMUj- i PH-3 11 0-37 < Layer C 3 91 ]JQ6 714-7 SErtrni <1 r--------"------------ - ----- 1 Void 1UIlhi3 HIM J 6-23.0 Lryw C 3.01 0 34 3.09 6R06 I SfrDHB <1 Veto fiUuif1 . fr- . i*-«tiMtiocu Report far Anger Dam Site, Volume I_________________________ _____________________ gesouttes ij Crotechairal L*Jtrt E*f ,tr Abutments T»p bcrtbolei were sunk namely Rib 10 and BH-6 on the right and left abutment, rapeviisely (fi(.6). The former was drilled up to a depth of 20m while lhe taler up to 2l0ei (Appendix I}. Three and r»o grotechnica! layers were identified in BH-IC and 0H 6. reipectwety and due to their spatial distribution. 1.5km between lhe abuunenh. it a L±carjiy to construct a geotechnical profile Rjght Abutment' - BH-10 was sunk al die right abutment at O252O56N and I072465E up to a depth of 20 0m from the natural ground level (.Appendix 1), The fctitechnical investigations unravel the existence of three geotechnical lasers LayeryC Layer A is represented by soft to medium sliff/firm. reddish brown to yellowish brown, silty CLAY with some rock fragment and with a thickness of 2,&m. Layer H; It is represented by medium stifT to very hard, yellowish gray to greenish gray, clayey sandy SILTfaaady clayey SILT with a thickness of 5.0m, The SI’T N-v*lucV30Chmm ranges from K Io >50 suggesting its firm tn very hard consistency, tn situ permeability test (Constant Head Test) carried out for both Lavers yield a permeability (k) of 7,20 x 10*mf«c low permeability (Appendix 4). laboratory le« conducted an representative samples from this layer bi different depths showed that the Pl ranging from NP io 14%, the LL from NP to 4S%. and the specific gravity from 2 64 to 2 74 with an average of 2.70 According to USCS. the soil belongs to Ml. type of soil. Detailed laboratory test results are presented in Volume IT, Laboratory Test Results. Layer C: This layer is characterized by gray to black, fine tn medium grained, massive, jointed, slightly weathered to fresh AMPHIBOLITE, strong to very strong Hie RQD varies w ith in a slion range from K6% tc 100% with an average of 06 .|% suggesting excellent rock quality. In suu permeability test, single Packer A. ugeon lest, carried out for the section 14.7rn-2O.Omi gave Lu value <1 implying very low permeability ami the type of flow is void filling (Appendix 5). Detailed laboratory test results arc presented tn Volume II. 1 aboralory Test Results _____________________________ 3j ' 1 rPte "----------------------------------- October. 20 loOcWfEhniMi MilUIUII-y et Wjih llciBunn JU-gwn A rig ft I>m Sftf. V«kimE I !■■ —L a■ ■% '■ ■■ h I ■■ *U|* i4i-.Ui. .L nh I r i “= TT^TTFrLaboratory lest conducted on representative sample from this layer gave that unit weight 3-lgm’cc. specific gravity 2 91. Uniaxial Compressive Strength 70 KI MPa. and waler absorption of 0.18% Left Abutment: - tn this dam structure one borehole wai sunk al a coordinates of G25247TN I07I24SE to a depth of 21.0m from tire natural ground level (Fif.) lhe geotechnical investigations unravel the existence of two geotechnical layer*. Layers U and C. Layer ZJ; Owing la the position of the left abutment, that is, m a maunlainous section Layer A is not encountered, leaver B is represented by medium dense, yellowish brown to grayish white, clayey silty SAND with some gravels and with a thickness 3.10m. Die SP1 N-valucs/lOOrnm b 23 implying medium dense relative strength. In situ permeability test (Constant Head Test) carried out for this layer yield* a permeability (k) ul S 79 x 10 *m/sec implying law permeability (Appendix 4). Laboratory lest conducted on one representative sample from this layer shewed that a PI 7%b LL 29%. and specific gravity of 2.72 and the soil belongs U> SM-SC type of so it according to USCS. Chemical analyses conducted on ’-.implc from this layer showed lite ch lot ide content l.2mg/l, sulphate content 5 Omg/1. organic content of 10.6%, pl I 7.H9h and electrical conductivity of 37,1 micro ohm'cm. Detailed lalwjuiory lest result* arc presented in Volume II. Laboratory Test Results. Layer C? 111ii layer is represented by grayish white (moderately4 weathered part and in the upper part) gray to black, fine to medium grained, massive, jointed, moderately weathered io fresh AMPHIBOLITE, strong. The RQD varies from 74% to 100% with xn average of 90% suggesting excellent rock quality In situ permeability lest, single Packer fl _ugean test, carried out between 6.85m to 1 L6$m gave a Lu value <1 implying very low permeability and void filling type of flaw (Appendix 5). Laboratory test conducted on representative sample Irom this layer gave that unit weigh! 3.09gm/cc. specific gravity 3-03. Uniaxial Compressive Strength 68 06 MPav and water absorption of 034%. Detailed laboratory lest results arc presented m Volume IL I-aboraiory I evt Results 1 'ijACiut, ’ a t/r -—.— ________ j7 Detober, 2(Jltf(tatactekal Mentr,1 of Waler RtKWa S£c^Vbhjme ] "L JJ Gwiediniral Lsym <if Appmttaani Mrticturrs CSpilUav, i^. J J. 1 Groftck n *a 11 Jy r« (if 5|Wlh* ay a rbc ^edirMl iavcirifition **** carried oul for mo iwk spillway ope^i . the njhc ndc Hie fird spillway li for a dam height of eighty merer and — - — *”,3 f iwrir i c fpillw I *We the wcuhd Tor ninety eight meter and ifcsignaied as spillway 2 fy • f Spill* ay I ii retatrreh io I lie cwilcf of die dam nUa and obs iowh will h? Ur efcmcdtrcd faofaiwH linn ihc taler, ipiJhvny 2- Acccrdinftty,, i t<»ul often lhireliokt were sunk on hntli spiJfw*j»> optom ol whichtr>n ire oil ihr centerline of spillway I Jird Hie mtiarn ivg three uri spilfoiy 2 (Fa ': -U bcwrk'lti werr Mini to i maximum Jrpi’i of 20,0m each nk»fl£ spillway I The miami and maximum tkpih sunk along ipillu.i) 2 Is 16.0m and 2l.5rn ni 1111-14 *d Hi’* rcspcx'lntb (Appendix I • di i, f.i S/Wh .oy J A twal of seven borttofo were sitnk slang ihc centerline of spillway I nameh' BIP. WJ < Hll ll), BH-11A. BII-5. IUI-22. and &H-] ] from northeast Io souQiweM. <ecoriwjh i|k ucw4echnK,*l tmwttigiiHmi unravel Lbe pcvtiknce of three gcclcchnk^l r' the twetiplcs Kfll afafij; the center line of spillway t. I *r" * j0 Uyer A n ttpWMeiled medium ilifT ?□ lirpmi orwl rarely btaet, silly CLAV'dapV fragment*- ll bxi a minimum and maximum thickness c II ard BH22, tripecthdy (Fig- B) P* SPT N’VftlUtS ’ . |n jjW Il wggciring n s loose Id medium dense rdahvc *** J*‘ andG^1* ,r ‘ r toil (Ceastanl Head Tot) turned not for layer A QJtiJ b>cr - (l> jC<l of 291 x IOWccji HIM. L« K 1tr*m/s« *’ BH“* x lO’mfa at BJl-5 ((rpm 3,j m0 | 200m). hW * 10 »i Hi’|f *3 p,il 2 l5s-74fol 72 x I0*mtac *1 BH-10. and I » * imply hij ■. wy toiv fa inEdrum permeability (Appendix *1 £ 1 rd ihi* Wcr ' Unmery (tui CMKkiOed e<ti reptcseitlDlive jamp^ , puJ?A •“ p _ . bmWei |fil|■ | M. BH 5. nnd I3lb22> jbowcH .1 P> Bl 1-5. 14% xi HH-) 4M| naps from 15% to 2W * Bh'“ TAliALCWXn*____ _______________________________________________ SARA Fncifi^rafig Pk ~ -----------------------------------------—*Inratipwcets Rep*-' * for Anjer Dam Site, Volume 1 11 66% it BR-UA, 62% al BH-5. 61% at BM-22. and 42% at FHM The avenge ipedf* gravity it 2.63 at BH-13A, 2 67 at BH-5, 2.72 at I3H-22, ami 2.70 al Bll- * Undminbed soil sample from this layer from BH-22 yield a natural moisture content of 44.6%, bulk density of 1,644gm/cc. and dry density 1437gnVec, Ci’.'X.'P T -■—■■H (===3 lUi'i £ I«|l> J-" 1} "i rt ri -^*41 b-h>4 | r --------------------------------------------------- '■ D _ _ _ ____ ____________ WMHKajj W|«M j«* T JLLlIHifA 'J 11^ Ltrr, I «J LMi-Jjy llMJIlli^ltUM^ ITJIWIFUHKMJ■*1^1 Ilf ■ 1-r «b e-l — - |l l ■ r — .jj ji.it™ 1 * > Viirii !i' *■•‘8 r^piir^ri!«Ti- irtf ?■ bum uj Vo.fi, , n (tpbJry Nfmi -*i r«rn Ai uaBi,rii ilpnii »r»iI»*n>- i 5 f "r MriBrvi irMf^ ' rw-rn V iWh 4fadr 1 (***J ChaRM la nil af a OHiAUdatlam, 1, "*'■>«* | / ___ /J1 _ __ 1 Or, | ill ■«*» IfrTfl J 1 1CJC ' aiHHpe^Bbh *lr<rn|4h —■ ---------------- IwirailM 1 filrin[l4 |C'«I rK>il j *<••*■■* I *£•• L_L’" '" 4 c iK-N.iri*i 1 ■■Aitvl la at >HLtHr4 rarwu.fclUH ' im*| 0 ■ [difrtfl I Ijkf A ] OfU^J 2 7* J H T Cl ---------------- 1 r i H-io J I 10,li IO"’ 1 BH-11 1------- | I j.rr H I JW4 26? NP 1 NT J t 7*4$ 1---------- l l 1 UywA PM 55 2 7J 15*17 N9 I 614 r tw MFI JI 26 1 «|H2(V» &H-21 6 55-11 17J ] ItolJ 1 Mt.AQI OMJ Ji? 22 4j n 1 ?26 KJfll MH 37 3 21» Uin A I BfM ■----------- - —a Lt?nfl 45-51 17J 1) ci-m: 1 Il 05 w 10- 12-15 T 1 I3»to'’ 0M4 1 Uirr A D6-JIJ 2t2 » MH 1 JJl ID*’ I 1 HI-UA | in 3D44 2*7 NP-2* MH 4411 21 KP 1 BH-I« 1 Lncr A OC-O J J l 1 (MS2I 1 1 7 20 I LO“ Lun 0 2MJ 2M 14 1 1 N!-r-i - LiwA jO.O-JOJ L TKlI - IhT™ L IjiuA r-h | JQM45 0 06-2 2BJJ j SS-6 7 ft 7,7 J r.AJiAL GROl? 5-Afl A EriparerJijj ?k 4] October, 20 IDWhile A*HIM from a depth af 10m la 3 Jim lias n niCunl nwiiij# E t jri. | Pycr from EMI-9 ^5 j Himilurc content of 41 J%, , J TO9fcnita. -5n«l dry dwisrfy ot I.ZOfffnfce, Accwdhjto BSCS, the Id MH type of wil however, wil from flH-4 belongs to ML type, cta^ jiulym L-f h>iI wnpic frmw litis bjw from BH-22 yield ihn chfcrifca^ ram from o 4 mg/119 J 4mgZL sulphite content from J ®mp1 io 9.<hupt vgw comieni from <4.97% Co 7.157%. pH from 7 K to S. I, decent CMdtKlhify Hi 20JrtlHlv atait'cnk to 26 ttmero ohm/bm TnxxiJl tear rtrtducicd «i reprosenlih« sample an this Ujtr frwiBH-Kpn JOLNWniliesran amI 24 jmgle of intermit friction tram GofwIidilM-lMAn^ n (CIF) lru iftkNi’m cdieiioii and 26* Angle of iclcnul facM ra r UrK-nrtbolidjrrtf‘ LTfidrnirtrd fLTIJ) lest. ConsofiJjtion Icsl crodwinl for iindiuorhol sampLe from thi* Javer gave cocllieirnt of cc-ni-x'djix-i. Ci l,6llin A<jtf to 12 OWm’-tyear Unccrnfmed Compress!* e Sciwtti of * conducted from this layer frrwn HH-5 and BII 9 D57ilytoi eJ J : 0.5Wp ..m , rcipeciivcty (Table ®l Detailed laboratory test fdilJlsifcprartt-1 £3 Vofumc IL I jKiraiury Te'.i Results mtd"Jni n» dew. jc«o»idi v l,fdy' ^lyuJl WacL W bt*k’ n,fJom%* ^kIjicm of i i spl 31 his a minimum arid 41 11,1 11A iuul 8H*5|. respectively (f«* U teba^c 11*. 2^ al BH x l / t lr"r'15 25 at Wl*9’ 25 il ft»W- -5 JI 0,HO :l “ P" lh 111 * 6 11 Bl f-11 imptynrg rued turn dmt»i**average specific gravity of soil sample* from tbii layer is 2.77 al UH-9, 2.70 al MM. 2-77 ai BH-I3A. and 2.68 at Bl 1-5. 2.76 at HI I 22. and 2.79 al Hll-ll. According io USCS. the soil belong* to SM-SC, ML, and SC types of soil (latte 1) Chemical .analyse* of toil sample from this laser from HI 1-22 yield chloride cootent of l.Jmg/L sulphate contem S.Omg/1. organic content 6.55%. pH 7.9, mid electric conductivity IS.lmicro olmtfcm. Del ailed laboratory lest results are presenied in Volume II. laboratory feu Results Layer C- Thia Uy er its represented by1 gray lo black, fine to medium grained, massive, jointed, moderately weathered to fresh, AMPHIBOLITE, moderately strong in very strong. Layer C has a minimum and maximum thickness of 41m and 12.2m al Bli-22 and HH-IO. respectively (Fig- R) The RQD varies from 57%-100%. 0%63%, 86%. 100%. 48%-lO0%. 0*/-I00%, 66%-100% ai Lll-L-L HI 1-9, BH-10, DIM I. BH-I3A, and BIL22, respectively (Appendix 1)_ In situ permeability toil. Magic Packcr/Lugcon lest, carried oui lor this layer at Bl 1-4 gave a Lu value of 2.59 implying low permeability and wash out type of flaw, While those conducted ir HH-5. RH-10. and HILI 1 gave a Lu value <1 implying very low permeability and void filling type o| (Tow except thni of BH-11 which is wash out (Appendix 4 jlM 5) Laboratory trit results unit weighU specific gravity, and waler absorption) conducted an represenuuive sample from this layer vary in a short range frnni J.16 Id 3 Jo with m average of 3.1 I. specific gravity from 2.7H to 2.97 with an overage of 2 92, water absorption from 032% to 0 75% with an average of 0 44% The Uniaxial Compressive Strength varies from 39.54MP® to 114.91 MPa * gSCtting thodcralely strong to very strong rock (Table J5a| u Chemical analyses of waler sample from till 22 has chloride contcnl of l.4ing/L sulphate 8-Omgfl, pH K 03, and cteclriesd conductivity 112 3mr?ro nhmkm ________ *1__ October. 20 id- .. eii Report for Angrr Dam Site, Volume j_____________________________ B Reww^o n JJJ Spilhra; 2 KkXjJ-nf Ourc here holes wen drilled xlong the ccntcriiflc or Spillway 2. namely BH-17, BH-lJ.ind BH-14 to a maximum depth of 21 5m, I9.85tn and 16 0m. respectively The pttchmcal imeatigaiion unravels the existence of three layers (Fig 9) Idy-fl” Aj It e5 reprrsenied by medium stiff to si iff. reddish brown to yellowish brown, fifty CLAY with occasional rock fragmentv 11 has a minimum and maximum thicknesi? of 3J.ua and 4 0m nt BH-17 am! BIH3, respectively (Tig 9). The SPY N- •kikic/ZDQnun range* from 8 at BH-14 to 12 ai BH-13 implying medium siiff/fum to stiff. In situ permeability lest (Constant Head Test} carried out for layer A and layer tt yield i permeability of 9.65 x 1 O^m/sec at BH-17 implying low permeability (Appendix 4 and 5). Ldmtoty tests conducted on represenialivc samples from this layer has an average Pl of 19%, tj. 61%, and tpccifk gravity af2.61 from BH-13. While from BII-H it has a Pl of 26%> LL 53%. and specific gravity 2,62 According lo USCS a dcp’ h , the sol! belongs to MH nnd Cll type of soil. Soil sample from HIM 4 nt a of TOm has 5.24% organic content (Table 9) Detailed laboratory tost remits arc presented in Volume II. I Abaraiory Test Results. Layer B: This layer is represented by medium dense to dense yellowish gray to gr&yiih while and rar eh yellowish brown, clayey silty SAND with rock fragments and rarely clayey sandy SlLTr It has a minimum and maximum thickness or 1,45m 4.45th it BH-14 and Bl I-13- respectively (Fig. 9) lhe SPT H-Vi)ttei/300mm * tries from 7 at BH-17 io Refusal suggesting loose to very denw relative tfretiftth In shu permeability lest (Constant Head Test) carried out for layer A and liver II yield a permeability of 9 M49 X ItfWscc at BH-17 implying very low permeability (Appendix 4 & 5) ' , - J*DL P ■-*■ ---------------------------------- -------------- - f'k. _ _ 15 _ OcRixf. 201UElevation above msl (m, \uhn»n I MllltHH H W Ml I * •'»« rtfVjswiri irsfc conducted on representative sample* from this layer has LL ranging from 29% BH-ll sod NT to42% al Bib 12. Correspondingly, the PI ranges from 7% to 11% al ja-1-8 cd S? to 7% It is worth mentioning here ihal both the LL and PI decreases with depth frMnge ipreific gravity is 2-71 al BH-17 and 2.67 at BHri3. Soil sample from this layer ^aBK-IShas tin.nl moinure content, bulk density. and dry density of 42 02%. 1 703gm/cc, □JI I *»bhcc,respective h. The unconlined compressive strength of this same soil from 13H- JafTHicrn'. According (o USCS, lhe soil belongs to ML and SM-SC type of soils (Table it taJed hboraewy test raw Ju are prevented m Volume IL Laboratory Test Resulis. Layer C' Laver C is cturacterucd by gray io black, fine to medium grained, massive, ynnled. moderately weathered to fresh. AMPHIBOLITE, weak to strong. This layer has a minimum and mivimum thickness of 8 65m and i 5.45m at BH-14 arid BH-17. respectively (Eig,9). In general the RQD vanes from 0% to 100% in all the three boreholes sunk (Appendix 1)- tn situ permeability ten. single Packer Lugcon rest, carried out at BH-13 between 11 Om to 15,5m gave a Lu value <1 implying very law permeability and the type of flow is laminar type (Appendix 4 and Sy Laboratory test conducted on representative sample from thus layer (from BH-13 raj Bll-14) has average unit weight 3.!3pn cc. specific gravity 2.96. Uniaxial Ccznpressivc Strength 75 _2MPa. and water absorption of 0.32% (fable 9a). 47 Cfcxobcr. jamElevation mv < UrrWijHIU nl hHi ||<V jlh>|K IkpMl Im * ll? i I II Ml Mil. \ %1uifl>.ri« tpi H ahn k. H»%iii r- I floralwl* 13AD irv r.w 1370 im} LEGEND O Layer A K4 Layer 9 r~l Layer C Sca'e: 1:4 5 (horijtomel) No vortkal Moggorafon 1 --------------,----------------- 1 0 0* loom 0 * 200m 0+ JOOm “1------------- 0 + 4QOi 1------- 0 ♦ SOOm t H'lMi ’> riCMhlh MKlMVR «t'W*P ?J ..'I, U Si ii in i Trilli .id ^riKMrihu fa di Rl r» ‘•■•ri* ||J ►■i-Fk hllh.4r iriM’l * I *1 III I* ■Jifcl I lAdl MHjU GfttH 'F ___ SAHA Eapwmnj; Pk 3f •Tjmszm' pLCe.1 togr; 5r Aiprlte? $st. Vfrfeaej LtteT^ modgrtffd cn EtprMtKiK mipTei of dm =raa N? to Lt firsra ST u tod kj. iscn^ rmb cf 1“ e BH-ZB. Wfe sjwi roffiln (nr nurr bjCT ~*si froc ST to FA IX &ebl ST u 36! ■. i^d xn m^r *prci& pm ' l£i Er u *.snfa EMEiaELiag here ±u iht rarfsx i«i ctidrt. n faztijh? >.- dne Sif bo± btrrhd lev Lnrr C." Ths n zzzr^.-isn.reij by pi?. to WkL fine to medium pim-1 cjilh: jaidsL std ilizhity *euhererf Io froih A51TI0EDLJTE, tma* LrrCbsL Bill— ;£3 a±d ±jdidi£to of TJffl and kUSm n BH-I? w± 11£1-lt flspectfttS Bic RQD iinei Crum 51% to $1% St BH-II ssd W% to lift z 6B-[? i-iftsufli: Eiir w ajedkot rock qualnj. In wftt |tomabil*Ji iwitti* Pukcf 1-tzpen Trt) Gunsd oci in forth bcctholts q^c j I □ iilu* CS cnft=- i cry to* pe—r-abdiiy and tht type of (3ow b dtlstocna tn BH-11 iftdlct^ ^ =- iir HH-Zfl :jbiyiL.Ti mi i-'-tucIcd M reprewnuirtc wnpta frwn llJrt tj' naifs «m *njie of 1 Upk ipwific £11^7 ot 3 A *** ilHtnr" ' C23^ Ed lni*xiil Qnpxnh t cniBtth pI 95.63MT* (Table -f1' ii 'ut r irt multi ire prewni.-cJ «i Vpluriit It, I ^k-runn Trt UHtl. GM ULp ^ AB'l-nEiflfiTihr H L tAVVl ft tL ftI |VWY pjino uu'I^vvwjj Il unffijI* > c iff « z C "3 t > I v L i C J <*“J 3:'^ <s 51 J3 "Z- =L E *! J 3 3 fa 7 : L. “ V" w 17 iT. £ <□ Ct Itt E «■£ _ <W E 1 il-^ "T i e *; t£ £1 r- sFb -fi £ "5 "J - JH *■■ ? ri ! u E Mx. J U ,5 j- *i u i & £ Z «5> F* f-l. il w c c r- - r+ K W- Fr i '"h -> ac ■ s i ■i ■ C i>i*li 15 J|jjj ' oa he teen frro Figure 11 chm bcRtals a-dn tap£ 1 ^rj-rTjg HH-3 m biiiJs ti inrarfd al dr crftLr* cf St atjt The z™™ depi. ef ™- tatbeto ™i fracs 25.0m h bed BHP of WM to F 4c £ BHrJ ft™ it □ionl rround kid Similar to ibe ocher dim cxsa it gKWr^tji. ifrri&pacm —m el dx ctLiMizc <rf three esracfekAl Inm (Fit IlJ Ltfjer^r This kiff b repftscfrtaj tn stiff Era to *cn US. reddish bro^n to >clkwnish brei*TL sila CLAY h hi i en.nnen±n od BUM toktons rf 2 *< and US m as IB I [-7 tad 3H-I reiporaeh (Fig, L2|, The SPT tines from 6 a BH-T to 9 al 0] l-3P and napes tren ” to 14 j4 BH-! ira^Km: Tr.cd-'urn iltEI I'rrrci to % m xaifToxisbMCi Laboratory ton rtiukt ir™ ihii Liter hue: Pi dUFi, LL uf TT*i, and tptctfk p>vift of 2.6 iwm EJH-7. The Pl raaro Erro I CP ■ ■* Zdrt h LL from 49! ■ to 64’k od specific put hy frro XJ41? 2 C ai BH-3. *ihC &e PI nEifP fr«* 16^ to Wk. LJ. frudi 59% in "1* *, md specific gnvm fcffi 1*9 is 163 ;i BII4 Actsdinj to USCS, the k?iS briaofl pndftf&ififcsi-h lei VCH ape of toil m ill tewtlicks eiiepi one wil tmpk fr*B BH-j bro i depth of 5 Sm-5 95m *hsh it ML type of tail Caftcspaidjifh. dm Ujct Vlis e" uerage rufurxi ptornure COTErnL b 34JU hulk denim 1 rAlpatae. aad dn denMn 1213 paw aJ 6H-1 StrjirexiiUflLhe will umpk Ixjer A ku dialed EjnnJ nwuTurt ciMEeni -cf *2.3%. bulk denufy of 1 T-tSgmcc. and i> drnhjr of 1213 on-k from 011-7 fTxblr 11 ). Detailed Liberator) ltd multi in prcienttd m Volume CL laboriton Teg Krtulfo. Ocinbtf. 2010; [Tuwa Uu*-mbi i £i aunUi 4 Elevation above msJ (m) n !I [pyni Iggiwtti for Agpf Dm Site, Votrnie I #■ _ _ ______ Lj>ct A ls choractrrucd by Miff Io luid, tray i Ji »hiU to promh [ray, Mody SILT pcluKindly hlfk clay Jt lias a rnuiunun ird rnLumum th^knen nl .1 Jm artil Sim at EHi-3 itid HH-7. rcspttb^h (Fig 12) lbc SFl S h.jl-jeflMiiim l> ID W H]|-3 and Hfif« Irani to -15 « BH 7 and From 15 to Refuel al HM-D I jhotjLwy 1t!l rettihj on rrpraMnwi^c unijiln tn:ci laycx H tuie a Fl of 4%, I J. flF30%. ind ipecific .grtvpiy of ? H fkim BH .' lhc Fl ranije-. from NF to 20%, LL From Nl’ 1a 49%, wd ipwilk gravity Frctn 145 la 2.12 <n um P*» levied [rw the Mme layer nt HH-7. Ibc S'J tafipi from 914 to 16%, Lt. Irom 29% Li WZl and specific gfiviiy I to X!0 IL FIH-J According to USCS, Lhe wd bekanji io SM-SC, ML. Ml CL'ML t*pc* of toil (Table 111 Detailed bboriioq ten results ire proscnicd in Volume II Laboalpfy Trrt Rewlls kijw CP M is duuKteri/ed bj gray to black. firw lu medsum grained. nraunc, jflmted, ilighth Weathered 1a fads, AMPHIBOLITE* ilrong fhi$ U)cr fai * minmnmi nr.d fneiimum ihiduiCKi of II 5m and at BH S and HH-k respectively. Tl« RQ[) varies fam !n !00% at Bl 1-7* from JJ". to 9S% nl BL!-J. tuwJ iTcrft] 40% |a ioq*,; (j^r iDcxceUenl rock quality (Appcodn J] hi i itu perTiicabilily rem, P*tktr Lugcon test*. carried Out si a depth >■! 15 9tn tn A'l^Jns m B1I-H, (rum 15.7m in 20.9m depth u Bl 1-3, aad 12.9m io 19 0m -kptli 3’ 1111*7 g ve a Ln value <1 mp4) A in j >cn Ion pcrnwsbdiiv and the type frf 0*™ •M 111 1-7 turtmlcnt and nt Fi|L i uuj DEL? void fiMmu l-aboFatun1 icsti tamed wu lfl nrprcicnUJiive sample > fawn lhe three bofthflkv VDJT in i ihrtjci range. lhe mil weight frws LWifW« 1o 3 llpnfcc with am il,,eniRc cjlOVftntfcc; specific gravity from 194 Io 2 99 with an average of 2 97; A3lw Awrpjfocj fnim 0 18% io 0.46% with an aicnfie of OJTWl md UduauI ^ npRiA c Strength or lV from 59.S4MPa io 7147MPa vmOi m .nciigc of 7l.M in, phm^ iirong rwlu Chemical ®alvk3 ft«n gr-wnd wiitf samples from HIL3 gave an ivmge cqntcrO pl'fhforide I sulphite .L&ttigJ, pH S di, Jr,|l cleciriaii eoikji^iivih HUmtfro ohm cm I Table 1 la). DetuW labararecy 1 '1 CRIJlts arc presented in Vejume IL LflborasirfyTcM IkLnbcr.x’DinI K,r Afljrt Dw= liic. Vctiaiw i dI Wttlff HrMfulrri " —■ 1 jtyc | | Summary of labor atewy IeM multi or geotechnical Layer* A and □ akxig nutFei canal 2. T"— ------- -— 1--------------------- 1--------------------- | iur>n» CbB Hl *1' h«M| f»'l !*»»» | ItajXblHl S |PF O fi tf grn Mt | rt imi 741-M Hulk ■ iMitnt I'M t zx CmmUu^ CptmiMN *-r ... ___ ___________.. S.1FffcjlLi [ FlaihlLaJ U fcl trsr r*M« talaudli la'ixi . L-JF 4|llj W C Li A.H—T * ff-H* " c “T n Ulster, i.rnj 1 IT 1 *-j-— • I |TlH *’< ; i fw«4rLb»u«i i |«S»r | 1 HC! A _____________ ■TIKI 7 1 3 4?<4W ------------ -r - - ■ ■ 1. Ji er El 3 T-IO ■ : c: _________ Np-I 1 <3 --------------- 1 Ml 1 IM i---------------- — : Dili 1 nft A V<M 11 TV? 21-25 o 1 40*4 — ------------ in l-t * I rr R BE Mlt ML 2* t»T I 55 rt ' t’ 11 2*’ *- 10 1 1 JIS SOi.xq Ml 41 21 I HH-. |- 1*7 <t A ___ <1 M 11 1 M — 16>JU J* 4 i m L 2U —— 1 PJ.14 HU Ln«T O a >*-] I 45 X9M tO W-U la a 1 T44 I III r — 11 i II3-H m Table I | a Summary al faboratory Icit remits of gcaicchnieal layer C along outlci canal 2. T ------------------------ f Geo tech ubul layer Hulk Water Lali himd Deplb (tn) i pacific ahsorpHnn m < lebi Pomp rtnivr iLrcflgah (MPai Ai 1o IA.LG, (Auua, I97H itrnteiii cljBirkaltafl tw *al« Flow type eraw it* | (%) -------- ------------------- ■ — - ------------------— 1 BH/F 10.I-2S 0 LijerC 2-93 0.1R 3 08 74 76 Siraig *■ luHibldit Hoi. \ BH-J H.0-37 * h—z— Lai er C 2_9l O 4t> 1fc47 Strode ViM fiilmf '. BH4 13 4S-U0 Layer C rn 1 03 1 3 13 S9H Strang *L Void fibfeg |jj.S 0<Hkl ciail 5 tarholfl (BHmJ BK-21) were ™d akmg >wdcfi CinaJ J to i muirmurn and -iximuffi iferptf' nf ind 20.0m &ms rhe luxuni jyi'unJ BH-20 iml BH-3L rcspcrtrvel). A-cenrdmf.ly, lie gtflUttMc&l inhe£ijpbau ujnnvtl lIic prevalent d th*ee pr<4echnic*l laycn M BH-20 and unh Bwa. hven B *nd C. « Bll-lli iFij 13) Thh li) ct is rcprrwcitrd by medium uifETinn, bliri Bhawjh rrddidi- town In y d1l. »wiitb hnm n, uiidy clayey SILT wilt * ihickneisof J fci n SH-2L Er h ncm- emljrat kL Rl3 20 (Fig. 13}. The SPT N-nheOKhniD u 7 rti medium itypfim cflcijLrtEney. hi i<tu [Hrnscabilih Best carried rvl (CoalIahI Head TcrtJ for both Inwjt A *Jsd Ji, tn RH-2D pvt pernvcabdily wcfficicnB (k) 5.39 x 101 pnptymg ven- Luu degree cl pcmtahibly. LsbotiUiry Bnt coivd jcLrd on not irpmcitilp c wnpte (inns lr« rt tai a Pt o-f 16%, I.L 43%, ipccific griiiEy 16'?, nj^nl nvrjt.rc nwUcnl 4|.l%. buJk density I.UiD(rafa;» and dry demih l^OS^m'ec Aceord=^ Ili ITSCS, the toil taloap w ML type soil (Table £2) TtiulxI letf condiickd ur.d-r.Fuibtd -ample fmm a dqUSi nf 2 Dai• io 2 Im pvt KkN/’nr ecJKSHWi and tifle of inlrmal frietirti (i™ L'seofisohtUied- I’nil.-aiMd (CU) let!.. Deinikd Liberal ocy mi rrsiilu ce prtwnwd in Volume IL IJ-botaLncy Ttrt R«ulB Lrjitfr jlj Layer B i| ch-UKicriicd by medium derate lo dciw< yillmvidi bromm to reddish bfnwn md rthiic^cUyTy silty SAND. The SFT N-sihw tin$n fem 21 Io Refosal .n Bl L20 iTid (rerm 14 to Kc IbmI nJ BH-Jl, faupty* * medara dr ilh- lei ^cry dezive relative vUrn sIh. In lini pem'eikiiicy lslI earned OuL (C™wu I lead 1cn> foe laym a Hid n 14 BH-20 gave pcraeabiir^ ctsflkiail tM S-W < LC * 1H:P-ysngii en law degree of permeabilin-. 1Elevation above msl (m) l lmiitr> ol Waler Ri-4<xiic«i - rT^'r1Vfllvmr I rj&5 1390 1355 1380 1375 1370 1365 &H-20 {U.*S| J BH2I {D/SJ LEGEND Slayer A 53 layer B S layer C Scale 14 (boruonUl} Mq Merten! exogoernten T~ 0*i>0m “1--------- C*1[KJrn 0+15OmReport for Agger Dm Sif a Vohtt I__ ______ t ibora^wy ttit conducted on ftprr«ftUm Minpk from c ihh User fr-c-ni IM 1-20 hto an average I 1 of 6%. LI. 27$*, a&i specific gru 1 iiy of 2 7] Simple fam UH- 21 gave * PF nwttag Ow NT lo 10%. LI. Iran NP to d|%. specific gtivny of 2 6$. natural tnoklLirc cotiW ]J jft, bulk density I friOfm^cc. and dry dcruirs I 2J2KfiLec. Accwdirt to USCS. the snd kktigs la SM. SM*SC. and CL-ML i j pc af coils (Title 12) Inaxml toil conducted c-n umlLStutbcd Mcnplc fram ■ drpcb pf 2,.75m to JJm gate JlOkN/rft' cohesion and 3(* angle of isicmil fnciko Ircmi Lnccmwljtocd- I'ndriined (CU) Ltsi uid 24kbPwJ cnhnian ami 26’ anplr pi' ipknul fhuivfi from Or,^Niicd-Drairsfil (CD) ttH Cwiwlidiiion best ceodueicd Irom und=storbed sample from Lhis layer gist eccflkicni ot coowLiikilkin. C\ ranging frura 4 2^4'ni‘Aear to l24M2nrJyw. Lkwkd htaraiMn ie*i rrwuln arc pmenfed m Volume IL Laboratory Ten fcrtulfo Lxyrr C* It i* Ghmtfcnud by p.m co bLwk. fine m medium pnirW, itu,w, pumlcd. and ^ligliity unibfinedl ip Ftt’iJi AMF'HII IOLIT E_ flrang to very Mrwi|: Lijct C hit a mifliTnuin xnd iMxiiHtrtw dikkiievi of 11 .Mm iml I22|m al BH-21 And Bl 1-2(1. respectively I he RQD vines (n^n 77% to I MT* U Hi l-ZD ind *0f- to tJ% al 0H-2L In dlu peirntibihry tt>i (dur is, patlerfl-iagrt01 Teu} earned ■■ui in biMilh borelwles pave n. Lu value <1 irilp!}n'ip tow permcjbdm and she ftpc *1 llow it s rtij filling ai DH-2O and dilaiwn m Bl I-? L Ijhonkir^ iesr conducted <m rqpracflatite Mniplti, (row ihn Layer hja in wen^t uiiiii; udglii Lif J, I Lgsfoc, specific graiii} of J-W. *ator ibwrpliwi of '■ 2l%fc and (Jniaddal Comprtwse itrcnyib af 107 £2MITa (Table I2j) Detailed Laboratory tcii rendu arc praenttd m Votane II. 1 oN^jtixy Ict-1 Results 6J____ ------------------- " "" "Octrttr. ?D IQDmi SitCp. VijiuiiiiE' L _ Mhb«y cTwurf R,ron«* ~ ——— - (able 12 Suittmiry <?l dcscriptiMi of wil ihak Mid Unitary leu r™:n oImI* ■ lllrqi'*! IhLbbuhI ln| 1-1 ■Lrmhi™ a ' U* . "HUA, — LK-.I I*** ATM ■L —‘l 'M 8 r B BlIM* «Si Ml P1 Sk-b Illi 1 !■ — 11 11 I •? — fl-r- ♦ " 1* 1 1 141 bn I»»-| 111*1 In M r mis’ ta*R.pd*rF |f l! 1*1 Q-U LM : .. rnHa **ii 1 Mich ■ 171 M4 U IL i-------------- wmw £2X- 1 Mil K> M TiWc 12a SmninJiy Qlvisul dcwfipLiofi of imphib&l ile rock ina*>- aJid tabw*tofy irrttnubi--/ «irkt <-ir-jl J l-All-M GRnup 5 All A S.ng srra jhF fIMcnJifjftogi far Anger Dm Srtr, VofaflX I______________ ____ j CONSTRUCTION MATERIALS 11* proposed dujn «r!h lilI ilim *ftKh EequmcS Ibc falhmiag conilnx; Lion Ei^cnih lumely; Soils for emkinkmeni (core and shell Austria it), ftael Iw emKankmein. r^-rap. ami concrete aggregates (wd. gmcl, ard <niiNeJ sttnr) Acewrfingty, dtt gcuttdimrnl the iiivcftijptK™ include uwsmenl or the afcvtnicnixmcd conorucMn -axe nali worre wiifi regard in itt mitibdity tn lhe required quality. A Lend of fourtaeo jikI ivKdily tert pits were dug in poieniu" wwc ireu for core-, and ihdf nuicrul sources, rspcclivcljr A nxli quarry ute inqmted sisuilty rqprthn;| its Mutability with rejard Ed lIi qiulit) ajul quantity* far die iDler<iI«i purpose as pcrterJul quarrs ide far np rap and pflDdsJCltaa at cm died aggregate's Moirasct, uad uiurceh arc inuilly inspected xnil hfcmirwd *1 I SoiJi far L-mbjHkmrnl ■^1.1 Cure Xljicrfah The bnrrusv rile tor impervious core material Lt squared j^piiiv- j « •) c iMcn downtfream the dam axis on the ngM ,j,^c *»d aG«-cxnblc . k* loUI ot fourteen lest put were mwiunlh dug ro * maximum depth rcpTEwiiahic samples stere collected from aeven fcd P,K il h represented by reddidi brouii to jtllawnh tami silty C1.AV up io a I ufl.jqj mqicrs, die bottom of ihe pn. the leit prf fafct axe attached as Appendix 2 Etikfml soil rented from iri utu u casta™ £ of tbc underlying Pli tifa The poteMal source area nai muakly delm&itel win-jc a ha.-xl held GPS 4 l ^UC n,JP U:50.4W iralc) Considering 4.0m depth *T exeat ataxi and _ 4<:*.arcn (IMthn X bOOm) 860.000 sq m, a mtne 111 mclIiNi cubic meicn fM «naiaJ uftich u far beyond ibe requirement The hbnmr * ur2 lc5® tundiKtcd on reprerenlJUive samples trnm tai pits dug 4[ potential S^Ht. Sllf Trajj171 io ML and hill type, according tn Unified Sod CbssiScaticin A-7-5 type American Association of 5ut« Highway and (AASHTOJ*. Lj-toraloty- tert cwdiKted on tax rcpreumtitivc 19 ®*VE Ibc foLlaising remits, PI ringing tom 14%-ir* with ai> is-eragc value a1 Cotu ' 1' ^idb .in average taJwe of 55 6%. Qptinwni Msuiturt C "1 (OMC) lV94:j.-JL J4% wilh on 1ir >- CMDD) from I l^enVifc-l vahw of 27.6%. Mwrmum Dry sviih ;ui □vc-ra-pi! value ofi I J Kgiw'ec. ami! fit ](1c — OiWfrrr JO l o« 1HWC1i:Cd ™ T'blC‘q ’hC JCta,h Laboratory Fed Rernlu 4 1.2 Slid! Mittnih Ibc first burrow site* shell materials art legated n tM,3 ippwtmiauly fificcn kilometers fnxn the dim site southeast and northcan L.r tkr’AModc vdlwt (Fig, I’M H can be KOtised by the earth road leading b silt to SKuho Ba. The «coml source im is situated aw Gida Ayuu kihiwlrr Ifcffl the darn the and can be accessed by Nckantc-Bute nil wtricr rA4 (Ft«. 15) turtbernvtrtx:. the site it owned by Oraniya Nitiucul Rctfmt SiMr Ritkis Aufliwih which Itiipjiidispute duting cxploKnlioti A total i»Ftwenty ted pita were manually dug. 1o 3 maaimtim depth of l r.m u n n; uto and siviccn reprc^nutisc sample* were Elected fresn both sources liable |4| to general. ii n represented by grccnidi jpiy tn teddisli brown and rarely )dk*ca brawn suits undy GRAVEL to ■ depth of three mete nt detailed dtscnpiicei. f t: prts ut aiixbcd » Appendix 2. |t is presumably residual wit remind freer buti Vicitbainjj; i4fl* underlyingtpiartujfcHspalhic gneiss. Pic poicnti.il source bjw ■ r- vuiulK delineated using a hand held GPS and topographic map (r.SO.OOOwrkl B« reserve on both ojcja n presented bctow> * Rcwurcev around Ardudc v i?lagt > S.'ijr.h «u ol Andodc 2H00m X 75cim X Im 6 0frfr 000m‘. b( ' North cut ol Andcde. X Mfa X Im - 1,500,000m\ * Lui rc*rie lw ihclk milerial around And«wSc village JJEffiLUflUir. • fiiinuud rcvxitce ariKirnl tjili Aj ini SOkn X JOOm X Jm 7SO.QIWtn'. 'fclxh Htdniidcnbh lw> Oun the requited qvmtiij iAtV* 1ihc pr-nfrPF^,c Hfct are iiilTrrrn| u>J limhllKNU IWKiOMd jhfflVC the Wwnrtatf test lesulb will be pmmlal hnefly for «di me Sun-^n ai the ,eU K*ul11 ’’ *° Tjblc 19 «hJ lbc detail* a Voluse II, [Ahorainry Tcil Rc*ulw ued^cf w Wwral«*y J jburaton Tnt Krsulti of Gnji Ayuu fiwnw Sun i twits, five wmpl« be fang io SM type, four m Mil type. and |gSM “SC **£,>n^c£ L’SCS. IYie I'I range* from 6%-255$ »iflh m average value of pT^ ] I fam 3054-63* average value U 0%, QMC fam Fj.52%-J1.7J% v>ith an i!rrtf< tlfi* M.RWb and MUD fnstu I.liJpn CC-1 M-tpzi'cc with an average value nf ■ > Laboratory Tess Rciults of Cub Ayua Bwrow Sues A,ccnrdrng EO ihc JatarUDry lc« rrcdk du« usnplei bttaig U> SM type of wsil, direr uanpJo tacli btlufig |fl GM - GC> CL. wd MU folJoOirtfi USCS tlte PI and LI. fur the CL and MU Type nf jodt rwjc fa™ 1254-21% with an average value of 16S54 and LL from 3S54-5JS with an i^eri^e of 43 5%, retpeeliveh TIk MDD arxi DMC ruigci from L .50£pn'ec-1 11 pn. cc wiA an average s alue of r I 6S4pn.'cc and from 12_3 Iwith ui average of 15 9J%, icipon ivcly The cwfFktffll of ptrmtabilily (at 30 *Cj. K, cnnAarted «in ihcxp MnaphFfc wy from I.®9x J 0 Efli hx 2_2 I 10 'cnk'Mt faith la u mge of 2 07?110 cm we r Ltidkaiing its wmPperrioaa nahi/e corafocstd by Falling Head Tetr method Tri aiia I im (Urdramed LTnecnioliilBitdl* gave a bulk dnwty ranging from I 7Mgpukm1,‘LlSlfl^lm/ettl with in average of I Mflpafcm3. dry deewuiy from , 1 I 4f7piLrm'-LT55£iru:em' with an as erape of I -Slfpn/crn . Cobctfon (Cl From 2lkNVjri7-2SkWm with an average of 22 RkN.lm . and anjb of inrrranl *f fncEwa ? 7 (- I from j3’-J6’ The pinhole diqxrfion led conducted no four ra&ple-i aimed N?fi fJr-ptnave toil jjMlkaUtig iLS rwn-KPdabitit)-. [KTDto,2OI0>1 vt-jj kHiltTnJbiUki i Jwl| fellOIII £>1*1141* |V||i>i.i|i hJ |<> iImM Cl imfl* I up th *>M>|iii|->j | .lll*ilIWF| I h>| l&M’N ti*i||vj||i Miq |r •H|L|A«:ri tvirti r*r| Mi-fc*: L*i'***i"un 11 itvv-i 11 H%VVOcetectoffii IpynCiftton ItqpOfW roMnpef Dm Site, Volut- c | Mieiitn Water RtMMjrrri - 4.I.J JTicfc (piMrrr J&unr/of flip-flap rind CruisedAg^npotrE lhe PM-^ *“"* " t Qebcyi viltaRt *h'ch li 5,lwxtc'3 f * up-P? M«l °r tt •iuwti bw‘llirn Am rile O >g »5) Cw" ‘ '-_ r, Al ^sjr w'»’iS rrqwrtl 3|, I „«nhhE^-mcd'® ^AMPMnw>lTErtro"^ . u „pgI MCttwd Vy the »flh (»i fam the d«n lrt. r idinR *«k canurnttfon. The rtd n le hahJcJ. ^tulicrri ta Likolon.’le* retiilbcofliliKlcJ on trpnzMwUiive iampltt gasc sucndn^uta^is^ Sulplaiej 2W% Ijm An^clt* Ahovkxi (LAA) 44%, waler aWrpwn 1 n4 apfuicr-1 ipwifi? gwuy d 2,84 CT^ble 15). Other terii TT^mp the qiulny ih^u h «cduGlcd t^nnp d« ravUruGiion «agc el ihc dam rtarpdcmhil source arra visually delineated mjf 1.1 SOjOCOkiSc) The cstuiuicd rewne of lhe usiing i L And held GJ’S quarts' sits fa pmciteiibck • ■ L SMm x TlKkn x. 7(kti ■ lOJW.OOOm1 JFAJ LA t GRcxipfAllAI GRQilF ■SAHA I BpLfiecn-ng picCreteohgKaJ kto<Jf»_Bqwrl fx Angrr f>jin Site, VnJirmr I rf W Wf Rruwirs r I J.f SrtflifSwxnrr PiKlrtl of Ulid4kpHit! W trtilable belli upil|tam a(wJ d n Mpr Mewmw. wxw more pockets m ava iMCnii”ni0,a*^ ilreintfMncuitecti^ififKekHpre-Gujffl all Wf xlIlfr j . u, hefkrnces Feasibility Shift of die Ilin snri Kop Dti^ntiun Ptapti aASHTO P**| itnjti™: T 203-32 I9lfr [ASTM DrajpuMmL- D H 52401 Standard liirihnl f*r wnfriinje by Auger Bixmg DcliglwbOh T 207-31' 1916 (ASTM OniEWUXlon D 15*7-74) Standard IKin- Wj.|le*l cube lube* jamphnpol’ wil AASICTO Designation" T 225-13 Siaod-ud Method of hiiBood Cere Drillinp for Si«c Inveitijalion Aniemi Abnhinu 19*9 Tcctmic Imun of the Pm-Afrseia bw pnJe heir of ■Mirflrrnl^lhwpLi Eflt-iopiia Ltiitisurie of Gre-k'pkjl 5une>. Nore S*o JQ4.r Up. Add« Abeba. Eihk-f ia Amir Eiddmui 2D0E Gcck^ica! nmaatiMnee Hindi fll Xcknuie regreo - I ihh^u prcjiAjed for TAHAL. AS IM B 2113-13 |W1, Standard Practice' for Diamond Corr Drilling for Siic IfiveM.ij’iLiani AS1M 2-187 9] SLind-inl ClAiiilkaiMwi of Sflih for F.npflctnnr Piuyose^ (llflified Soil Ctatfilitrtkm Swtns) ASTM t) 2'lSE 9J. Standard ftacEhpe for Dc^ri|Ki£n and IdcnlificafiiLMi of Soih (Vimal Mieiijj] Procedure I ASTM □ 1536-99. Standard tert Method for PmcLratnsi Icu xzid Spta-Barnl Sampling of Serik D IS 17-00, Standard Practice Per Thui-Wjlfal Tu.be Sunplmg a1 Soils- for GcxHcchmeal Purpdwi 2010to*"1* gj^-; -l. C;dr ft*™* for S(W ^“^F111™, iFofthcrh cp , Sssir* SssssM 3$ .- . - x. Mc4«£> ^'Te^ for SSE tv Cnil Eaptufej 4X1L L fet= Coots. K -v«^- &». Vr- Y«k FVm Nctv Thiri Etejnj j u-, ’* C R_ L « c \b=sr~i aid S E. Swncnv, m»qd nh:^ Lfcpin-.^ .... j.- ; ztct^uT £. Vonmitj ot Scttcs. tie.St J Cbe»ai-!-S 1W1. PLuc tccR-vu; c^qIvle-pj <>f Ethh.-y^ rjfc--_ o MCfii dcpoWS; V <n<nie* tt>; Che« ikj. S aid t ft. j T Pjlt T«ts&ks nd MttaJJo^crjiev wmt ruiddinei of Eib^ua y~" EhL — ja hi Gd4 Sun Hoti 115-1(9 Fr\ R_ Vxirtffi*. p. Soptakn. D and Its IL G 200 F Gwubc hnt^J Cp;L>=tt-- Di=a TajL.ur JL Fftnrix Lcc-dco. L'K G«ao(h a.»kEj 1991 I.nhzKrEi^aptij and trit ifLicun-ccJ of ifepc^itL« of Lzi: Jn-_ . Entj Cr«izccu» wqucDcc af central parr of tiotih wcMcra pUkan L?..;a V jb. GnL PalnoL Ati. id. | n Pl" 2J5-2H4 Siunian K 1940 IntrodiKimioftKk SfuhaiuH FrrM Edition J Wjlcji Edir NoVort. X S ,,-p G - j .-. r i.19'b| Vuoiictn tliiMpu. Hu I letinc of die GeofJn mil Ohun:' r- So 17 Gmtnmd. ft R.. |[*dcl>. D G . Andrian. K W» Flcrk, R nd Mwai*. » J-.bJ Llw Protofzaa; cnfcntaiioii tn w>uLh^cflem Swdi Ar4»i K PN Truv. Ser. A. 210. 51 7-527. ? GSHaP, 1999 rhjGhbil Stumi; Hi/unJ AUcSsraCM Pr^gran (OSJlAH l* - AJin Grojb'42(6)L ^E..Rn .j Ro^k Slope FjigLnMnnp Itul Hull of Mining } fctrtJMP’ UK. TS SA EM I n^ifiunv 4A 19-* Hrubb* ■ Vol. fl.PP 50^313 rf ih= LtjcM Umkt-T« Q. J Eiij Gft-J K^nL V- i^ Gcwlc^^ IMP of EdHMM-Ek;s. UdiiAhita, -jj^hhabcd n-nv- V. AS«nu Shi (til iT-1 Ti titan ELikta. ,9'"l The tdn^pjn kiKXiVBt SMqjrrapft? mJ pCvnWt RlSMct cf ridutiui Gctit RJkK 6‘. HbUt V C _ J')"'3_ Geokrp af ElifeTpii EipLtTjjen OMc IO Lhe »eu>k*£K-jl uup cd Edliofiix IlZjMMltlQQ ^TjJr, Mjflirtn <?f Mincv Addu Ababa. Manm V_ Mmfltrfia Trfeia. Swfc Midacl Ikctr a^J ScnbtM* Cbc»alA Pr^nubrsafl structure and m-tillr^^o of -ralrrn EAiopii .AftJkiS GcdlojfPUl Suncj nf t'.sjpk 9“ Ml Kxnniii V. 19??. Slrnlip^pby md eorreUtiofl oi xtankwU tn Fih.k'pu FIGS LiigHMk M 1W^ Hmtspc cl twoki^ir Dunrd Pint Sfengtihi FtfefiL Ta4i*U ClbrrncE, ind WtMkiirh. llarn IW6 EiplaniEKri Io lfi__ gnhqpaJ fiijp ufEdiiopEx ScaJe I LflOO.OOo rdihon Motor; F 1962 The Gtologj of Eihiupix Lfah. collage Addis Ataha pre*.* Motor. I*. [97 L Old line TcelonKs *1' Eibiopii Techmki of Africa, ELnih Socikcl, UNESCO. I97|. Kflfiren. ! o. and j n | 979 A nw&t for dw riotaifi* of ibc Drcart ud the bmk iFp of Gpeidwosu UnJ J. Gcgptat Rc^_ 6103-61 JO Airmen Gcr rtd Biro 3W0 Gwk'lii uf (h? N'fccM Am. BfeS. Hr Addi-s Afwifai, EJu op ix. K.c. Hsrbui, f W J A Schw^ ^nJ TE Zccikr. ME tiHOTTciINlCAL ENGINE! NNG ClRCl.l \R ND 5, Et JuJiica of Enl aj nd Hock Properties. FHWA IF-0W4. pp 35- 75 Jfcfr.MlO„f i* Jin r«™*^ Sim R J. IW, Are AwcmW) mid Continent! Co1ihwn in u* v AfrKJn Om«n In^wti™ for the Consofoklmn of L. Reviews of Earth and PhncLan Science, 22: JL9J$i " I Murat Wsrhi *nd Timothy R_ Astm IW fhe Knroa serfi-^ L Eab tartwie} of tbc Og«den tluw. Ethiopia. s j' '? e i (IW2)PP.7*11 Elsevier Science Publshcn “’^uUry Geqi^ . TrtrtaoM Aj*levi. Bill K hfowr J. M. and p*^ X k j GmhiMolc^ o[ the Western Ethiopian Shield G«>t c IMN-I3ifi ' ** iM ru<v ■ Atec. Hull IQ^ lerujki. K_ and PkL. K (1967} Soil Mcdinnies in Enfinnrihz l>,„ . Edit™. J WifcyASofts. New York, pp. 7^73 Tftebc Meofnhi 2009 A 2010 Vertical Electrical Sounding (VES) San . eu WWDSE 2003 Gvmira Irrigation Project feasibility Study Report, Volyn* IB. Afpcneiunl Works. WVtDSE 1O(W An Dedcsbi Hydropower ae-I [miration Projeci 1 imIfawbihty VoIjim V. Daen aihL Appurtenant Works. FAHAL GPG ■ SABA Enj.'^ ^ /" =I "mi Itf pm far Dim 54f, V<tktfhc r t-VT^ H« :r flur[tt- APPENDICES0 Sitf- L fap " D™ t,i- fl Appendix 1 Borehole LogsJa4 1 I a ■1r c —. r 1^3 r -a i! md gflg| j| s Hu. 1 Ij u E1 Kii S■Jh? I I* I- 1 - # •*■■.- ■4m* t W- T:-* ■V! MX.VTJ PORTHOLE LOG iTHtET m: £n................. .............. Hf-=H E"^~ JMfcn F 1 *«ta“i4w 5^" tu Cfc^id. w tEE^-e^u, ™ JSS L"1'-’’* jthtt lu*/ !?’J -JUUlS' -**«*4 SiVjg2«% nin&H gjr^iXLF! | Ji? JGfli fcJi 7?Ivi wwi AW.1 ' 90REH0L£ LOC SHEET EH j;^L74 rto.> T4 SyrtcsL- J_z2 - r t.^rd IS M,^ ajjo 6U3 Held beicnplian ol Soil ?r«k P*“*^CLAV fcilh ClAY (bfK} *raftf-td i-rnrr^v^-j *w±i ut> pl ?*i •*«'<. Wuj d,[U> ‘Trirrflklffl '"“PUwi d«Ku *W] JJrficd. ^PHlhNJTI. klrtmr -«jRn..x= T r b<<w# ^Liu f. *M«liu-*tnh I -h ■ ftl'j^-s .’’Jljc-Iri. U5C5 ■ ^aijju'jj. ND.tal TCH-IntiJ Ur, h —•—_- I iiri J ” |,> iU cotr ' ' hflth C’Misrtd «|l„ _____ ‘•’♦’•Umi ] '**flMrbt4 l+tnpli ■'MU< |m| nVI MWT) Se\ EX<VEETV3 ?■<« * Tj er -1 TMJ* : fWFXJJOLf LOG SHEET ;xvpuh ,’- = or-W-oci-M: ^pp^et ■‘--I/- .^Li >p_*X ^J-Jiuun- 2**tJd-_C<^‘5? aw Lai.-jiE. 2<«»_Wl Ht e^rto*L«* —*r-Xt-u-<b-n- Grouse CrnUM _13S?€5 EF£ r w3*k an o ** .w-jF IcLil JtLtt n=ji±K *rr-t=i .liAxz. D*t* r_in<i Jf. ?lXLQ. ;. 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R § I ii j|i» iil.il, 111«ilrfli imI Mil liiuh IIII III Iil.i n|l li III in II ■IliB-hu i III »iln Im illl III lililll'lil .|ji.||. | ilmtfiR Iitmali i 1 I >>>* > > »>> ^ > > > —t L ’ K <J raptorJ-f ma S' :7 e£ *o y ! // If Z ■W1 «■ e. s ■*/ v/ l r- -it I r< j ,L •I LA f£ P’ /* 2 WJ>i|i|l||| il|-: ii > iii £ q u WiUOQC/ US iiiujr lk>qA« 1 - •' — (lMU T r iq :i4 UJ ■t»|| —«— - ~g — (MIUI)TM VMM"’} .fa «*»3 . 1 1 ...... ............ -‘ « >• h- biH • E7i 1 3£ 3 jcz j; i 5 j j ? ! r n................ i11 > ”"ibi+« I tfil hhi’i^fc TiOt GjilA Jlflfi. .-n=jrd^Lltf4LH^t __ tl'l UM*UGfi BBSiJSU ™ffl vi h,nw/h <a3^ LJffilSliWS’G EtfllKHQlt MIL al CELT Gr«rcn.-d EmUeft UH ll*taiU>>n- terUra! Fluihkij ‘Sijtjf _ 14 CMMtAln t«.Ua< saw HjfLU [Bia Hurfrt. .fclZQVJi" Sai* eamp4at>J3 . 2C‘Z&g2J p F- 4i I H-<U P**HTlji!.l<in af *“< .1 15 Maf-w -mH Li niiii. mMsB •"’“T’-'l I- -.J.-u. iLZ Itf!-ftfl. UryElAt wAkkk ptfetU ■■ Ii 'DK J^Li -5 DriHMhi il'* Lh“ , J T n" * ** „ rjlUK rii 1 ■I* ■iiM'Bi fci- h-E«n./XLa lad . T A--L, - j .r ]i>m £ - «“* 1»'Th*j fl/. |_Z^ | iMwfed i-unpl. | I'Uuitifari i.n ■ b+HA Wnuc^-g* BPlHdd InnAr . Vo’^t I------------------------------------ 0Fl*Jfll/r Ro*tB Appendix 2 Test Pit Log TA5EA1. f-pntll'____ SAllA |j>|OKfttig PL-VI K71V/H sa3i EvreEarvvi TEST PF LOG TWL Or-M-KB'«M TP NO Ot Oan-h r Lu-o I 4 Dgscrj&t'QTL- J - F^r. bUCki. !o- SlftSt'C. S'l'y CL4Y Stiff. *"rdai’S^ tK“O<rt. "fD'LJ^ Id T-rj n-g^ ,pU5tC. t4ty CL** fcc^'a<r^ 3Eme anoLtnl of —u TP Picture X X= 1.5m ¥■ 1.5m Z = 3m. L^Urd By Ably A^!r<X- > 2 X X=t5m Y’ISm 2 = 3.0mcr TP Nq>. aSip _ 1 ' r>. p^Gillc (ll.tKytt^lACYlACt fr'at+r CcaOT’ltCsi+Af rottrwn. “** ioi)i - 1 d*rt*, 10 VPlIw.li-i Qfily. t'.ndy GRAVEL. Gf-iy "KJjv MlA BWHEEAMf; jl w _i_ *■ TEST PIT LOC cr-w-wi ow TP No A$TP - _j pfsrrtnt-pg. Stiff, y»llo"fSh rrd, "*cKur> pt3STic, prs>.r>Ifv -sund-y StLT D*nKfB greenish gray, sandy 5'lty GRAVE. Lf Wfl._A£ip - x p • On, clack, hfd'.un pl-an-- s**r CLftr — ■ wli cntt^' —\1 r Verj dfriir, yeLI-Q^iti red, KUH^ S'1“y GWAVtL (prWM|l)| G^arht.t firIgkhJ. ■ ■TJ Y» U Z*1C -ti r ■ 11 • I ’ ■ ■■ r nr < L) [■ Ji - * rn tV 1 °-w e4 *■ ■< n p r- 31 p *5 £“■ ■< p S? <jtp ko. a;tp - r rfiVc- r«-n. C>£C.- «<4>un fJa-stit. -«ity CLAT CtMQCh I * »•>__________ ____ ! ■ I Dffiw, r«Ws*i yriio* to yrf-frtsh Tandy WAVEL (prMu^Wy qwHro frldSpfttK O'Qm'O X-1.5 ¥-1,4 2-3 0 Lagged By: Abiy Ay l fl ew■1 TEST PIT LOG TP Nq. AStp - I t-aC.L. Lcrir piaii^jc i-Hty CL AT (e4«et CGtt^rv lol ocn lairing tJO>-*Jprrs qF iG^ortate) r >fntt t-c vrry der^ gray r^dcfr^h ytlte*. a ty (dff t€-*pa If □ i*Q<.L: EX’fR'-^noInliY Grariitr). ? GRAVEL XM£ Y-1S Z"3.0 Lowed By xtij AyeiewJ- W J Gf M-oaz TP N-d AS TP -_J>. I 1 StJ/V, rrddifh faro»rt. granite y Kty SAMP J“ ,-i K —•j grrrrh.s.h gray, S-^ty grav*l!vy SAMI) CdrCOnpcpvd rock. £w-esu«bly Gwrtri Y X-1.5 Y-1J Z-3JJ Logged By. Abiy Aya lewStiff, rrtfd'l'h fcrf-pW'n to y*Ll4v’4h 'rd. gr^MVlivy safely SELT. Drntr, QretrttJh ft'&y Id r*datK hec^n, sandy S4ty GRAVEL tcrtc.a'CXiSrd roch, (Xrsu^abLy Gr4riltr>lAW 1MD0ENQ TEST PCT log IP NO f~P - l_ Ets ufjfliiPfi — w^jl^ stiff to stifC reddivh br-^-n td ycllnwls* pray. S«ty tL*V. -th *>■ “ QTAVtU, X-1.5 Y-15 Z-3.0 By. Ephrtm tf/icbujifiTp Ka B-TF - 3 Ji atari- rm ta rfa-J- ta fl*". **<y CLAY Miii^ jtiff t& f-E*rr> yniQ*;s>i CL*T BMJ YMJ 2-3.0 Um#d Hy I’j.hrtin T/yckitofi—a I r tt rr t<> stiff t'-a.rt, 'inty'tLAt. I. 1*"*4 */ */>*•■«—- St* r 1 Ah* * TE^ PIT LOG gST— L—ii flU2l TP Na'JU!l^ _____________ ____________________________ fl allfr <tarlr br QJiT *# Stiff, yvMDMih ta-D.n CIAV. *lth ft" urovrL!. X-lSin T- li- Z- >IF Pct'iX** X*1.Gm Y»1Jm Z» 4m LptfM by Cjdfa-wm. T/Yaiujm*iI 1TP P<Turr By Ephrfnii W/YohAnnesIE$1 PIT LOG TP Ha E*Ll££taJtan *_4.*-4 l . r + - + ’ -_*_*_• ____ r« 4* — — — — — —. I - ■■ ■- + - 4 ■ - - Ir V-\"* l«’ Heaivn 10 It.f F. veils* Ih {W £Hy E'|_*T ••■♦- L“*-_ _* - , -+--■■ - !*~ L" J *■ - - 4- -h lABA&OKSUrt FM* f J_ or _l 11— - ’"' TEST PIT LOG «r««K?OA2 TP Ho- BTP-lJ I.C-.-CT k II+-+ M»c*un stiff, tfark tyO^, ><ty -* T — + fw-n to wdun 4 t«ffi rr^dtfsh brown, illy CLAV IISS--'' FF<<ttuurrrr X-l.5m Y»l.5m i* 3m l*«*4 By F].hi-en T/Yrtn,,,, 1"* **“M]*d TK? PfT LOG fP Plclurr X «■ 1 JRl r- iJm 2* 3m(xttrdw-vd Maiitiyo^*KeiMTtti Hqwt far Arprr p«p Stte Volume I r Appendix 3 Standard Penetration Test (SPT) Results WLlLGRfiVT SABA 1. tip- ™<rUl|£ I'ic July. :on)X-lrS Y- 2-3L0 LRiftd Bjf Eptu-cmJrntr •V" p^ ta pn. mt r Mndy GfiAWTLTP Na JjT* -3 — ^<EJ-|D W. brr.wr Ifi dt'M* 1*1? s.qnd> SsXl Hhllr^ n**>- r1*1*- S.TFW&TP Na. £TP - ? 1 r#^NDHtr I-'P Kt <^n|f to drris.ej ■ s- TrLIaallH &r-o»n to han * brom*, fllty ■sa.nsdj &RAVEL X- 1.5 Y-1,5 Z« XO L<U'! Hr Cpj«*mTP No JjTF - rtrftfyh *c jrHIo* ■ Uty SZJ^rff tS*WCk X-1JI Y- 1.S Z-30 I**ft4 B7 EpLrrin T/jrni*n.r>»«EtLsrxj.unn, Drmr to wm-v trniR 4* GRAVCl t rirntr. ■y w4y u x- Y-IS Z-1QMnmlry dI Waler RriQitfcci Apfw.da 3. Vlwiiliim.piiofl.SutiMnirfacinMvTcrtlSniiBdUbvMioo ini mnllt«rilltt-rM Mliumplu %ige Pin Ihn Sicte (nun) Sr. Nd. IllIlD Depth (m) Uwnipl Iob of Slid 1.0 0.425 9.075 IX (%) Pl (%> Soil | Tn* i (VSCS) SIT N - j Value , sn N-vaiucl | XKIfDHI t 1 SO- 1 95 J Lfm, rcdiLsh brown, Io** to medium jriutoc undy silty CLAY. loo 99 1 96 65 n MH M/S 1 1 BHd 4 9Q-S.W I- i.n=i, yellowish brown k> yellowish gray, hit pliMtic i illy CLAY. too 99 94 47 15 ML 2/3/3 6 3 fr 3D-6 95 Fira, yellowish brown to yellowishpiy, liigjt pliLtflc silly CLAY uw 97 SI 42 6 12 ML 2/34 4 10 25-1070 Medium dense, greenish g>ay, wily SAND. w 81 « 32 7 SM 2)4 n 11 5 12 30- 1275 Medium dense, gyeenlih pny, silty SAND 99 SS 41 25 6 SM-St' 8712/12 2-i 6 iJ3-i.ro Sofl, light to<Inrk brnwn. silty CLAY. M 96 no 40 15 ML yii/2 4 7 3H-2 3 J5 - 3 KO SijfE, t:hL» dark brown, silty CLAY 496 W SB 66 n Mil 3/4/6 ID 1 5.60 -6 OS LknK. light gray, tills grus ell> SAND 69 5) 34 NP NT ■ 9/13/23 36 9 1 JO - 1.75 Siitf, reddish blown, me-dn-m sdiy CLAY <W W 95 62 21 MH 5/5/4 9 10 3 20-3 65 SlatL reddish brown, medium plastic, silty CLAY 98 96 93 64 25 Mil 3M.'5 6 J] BH-3 5 50-5 95 Very soli, reddish brown, medium pLishc. silts CLAY w 97 91 49 10 ML a-u'i 1 13 7 80-823 Medium dense, yellowish brown, idly clayey SAND, (lujllly weathered ind dwomptssed rock) 99 S4 47 50 4 SMSC 4/6/13 IS ta hal group SABA Engineer Jig Pic My. 2010--------- -------- - - MnrlOft «pf ^>!ri* M< ii'nirLC’i<_ Aburib Rf A rip* Item S-iLe. VuluaiMj______________ m__________ i%tirtjirjy i'.fVVaicT Rn-iurc?! %»Cr Fm ifcti Sltw Iman) Vuual DtwripfiMi ftfNall ,Yb J- - J1BILIP <«> 0.075 LL W Fl (’A) Soil Type (USCS) SIT N - I Value 2J 0.425 MT N'VJLIM/ JMhani (21 -4 1 1 s.io-ris Hird. light F*y wgt*y. sdft SAND- (hftfdy ■AMlbtrH A SecompcMJ am phi twites '. 99 92 « 1 SI’ NP ■ 12/19/17 36 r 25 ■4 —------- nn*7 -L 9.5 >9 95 10 iH Mwliuis ifrnir, lij^r (W F’h '> ehyeySANP (highly weuhfld & dcwMDpwd unptabclitci) 99 96 49 25 a SM-SC 17 *6 1.50*1 95 Very s'ulT, reddish brown, medium plastic U|n Cl AY 99 97 92 59 17 Mil 877/9 16 —----- ----- 27 J 20-3.65 Stiff, reddiah brown, medium plaruc silty CLAY. 99.6 98 93 64 16 MH 5,6.6 12 28 4.5IM95 Stiff, reddish brown, medium plastic silty CLAY 99.9 99 94 7& 37 Mil 4f5fl 12 20 5 90*635 Firm, rcddiS.i bcowr, medium plitlic s-iiLy CLAY. 99.9 to 93 74 27 MH 2/3/4 7 JO Bli-S 7 35*780 Stiff,reddish brown, medium plastic silty CLAY. 99 95 99 93 76 39 Mil 3/4/5 9 51 9.20*9.65 Stiff. ye.luw ish gray 10 light gray, silty sandy CLAY(highly weathered A decomposed iT.pli.bPi'ilw:- | M 85 71 48 16 ML 5/7/8 15 32 I1.J0-II.7S 9/14/13 27 t Very stiff, yellowish pray to light gray, silty sandy CLAY- (highly wcalhcred & iecMn?c.','.‘J aiTlpIlifxLiles I ito 97 66 42 12 ML 33 IJ.(KM3.I5 £ d Very dense, yellowish gray to light pny, silty liyey SAM? (highly weathered & CLLimpoiec amolii? .Lite ■ 91 76 38 29 9 SM-SC 26/H Refusal 34 BH-9 2.4S2.W dediurn dense, light gray, win ebyev AND. 97 65 36 28 9 SM-SC 6/8/10 18 YAMAL GROUP_________ SABA Engineering P[c. ' ------------- ---------------- July. 2010iHinntigHMH jCrjMiPtam Nil*. V,>|»in»r 1 MihiMn a| kcoi.rce. Sr. 1---------------------- IVpili riiEV l“«» Hth Mlrir 1— l.l. l-l —"—I ■Soil Type M-l N- ValMC M*1 N ■« Jllfll t*!1 N» nil-jo \'»ual UmrlpIhiB mJ *wll i fni) 1.0 41 415 ■ IPS i 1%) L— <"*) (ISCM IWinail - - ------------ J5 J 5<M<H Ven. UilL lagJu gray. Ic« phtMM: why CL AV 1 67 17 NF NV - UH |fl> TO ;v ■ 5 5<M9J Mtaliterfl (fcn«T. b£]ll p>y. IwW pLa-itic y|1ly L. 1. . 1 5 A Nil i dr. . ■! 11| ip*.-1 luilc r«>.. *■ VI 71 -11 25 7 SM-St I/IHI7 21 J7 e. WL7.15 Hull. frrrnliFl gy.H . Ion ID Idimliwm pjrtllk CLAY 97 RJ 52 37 4 ML WUCI 1* 1 ■” 1 — 2 SO..I 25 TIlin. grtfenhli gray. km in Ri«iiwn rlrttllc, CLAY I- dcionr1 ic inch « W 41 .IB 14 ML 4/3/3 s -------- - p 4 4<M 55 Vrry Miff £rccaiih gray. taw m neJiuin pliMn, silly CLAY fhigbJy deenmpewed 95 « 56 NF NT -a 6MPI3 2* UH 10 bav.t : -<k l 40 JKh623 film, greenwh gray. tow in mediiMn pluht*. CLAY idi4j_i-.l dc-voiii!'■ -J biik wk * 9a - 90 33 9 ML 3/2/3 5 41 7.20-7 17 Hird preniih (fwy. Ims In medium plaiUr, lllty CLAY. ihiiililv JiKtaptnnl basic wk ? ICKI 63 32 5 ML 1641 kcCu.Mll w 42 IK raij ii 11L1 - LI. l 50-1.93 Very Mill, dniA io JCddiUl Iwo^n, nxdium In hl in | ._ ic CLAY 4R 33 17 31 11 sc W10 43 3.00-3,45 Hird. Light gray io green? lIi gray, sow pjnitic sll l CI.AY ldr«mipc%cd basis rocL ■ r ?U 13 52 NP NT - 1I/2CVIK 31 I 30-1.75 3-lifT. redd uh brown silly CLAY. 100 99 63 20 MH 6 6/6 12 t« 2 20-3.1 S StiLL rtddilll trJOVin pLty CLAY. 97 -------------- 4.95-5.40 1 96 *i 97 61 JU MH JW& II 9H-13 Snfl. icdduh brown uHj CLAY 19 65 42 1 l | 6.70-7 !5 F SUIT. yellowuhbrtwn u> IlgM gray. silly laaidy CLAY rhijLldy ucnllvnrd kt niri[it’:tcA '.k ---------- r LtlO ~n r ML 1 2ZM J 4 ML l1 JZMF / I.T / “ 1 u h. TD-*J L □ Medium dcrw. j clluwith hi ui^n id 1 lg;li i ”1 7fi f « I1 Nl- | NPJ - ' f f \KUA1 ■-A*iir. Ii a^iiu.afol Run vaiunjN ol WaW RrtC*“* 1 '/■Jfc 1>m 1iis Sloe (mm) Ml Type srr n - Vain, “T I.L sin h-* ■!*<.' Sr N®. Ckplfci Viml DeicriptM *rS(Hl mi-in PI (V.) 2.0 0.415 0.07S lUSCS) J 00 m in T gray, allty SAND. Hugh;) wwiteitd A ■ illP"’" ibuliirs J.50-1 95 Firm, to* to meri-jra plastic CLAY (black coa£QUidl w 93 M 6S 26 MH JAM s -C9 so J.lXiJC Slil'l, Li^.L fifty to rcddili) yellow. Io* to medium phsllilLlly CLAY /i^cmpotcd Kmic rode} « 8S 63 26 MH W 15 Very Iliff, lij, ’’ S.I-? rcuunn >cll6w. low 11 n BH-13A 51 4 70-5 IS Lo jnidiwfll pl>Lili.£ • w 1? CL AY (ilcmrtipirfctd hxucfock! u M J5 Nl’ NP VIV10 2D 7.DU-7.45 ~w<y Iliff, lifhfi p-iy tortddnJl ><:!&□■*. low to incdluin plAH4i& i-ifcy CLAY. |dctQfnppuzl true rockj. 91 SI « \r Nr • K. 10711 11 52 f jm. grccnidi jjmy io ■««-•*> >«H * * a l£rt 51 2$O-J 0$ pbuic CLAY (conlnininc a k* of btwldcril 92 11 04 51 2b Cll Jrtff H BH-N 54 J SM60 Hinl. ipccihih eri) w rtddiOi y cl Ini* low plKlfc CLAY. <cwiUittw£ **c» a-iouni ol I_______________ —--------------- — tt L-xik. I-S-M f*'5* - » > gr >' n lll nVcl CL J 2M frS (lujl/ily v.ei‘JwrfJ A JwcmpeneJ W B4 <ll 40 II ML W4 7 55 .till phitiohlrt i ------------ --------------- -------- S6 BH 1? *3M« Vcr% had- I't’J'1 bhiwlL mH? CLAY witfi urd i* highly Vrt JLhcr<d A decumpn^cd Kn^hiS.- Kc*J --------- --- ---------------r-i TO ST 34 J9 7 CI.-ML >511 .-5b i 57 HH-!S 1 30-1 75 Medium redd-Jdi bro^n, why SASP miMul wiihgj.^ck n w 43 14 SM (VIM 20 I ahai. grovp____ SABA En|;uiccruiC f’lc July. 2U|ii4 1 •k,m Lhi'h, lifi a J |(U>I* * -**V VwliWRr i MiiMirn «i| Niwuir" !'-»* ilh S|«vr 1 HI IMF IteptlR ilk Vl»mil l>4 MlkptlMia Ilf ^|a|l 11 <15 □.1)75 Li 1%) I%1 SnaL Tj|w (W5CN1 srr n . Vdlu« 1 srr J Vukt' | JOOiaim 1 1W- I K I .hi- i-, )flUiwhli linmii. Mliy MINI) mlxril *• Hit fMtrh (lii^hlv w-rrtilwHil A ili'i iinipiir.l Hill/ ' I*** ! w 41 10 4 SM 1 10 1 Hi 1 M Mill n» trry Imil, y« IlnwnJi hunt’ll, cltycy MM 1 iriht'il tt1 ill rliivi'Jx [highly ivrnl lie 1 cit A l.ll'lijl " j‘- a || |H| ,].. . i IlL'TS •m 75 45 10 n sc 5W6 IG | 1 JO n 11 Mill Id ii'ay ludil, yirII infrufi buntll. Mlly • aimIjt L'l AY imxrd w||l| jirmrl* (lil|ddy ur-iiluriL'd A deniiii| ' diiipl’.ltwhlff ■Jfl 71 11 NP w Wl] 21 Ji. %&•« fill 1 Mill In vriy Fi.ud. yellttwith I’ruwn. titty wwly ( 1 AY ih«h-i5 wliFi ffitfch (highly m'.illh iL’d A Llc<uiuji.’*r umphibtflilCk 1 95 6$ NP Ml’ » 16/R R-rfu&ai 1 -l[l-l K5 Null. reihHth blown, till)' CLAY- w 91 p 65 23 MH 577-9 1.15-1 51(1 Xi Hl, tciJuJidi hum 11. dlty Cl AY. 97 W 92 66 24 MH 4/4/6 10 5 10-5 55 Finn. rrJdkh brawn,. titty CLAY. 99 1 5F7 1 w 57 18 MH 2/20 5 7 05-7 50 1 Ml IL ydlnwrkh brawn, sil’y tnndy CLAY* niiwd witfi few grnvcli (liiKh'y wt'Wbercd A 1 inpotfj ilHpl’ ibdlltM W.7 | 97 S4 >10 15 ML J 4/40 9 H SM 93 | Very Mitt Lu very luinl yellcwiili brown, t illy Mniij CLA Y, wiih lew gmcls (highly w. r.hcic-* A: . .-du /.i-’.l-l ,hmti bailiff W 97 1 42 1 12 L ML / L 9O3/J1 24 : J 1 Very till!, jclluwlih brolWt filly Mindy C LAY, mixed wllh Ian prfvdi (highly ml A_4t- Din[<ii i |_i 'i:£_ 'Olilfi I Vi iy hi JI 1p vki^ hiird, ^clluwkh brawn ff 1 fJ/FW I 7 11 44-13 U ■ ■' 1 ■ qbj1 1 '■ “1 Wi ll. I r w i:»riy-rl* U« If '■" - i ,... .1 ---------------. .j_ ■i.-Jjr 1 ■ * r-------- -k. ll’ii.iliJ I: •.•■biip.ihi , Rrjmn ; ■<■ Ai|r- liim s Vr ^ur J MwMiiry 01 ftii* kouuwi ~1 %«p Pun iliki Sine Imm) 1 LL Nr Nd f III MP Ihprh (m) Vltail Ikicrijultini oTSell 10 11.415 0.075 PI CM n*1 T*|i< 1|VSCS> ------ r SFI srr s. Valve 1 N-iiLuei' JOOfikM MEilhciTil A dft«iij»034d anvpb.&dilcs 69 |4 20-14 J» JipriL)<UffWbJi brown, iilrj Uzidy CLAY, miihvd *»«ih fcMr (hl|;K* wcdClwwJ A JftdmpMCd juii pli iltQlum) 91 1 39 14 7 ML llrtl Refusal , HH-IO 1 irn icildrli jrllow. I^w M medium p1*h8IC ?o 2 JO-2.75 P t hL Cl AV ft ••:■ ninjf IwuUcnj 73 66 56 4J It ML W4 7 71 4 00-4 <$ Very Ml IT. uJifKll browrt. Inw to medium pliitiic 11 AY 7J 69 40 27 7 CL-ML r/ia/o 13 ■ Bi fli 1-20 72 555-6 00 Very MiiJ, l.fM UM) ru RTKrtiJl grn>. rr«Jjuni In liifji jilrtic. *l|1> Cl AY L’J K." i. t<<_L » 0 53 26 5 CL-MI. IJN2JI6 21 7DS*7J4 R 1 l.ird, ■£•:’ P-V t*» fiTBOWill |T^ nu iiiurn Ci> hlglt pln'ii*. uliy CLAY (d«oeip<H4d bwic H<il Ma , ] JM »0 SlitlL jrlln*i'li t’lD-rtra. ‘-lty CLAY. 67 51 47 41 10 ML Mfe 14 III Ml T5 1 20-) 65 Ver) UiJ. 1 Alojcj SILT wliJi [juvili iJiipl-.l) ^CJilwetd AdcLMTifKiwl gtnipliibullcci ____ _______ ____________— 61 S2 31 NF M* ■------- ML HR — HcImm) — 1 ' " 7ft | JIM 73 Null. ivJdi*h hmuii. uh> CLAY will* Tew .•mwh ------- ■ — ------ w 97 | 9) M 35 MH 4/41$ 11 ,JL 77 97 J 70-3 15 vif, ted K? fedJidi huwn tilijf CLAY atad b dh In* 1* ----- - ------ ------------------ — « 01 63 17 Mil Uj/fi II BH 22 - 97 7S 71 59 ' 25 MH W?2 4 j •* 5DO-5 45 iull. rcddlili trtLiw.i *i3f> CLAY witft lew •mi eh ■■ ------------------—< - 5i | 70 1111-22 7J1-T.W eiff, .cllowtUi brown, low jtfnnic uli> •| \Y w.i.'i 1. ■* f!***l» -■' •‘raOu-rjd W 16 -■ 61 J7 | s Ml 1'5W l> • -U MJUL GROUP rp y b*w —■ * hdy.JOIQ SAHA Jjiginernn^ P-tI?' 5 ■* £ * l <M1 ai i ihi j -rt (J.Of Inioc.fgjyt Rrpyi 6* Anger pM Srtf Volume! Muiiun of U ifci Ruourcct **• - Appendix 4 & 5 Packer/ Lugeon and Constant Head Tests TAIIAI.GROL? SAIH F- -Agger £tam Stit, Value* 5 _ r_ _______ ____ _ Water Honiiwti SrTU fERMEAMJLH Y TESTING [b-mFu i-cTTTicabil iLy itsis- 17 psdCtf (unter pieuwe) and I? cmiu*s brad peuireaMify h <r? cnri ird nul Hod and lmJyiii nF bc*lh lent ire reported in ibc fu1l**tnI wlhon 1'rtlwtfLlll.CMl Talknfi hl-jitu yatkci* (wnltf pmHUre) penwjiIiiJi^ Tcilu>iiiQnfrClcd ipwlh in lb£ ffitk mus Tlic ■_ni * u ccMiducred UECordiag, ED the WS pmcdirre qunlwnnd m *lhc tllAplcl OK pricker waler JifCiSJjfiC Iciliag wm curried ulL hvl DM double- fcl&lg BH-l An ib erqjc oF 5rn IsM wtli'fflil comikral JkllUDrua Ctft JXCHWl '!TI<d between 50 anil 510% nJ iMErburdcri pccv-iiir Rniilu at icpt-ilcd the crilCTum developed b> Hnuliby (L9M) The wikf ki*jt under uiiwi pmiurei it meiiurnl icd ir&tn thu * Lu geon cnefficrem rt dElcrinircd (r-.c L.ufjcrc Iwirip cue Irirr km per nrrlcj per rriiFiulE al 10 Kin- pressure mJ L lugflrti tapprsHtinuln a 'cDelfitanE of pciir<lbiLjl> ‘ nF 10 7 lh'«i3 A TU&jnti) of "Jie wnier pwiMdt Icvl reiulb ur presented tie Tabic I. Tem refills arc usually grtMipcd Fix dix union 41.1.1? value <L m^py tew kaknge, Lu saluc ranging |-5 arc In*. Lu Mint nnflrtg S-15 arc nxM-kraie, Lu ulue ranging IS-SO air medium, Lu vitue t»£m$ Sfr 11>7 :U t high laid llwte >1KJ arc Ttfy hiL'.h - FiftKii itsb (M%) give a Lujjm (Lu] viloe of I nr lm> wtiik Hie rrrttwn iccti (I2%J UCVT mike ranje Lj 2-3 value Waite Idsxt urre generally krv. tn low. The kiiR^mt Imiwk Kartell m HU ^Incited OO Llir rich ihnUr.cnLtifeug'hc Milttrline rfSpfekW | AJTCd5lx 4 Kiiminuy of waler prrwqje 1eA IttjI h Sr- tf flr Bcpili 1.m] PlTI-LU r Tai 1 Frrjffl To L Ttil i e a °ili («> 47 I 1 Value ' (LU) TWwUftc | I pemntiiilrtT) tiH4 203 25 i Smite 173 21 L- lll=-3 | L)uI&*£ l» <■' s BH-4 r IS r 2085 5 15 SiajLt r' 1 urtiulnn Void rilluLg in l 3& ? Slll^c 2.S9 L mi 6 —L _i?us 'i*> tahjllgkujp S*11A Fnj.nEtn.if Mu -Hl 1-5 ll? ,23 ■ ■: 1r ICX1« ulJ3p k| wkv (1WJ) iXef2j A lummin u| th<<UIHUflr t|t4 i . cf cccfficiem ar peniK4i|! -v - i ' :nS Ww* li acpincmcd in fable 2 Ictl newt* ^frKlC f1l ofpcmic ^ a|iA Kj^l - A 19901BK 11 ~’‘' - ° ^^^ixnfpcrttieabihb.irili^^ " ■ ■ * t^u.Keporl farAger Dim Sdg. Vdwnc I1 _______ ______ ____ ______ iJegnr of |H=| ifitnhiRyB if is w within 10 ID ’■« 1. irt h» i^ry fol* ik£lte of pci^icabihh -ird [f u is. Icb llli-n LU 'mi1, it ii pnCIrtdlly impcnhabte Apprtwlit £ Sutainiry ofCoiWiiC Head pernicibility Feit resulti Sn r | [kjplh (ml ----------------- DlHD b'rnni Ta Tot |raCifc 1 IVrmrahLiiCy tiff.TTf 111 Firimrabikin <-> J ----- - - 1 mi-3 i.i 15 15 U7 i 1 ■- Very low 2 nil-i 0 4 0 ■1.0 251 % ID- ' Medium J BiS-5 V 7.0 15 1 05 m 10** Lw 4 BH-5 L«I2 5 JM< 6 si 55 ii i )29i JS Law 17 > BH.-9 p 44 <6 1LJ 7.95 S.t IJ?i 10” Low 1 w I i:q^ Law ■7 RII -9 ets-12 s kiji.ju 9. l 20 Q ' |7_4 5 45 x 10 Very k>w r HH-ll 0 |7J 10.45 7.4 fi ? 20 m MF’ Lotf i oiTiF Medium rio BH-I.IA pl. mt-n' Ci 5 15 111 I3J * IO' Medium I.jd> r>L_ L mi 20 a 15 a5 1J 3 LA. S.DS 5,0 ,_ O.iSi 10^ iJ9 k io11 Very Io* Thftc Loh (2554) gave niediura cwflkicnt of pmnribiliiy, nutgian freea ] .0j x 10 " mi1 lu 2.91 i (041 mt ’: iix Itm five to* codTkktd. at ptrnitihilary. rifipfrj Ircwn 1 CWilD Sni'1 so li.29x.10 %ii.& \ while the reit throe IctI* (25K) Ip* cnefficiErt c>[ liorEicatulitj;. ntijini front 4.DI i 1 O'W1 to S.6S> 1.0 mi1 Thu*, on (be baiii of ibe coniuni head pcnncjihility tcsEia^ ii ci ccnuliadcJ ihm Ebe wit maii Im medium Io itry low pcrnicihi lily. UIUL GROUP SA11A Enpnettifi ; Fit r OcifibcrPlQWAmznxx «. AsxJpti usd plot! of ifl ntQ Packer fwite Testisf, F PTC4,,tVTj 7 LlLiluJir- f p~ Outeri- E L-; .3 Hl zzJARALOftr SA&A FartetrwtJ''Ifim-JEil ion* Report lor Ar.yej I Jim 5ilr Volume I K«Durc« tZTi.. unw 14 ■ L u U1 l_ar»i- I’ i^- “>>■ ■h-->■»■■ ■» t ■jii u.ikti na -*■ | & r-J !*-*■ r- r'" p*: - liri "*-• nr«9i9 r- 1 •Hi 'a HA- Ejbmf ’^1"1 PI* "bi!- faadia |K*| l ii |j ja-r,--,. l~MI.|. Ibp >.d M ■T b-nT" Ejj i ll>H4>i'M ic-ini.li'>* • ,“a-3B'p-r-"t ■" ■ — ■=•- -a'lHeaiJi- ■ ’* [A-«a r-^’i 4 . '- a" l - n i - K.. - . ■ 3 11 J “U | -a. r^r.- j- -■ r J7V .*-■■-■ - Igq B|^> I'-na. I irf-i w >■■ It Ji ' • ■»***■ ■-■ • '*-■!". k LUfcfOM PinikH UiBMMri** ■* JKrm u -fi’i *.■ , lit, • 1 -r-- »*♦ *«H- I-' ir h LI? 1 ii ltr«-.i«AAi?ai ■M IL L| ili ----------- J1 it* -»^f-l—ranakaMH- ar ihT 1 Ilf / r\ rV 2 j ^nj F ■-- r — TAJiAL GROUP SAHA t*Rin«riiiEP1( Ckloter, 10Wr.utAL too lt itewbcr. W0fapcd frr v^g Dgn '■ j _-r I fi“- - ■» TAHALGROUP SaUa EogktKtnni; I'k Ckicfrcr. 701QKsvw Da? S 1 ___ ___ __ __ Uxjq ifH fc" ^mss* lA ftA l_Q|li iLf $i^|IA hHfmrn’ftg pit (kwbo.MHtw An; =r fhm S-itt ^ clum I _ r eTU'art Jlmwet ■ 4- ’ ■■” ■ h r-«—■■ ±L ■* MllAL GROUP SABA ljl£lA«tlfif Pic ncLtfCf, 251fl— J i V|[V£ I¥Hv7 trtinmq JJi*H J" I □ii.np^ ’JFgGJiQ Jw^J ™ L ISjgjlmjxwiluj ygyS dnOHD 1V1IVL yjiinfrtJH J-TJM JO | H S ™q wtav »J LKHisy iuu<teSi¥I3<U|nix'll--— --_ - yQys inCMfD mj\T if EEfe Ifl LIO i 1/ r- s k— “«-l4 !-'<lT‘"B O'"1---------------- -“aa-i j.*™ 1—u-pZr *-.dJ lUpCWt fefAnfter Dx-n I________ U Ur* kcw_-rr* TAIIALGHOUP SABA tnjiattnnjj Pfc Oruibci. 1010i'lCsn ivijvF ____TAilAL GROUP _______ SABA Efttnccrm Mr OcWbcr.HHO. E^ri Irr Anter □*.“ 5 fir, Vulunic I H --------------- “■ ”— IriutBW* SAB* —■alGb j >uu»uiflng vgvs ■fROHC] 1 VUVj,,retain car inn Htfap for cf' ifT Rc^nrtrk Piffi 5*e Vtfjree- I TAHALQKOUP SABA EnjLStcrwj F’k OcWt.2010nCK-a. Kforl Aftftijtea Sue. Volins? | Mr tilUj .- Pcvx*.n APPEMDtX 5. AnaJyifi and ploti of Iniitu Conilant Head TuLlnf. Pc mieab[LHy lAljALCiK0U> 'i * R A CftfTEttnn; PJc o&*,nTAHALGHqup SAfcA PfiE.’ifrJig Pic UtLohi'i, 2010TAHALGfcQur SAHA IlnimwrmjirJ'Bqwrtjcr Aag^ LKjjII Stljr. _* C-1 _ -: TAHALORffllP - AllA Eligiitrcnn^ Pit CtidKr, join1A1ULOFUW __ saba EflfSSunoio: j|j iuwwTuj vavs ■inouaiYirvL ■ H.,IM. 1 ■ -ia>L> ■ ■ jKDif -—ii«lii -■------------- 1 ;> «L> “ u» ■■ ■ •riiiR* pW«1 jjw.Y £° fo - H 1J I MWifOAurrd oftciyjoj iKjdjjj tuonnSiiuA-JIilTOHO l¥WVlFA.IJA1. GKPL'l’ _ sKiJA I t*TAHALOUPUJ* *'AHA En;iw? ■ T £ OlU^CT. JQ]QFEDERAL PFMOCRAF MJMSJRFOFU fthiopian-Nile/mgationand ConsultancyServkes for Fea: and Preparation of Tender ft Drainage Projects in the Anger Dam Irrigation andDrainag Anger Dam Feasibility St final Report Volume 3: Album of Drawi L lr£ffnt»rr 20 J r ffTJlfliirlM TAHml:n-EKrlM)LXTK6r 1 Dra/nage Project (P092353) ;ibihty Study, Detai/ Design moments of irrigation and Nile Basin of Ethiopia 'e Project (AOIDP) udy ngs coyest '■^ IVJ£WWW ■;..' ixnmt XAnflerPam Irrigation and Anger Dam Feasibility The Feasibility Study Report for Anger Dam, in the framework of the Anger • Volume 1: Main Report • Volume 2a Annexes C 2-1 to C2-3 a (Voftime /} • Volume 2b; Annexes C 2*3.a (VoZt/me //) to C 2-3.C • Volume 2c Annexes C 2-4 lo C 2-6 • Volume 3: Album ol Drawings A summarised verson of the report is presented in Section 2, Chapter C of Project as a whole With a view IO indicating the place assigned to the subjc system used in the present report for sections, pages, tables, figures, anntj? wun the system used in the generai project report n>nDrainage Project Study Report Dam irrigation and Drainage Project, is presented in three volumes: the Feasibility Study Report for Anger Dam Irrigation and Drainage set of Anger dam in the general project report, the numbering cet and drawings includes the prefix C 2 throughout, in accordance*• j nst* ^■rwgjMI CUM MtCrif Jl 201[DC B h!i j - - - ■ iJ '.ipjLJ- ri i-^,K.--.. Lr<] iihvy tr.t rlfrr. lZl CJ-J/3 r 4 Or Ma w*l -rwtiQ^Mi cjjoi ♦ J LljfWl c-Miih -*_ GkJOQ- jtf 3urU iift ts-iqL 5’f s-jii «="^ ■J"** T «k> r CJ4<ii rC 1? fam 1| !.*”. . ■-■j.luir* j5“j ■' fr.J r? 'i.; > ro «ac*Qfi4f i*ja- ta— rii Wfrsn ■•*" CMOi/j ?4 Ty|«-« ■ --11 «■■?, LnjfjuF}*] ^-*'1 ,iir JL Citi# Htf-rf r criiisj ■ “ ■■i b-u aw I EhH-UOTH r Tfl "i-fflu-i ■ r JM-F13 - 1 PW4 d ■ «^*JU C J-TitU . 77 IDmfw - Vji^II n*n eijjrthwrrta rfl ]■ krtflwnjitig h kr* Kk* *W MMi GJ-UOI 1 .--"Ssoirsf -T”n ■ixil ” 1»nl *0 , ■-bf-Li ^“jhr?-■■>■* lOTuft - . .1? . M ;>’-■ | ■ 1-■_:<- MPfl 51 'it fl HKJ . -7 Hi' j | ■ '- J j ■'. p '* “C -2 -5. < ZM**» : m>ti. a 1 1 Jjpdiwjj ■ Tjjra wts-r 5“L !]■ fl. ■.'.w+jJb C 7-1Q0] M 'r-*-' J-1 ?rl M.SJjJ c: J i hj ( *" 'I." 'F 111 - ■*' -■“ '-“"I Vh-Bfi ■w. ■ ■ +■*«"1 l>-r>*•** ■ ,H"-Kyi srar bb^mi C : i Li' H “ t”F: » :«da? ’■.T’rt -. c z h m Ml jThjCB !■■■■'■ m "j r i.jwIb ’p'-ii ■ C J B[?) fell iTr-i ■ 1 -n-ija Han .■>5 lor-j “jS-* b im-Ift- .1 ; 1 WJ r'.r kr/M-j* F-» dr*LI- i € J-7? rM r. ■j ■Jr v i"w^ W «rr u i". ■ 1 1—B L1 iJ '■li-r -^- r- 1 'r'NjT c;jnti h 1 " h |h-jr- o«v. hwtii fl : ■ *- I S*a<«i. CJ.MUi ■M IfF -PLinxr l-n-ijw ■. --ft. ►■: Ct-J'ui ■rfL JlnS-jRi t fift' ■• Lhi A ■Dutr* :, =r,|/bij?nir ni*ii' =* jr-hW > yr. J* Sni-jJJMJi c; uij- -if .-■>-> 1----B-1! ■> ^jb Jiw.liami l*^Q - PMJ jukI Im- Hll e.-' M Qj M - FfM c J-1S |11 Lrrign 1 1. ’■- ri G^wdu 1■ ‘■■■_n'!*l-■ ■- *r- ! >rai a-r- tirt ■ fc-aff- t!i Ul- ar ' ill Pf-“^hr*r ■■-■-',* -■■*»■ liXT-" ■■” ■'’ OF- f'TW"' ■.'p* i CWHKW rQ r-'-H-"- - TM^rKJT ; a, M£UGf v GJK»m , 1-1 _ .f! i' •jftni ■* "hjINfh'il-Mr 1- . f ar! jsy-J -r |-^-« rawg - 1'-rf J-ki-al 1 frrMr— j '. t ■ '■ -■'■!> "-■ i 1 ■ *■:?■ 1 ■ p"-' »■ /--“a K« lAcvTwn FZi7. sr wrflv WMfrwnJ JI -.= Jj CiJjfli 10E- ■ ■ -i -hn!i’!>*-> jgjfl 1 a^M G 1 1'' tf’XJm-in ’<* >.■/lAt* WS OuM ttifWni apupTWH 1|Mi" > t 2-M j ~:.H hiRLn T»^»*“jrtar Gwla^"u1 C 2-4S |7. 1i>j a MTJ-vitmn ■-fc'-iTTi 1-1 J 7 t _.. 1 11<i jfc-aSrj-w^Tjr^* i 1 4-1 C JJF F2l |11 >-«jrwm^3M iiK,|fci £ -:■«! : It} nfcum#^Hjnr Hahdh^M^ 'hslBei GJJH21 11! FS-w •-’*■ ■ & V*'« C-Mr!-" tHTOU***! S«W* C 2 K' L3] 'j.'jfli ■ r e^ijua |(.Vvw» FDurr^w 11 p. r>ww* !■ -J* J t - CWW •+*i2fiTJa ’ 1 j-n LJ, „ c; ; gj 1 *!|i | Arrt^i Sariarj L iPivtiLjkx “rfh-lrri c a-w m 1l -r PDF* aO-j^ *—«■• '.#10^ £Ji ■a jjj 114 ' Hp<tr**T>- si'i^--- Jalrr Crau’flWi-A t| j lj-iyz-j-^Tih i'".-—•< . Chim •>■■.“<■ n-H 1JllJhi -™»*ibn 1 wafilAH I*t”-JTLb< -*lCP G--C r _ i 1J 1 ■■ > ■ -■ ■ - r rnr-ui Hb n D-D iV EJ M 1?: ' “ 5TW l . -. | 1}J |p^.'. ■, ■■ ‘■■'rj* iJMI .Xiy Si ’ii —jj" la«—In Hirtm ala*- ■■ „ r ; 39(2) - 1 1 .' 1 M " -/-J’’" 74m ■ -I “ A iHWilaF . .. 1 . .JI 4 r JJuilrUiT HriTrf • . .■I * <l ■' 1 CMebdu3 "a* o ANGER DAM IRRIGATION AND DRAINAGE PROJECT 1.C1CAT1C+J MAP DAM HEIGHT H=«0m C-MJ-Ai □fin mi MUI FEB. MM rUUrKKHD iWtNSKY V SUU JlKUifi SU^PlHl C 3-1(1 f —Ml' , AVttrauCH A. Mil Me&o DM ?50 COOfm3#rill E u»opa fctnulHf cjfWite' P*M F^rg-i tMOWJ TAfttt S Cnnt^f! fcnjnt+nnfl JL CwMMbng EiWpfiwi ANGER DAM IRRIGATION AND DRAINAGE PROJECT GENERA;. LAYOUT OF IMPOUNDING RESERVOIR AND DAM DAM HEIGH? H-8Cni L'ilnrJ&W 0 PCW CHi? M n-T FEB 2011 i QHOir MAKSIC* V K-,r 1 IflOOfl ">rin»JD S JRPM ■ C J-7IU AVtHB LIUH A mH4FCV CSitia rvzsit CCFZ l ANGER DAM IRRIGATION AND DRAINAGE PROJECT DAM SITE ANO INVESTIGATION MAP DAM HEIGHT H-BCkri [pj- O4WT U FEB XH1 D IK zd 1V1AM5KY Y. ■j ■ ■ 111 1 soou | [>KM» SLfiPlH 1 Ci Jltj AVERBUCH A U-CTTtaB. 7T
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