ML18031A306
| ML18031A306 | |
| Person / Time | |
|---|---|
| Site: | Susquehanna  |
| Issue date: | 11/13/1979 |
| From: | CURTIS N W PENNSYLVANIA POWER & LIGHT CO. |
| To: | SELLS D E Office of Nuclear Reactor Regulation |
| References | |
| PLA-421, NUDOCS 7911200521 | |
| Download: ML18031A306 (44) | |
Text
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79/11/13uur~RIZED:
uuSusouenanna SteamElectricStationsUnitLPPennsylva Susquenanna SteamElectricStation~Unit20Pennsylva AUT.iUKAFFIL.[Al'iuiuPennsvlvania
)oT.er+LigntLo.REi:LP[E.'>>l'FiIL[[U<Environmental Hrojectsirancn2UUCKETI)5000561
SUBJECT:
For>erasresoonseto19L029requestforaaalinfotoco+ateteenvironrev>ewoflai0fIoaugmentat ionreservoir~Preliminary listofaoorovalsppermits Klicensesreouireatoconst4ooeratePonawillreservoir encl'10THI80TI04 000':600IIICUPIEEPECEIvE0:LTH
)EwCI.gEIIE:~lITLE:POLAR/FsAKAvoTsannReIatec)corresoonaence vuTEE:~gEtlAcrIU~:RECIP[E.'4rIOCDE)h/NAT)E nePi~P,L,KSC.Hate+aCOPIESL.rrkEVCLL110~EC[p[E)r[OCUI)E/4A'aEAl:~DOC5LAt084~COVLESLTTRElVCL00['~TERNAL:0REr[Lh,Ooc09GEOSC[EIV dR11<EcrlENGdH13MATLc,'4GdHANALYSISUR18AUXSYSHK20I8,CSYSBH22'AOSITETECr)27EFFLTRTSYS29KIRKhuuDADPLATVTSYSADS[rEAVLYSISHYPkOHETEUKBHi3ELDEXTERNAL:
05LPOR50ACRS1144112211L11110111101021011101002<'RCPOH05UVERALICBH10QAdsTRucE.vGBRLSREACSYSBTcLTCOREFERFBfc19CUVTA[uSYS21Pd'hERSYSBR2bACCDIVTAiuLYS28RAGASIArdRAOiOKci)6AoHEACsAFE,rYD[RE,Ct'URT~HiiYiPA04VSIC1111L1.11111111L11110L001011gggg$979L.gpRJ4uR+3~BCpm'3-LRruTALNu).BEKoFCU)lesRE"u[RED:
LTTR,~E,,uCL40 TWONORTHNINTHSTREET,ALLEN1'OWN, PA.18101PHONE:{215)8215151NORMANW.CURTISvicePrescentEngineering 8Construction 821.5381SOV13tS7OMr.DonaldE.Sells,ActingBranchChiefEnvironmental ProjectsBranchU.S.NuclearRegulatory CommissonDivisionofSiteSafety8Environmental AnalysisWashington, DC205SSSUSQUEHANNA SESPONDHILLRESERVOIR INFORMATION ER100450FILE991-2PLA-421DOCKETNOS.50<<387AND50-388
DearMr.Sells:
Theinformation requested inyourletterofOctober29,1979iscontained onAttachment l.Apreliminary listofapprovals, permitsand/orlicensesrequiredtoconstruct andoperatethePondHillReservoir isincludedonAttachment 2.Ifyouhaveadditional questions, pleasecontactittilliam Barberich (215-821-5833).
Verytrulyyours,N.N.CurtisCopyto:Mr.PaulLeech(4copies)ilStopP522U.S.NuclearRegulatory Commission Dr.JamesCarson(5copies)BuildingIlaDivisionofEnvironmental ImpactStudiesArgonneNationalLaboratory Argonne,IL60439PENNSYLVANIA POWERILLIGHTCOMPANYTgt,>SO~<RI 3~/C=5rrri Attachment 1Additional Information Requested forEnvironmental ReviewoftheLow-FlowAugmentation Reservoir forSusquehanna SteamElectricStationDocketNos.50-387and50-388HdroloicEnineerin1.Provideadescription oftheone-percent chancefloodplain ofPondHillCreekbefore,during,andaftertheconstruction ofthereservoir.
Includefloodinundation mapsforallconditions.
Providedetailsofyourmethodsofanalyses.
Includeyourassumptions ofandbasisforpertinent parameters suchaslengthandslopeofdrainage.
basins,timesofconcentration, infiltration rates,rainfallamountsanddistribution, Manning's "n"values,andanyotherassumptions orparameters usedinthedeterminations ofthefloodplains.
Discussthealterations ofthefloodplain, including thereachesdownstream ofthereservoir, thatwillresultfromtheproject.RESPONSE:
Theattachedexcerptsfromhydrological studiesforPondHillReservoir detailthederivation offloodhydrographs forPondHillCreekforconditions bothbeforeandafterconstruction inthecasesofProbableMaximum,100,50and25yearfloods.Reservoir floodroutingsforthePMFand100yearfloods(figures859)arealsoattached.
Afloodinnundation mapshowingtheapproximate areawhichwouldbefloodedduringa100yearfloodbeforeconstruction ofthedamisattached.
Duringconstruction, floodflowswillbecontrolled byacofferdamanddiversion releaseswillbecontrolled tominimizedownstream flooding.
Aftertheprojectiscomplete, thereservoir discharge will-beapproximately 30cfswhichwillbepassedbytheexistingchannel.Becausetheexistingchannelwillpassthepeakdischarges forboththeduringandafterconstruction conditions, noinnundation mapshavebeenpreparedfortheseconditions.
Inpreparing thefloodinnundation map,floodflowswereassumednottoincreasedownstream ofthedam.AManning"n"valueof0.05wasassumedandachannelslope,basedonprojectmaps,rangingfrom3to10percentwasused.Noalteration ofthefloodplaindownstream ofthedamisproaosed.
2.Provideadescription, including afloodinundation map,oftheonepercentchancefloodplain oftheSusquehanna Riverinthevicinityofthepumpingplant.Providedescriptions oftherelationship ofallstructures andconstruction activities tothefloodplain.
Includemapsanddrawings.
RESPONSE
The100yearfloodplain foradistanceofinexcessof3000feetupstreamandapproximately 10,000feetdownstream islargelyundeveloped ontheeastsideoftheriverwithexception ofseveralisolatedhouseswhichmaybeinthefloodplain.
Thefloodplain isapproximately boundedontheeastbytheDelawareandHudsonRailroad.
Thewestbankoftheriverwithinthesamelimitsalsocontainslittledevelopment.
FloodprofilesandfloodboundaryandfloodwaymapsforConyngham
- Township, LuzerneCountyinthevicinityofthepumoingplantareattached.
TheyaretakenfromtheAugust1976FloodInsurance StudyforConyngham Township(U.S.Department ofHousingandUrbanDevelopment).
Basedonthisdata,the100yearfloodplainelevation isapproximately El.519atthepumpingplant.Theonlystructure proposedforconstruction inthefloodplain isthepumpingplant.Theproposedandtheapproximate extentofitsconstruction inthefloodplain isshownonplateS(attached)
.
Foranystructures chancefloodplain, floodplain's floodanalyses.
Discussyourbasisforanyfloodplain arenotorconstruction activities ontheone-percent providedescriptions oftheireffectsonthehandlingcapability.
Includedetailsofyouralternate locations offthefloodplain andprovideconclusions thatalternate locations offthepracticable.
RESPONSE
Theproposedpumpingplantwouldbetheonlystructure intheSusquehanna Riverfloodplain.
Thisstructure willbelocatedapproximately atrivercrosssectionJasshownontheFloodProfilesandFloodBoundaryandFloodwaymaps(attached)
.FloodwaydataforthiscrosssectionfromtheFloodInsurance Studyisalsoattached.
BasedontheproposedpumpstationshowninPlate8,approximately 600squarefeetofthestructure wouldencroachonthefloodplain.
Becauseofthesteepslopeontheeastbankoftheriverat'thispointitisassumedthatthisentirewidthislocatedinthefloodwayasdefinedintheFloodInsurance Study.Ifitisconservatively assumedthatnofloodwayfringeexistsonthewestbank,anduniformvelocitydistribution acrossthecrosssectionoccurs,thedepthofthe100yearfloodatthepumpstationisnotexpectedtoincreasemorthan0.6'600SF/948ft.floodwaywidth)duetoconstruction ofthepumpstation.Itisexpectedthatthisincreaseinriverstagewouldnotextendveryfarupstreamduetotherelatively steepfloodprofileinthisarea.Becauseoftheterraininthevicinityofthesite,thereisnolocationoutsidethefloodplain whereapumpingplantcouldbeconstructed withoutalteringthewaterconduitconceptorrelocating familiesresidinginexistingdwellings.
Thefloodplain extendstoapproximately theDelaware5HudsonRailroadtracksandarockcliffadjoinsRoute239totheeastinalllocations whicharenotdeveloped, limitingtheareaavailable forpumpstationconstruction.
4.Provideadiscussion ofthegroundwater conditions atthereservoir sitepriortoconstruction.
Includeamapshowinggroundwater contoursandlocatingallnearbywells.RESPONSE:
Amapshowinggroundwaterelevations atcompleted coreboringsatthedamsiteandaseparatemapshowingnearbywellswheregroundwaterelevations havebeenmeasuredisattached.
Althoughnotlocated,mosthousesshownonthemaphaveindividual wells.Therearenowellswithintheproposedprojectboundary, andnearbywellarelocatedinsidethePondHillCreekdrainagebasin.Artesianpressurehasbeenobservedatseveraloftheboringsonthesouthabutment.
Duetoalackofsufficient data,nogroundwater contourplanthasbeenprepared, however,groundwater contoursappeartofollowsurfacecontoursintheimmediate reservoir area.
5.Provideananalysistojustifyyourconclusion onpage4-4thatgroundwater alterations thatwillresultfromthecreationofthereservoir willbeconfinedtothebuffer"oneownedbyPPP<L.Includeamapshowinggroundwater contoursexpectedafterthereservoir isfilledandequilibrium isreached.RESPONSE:
Theconclusion onpage4-4isbasedonthesitegeology.Underlying rockformations didabout45'othenorthintothereservoir.
Theonlymajorfractures arealongthebeddingplanes.Rockqualitybecomesverygoodbelowaweathered
-oneofabout10feet.Permeability testsindicatethatatabout90'epththerocktightensabruptly, andtheonlysignificant seepageisthroughthejointsintherock.Asthesejointsdipintothereservoir, significant seepageawayfromthereservoir isnotexpected.
Becausethenaturalgroundwater pathisintothereservoir, andbecause,basedonobservations todate,thegroundwater appearstogenerally followthesurfacecontoursandagroundwater dividehasbeenobservednearorabovethemaximumwaterstorageelevation onthesouthabutment, itisnotexpectedthatthegroundwater outsidethePondHillCreekBasinwillbeeffected.
PP5Lproposestoacquirealmostallthelandwithinthebasin.Becauseofalackofsufficient basedata,nogroundwater contourplanhasbeenprepared.
6.Provideinformation onallpresentusesofPondHillCreek.Iftherearenone,sostate.RESPONSE:
Ourinvestigations haved'isclosed nopresentusesofPondHillCreek.
7.Justifythechoiceof0.2cfsfortheconservation releasetoPondHillCreekduringperiodsofdrawdownorrefilling ofthereservoir.
RESPONSE
ThePennsylvania Department ofEnvironmental Resources (DER)inthepermitting processnormallyincludesasoneoftheconditions therequirement thatallnewreservoirs provideaminimumreleasetomaintaindownstream flows.Theminimumreleaserequirement isusuallytheaverageflowoverasevendaylowflowperiodwithareturninterimoftenyears(Q7-10).Intheabsenceofanystreamflowdata,avalueof0.15cfspersquaremileofstreamdrainageareaisnormallyutilizedbyDER.The0.15cfspersquaremilemultiplied bythedrainageareaatthedam(1.3squaremiles)isthebasisfortheproposedminimumflowof0.2cfs.RPN$979:5 ATTACHMENT 2Preliminary ListofApprovals, PermitsorLicensesNeededforPondHillReservoir Federall.Intake5Discharge Structure, WaterWithdrawal--U.S.
ArmyCorpsofEngineers (ACE)2.DredgingPermit--ACE State1.LimitedPowerPermit-Department ofEnvironmental Resources (DER)2.Intake5Discharge Permit--DER 3.ErosionandSedimentation ControlPlan--DER 4.NPDESDischarge Permit--DER S.Roadcrossings forpipeline, distribution lines,etc.--PADepartment ofTransportation Interstate Pro'ectAroyal1.SRBC-WaterUsePermit PONDBILLRESERVOIR APPENDXXAHYDROLOGY nitDu~r-APPE.'i'DZ.C AHYDROLOGY TABLEOPCO'.1TH:ITS Derivation ofFloodHydrograahs UnitHydrograghs ProbableMaximumRainfallProbablemaximumPloodNaturalConditions Reservoir Conditions 100-.Year Plood50-YearFlood25-YearFloodRecurrent FloodOperation Studyfor1964DroughtAccumulation ofSediments Pa<acA-1A-2A-6A-7A-10 HYDROLOGY ZZST.OPPXGURESPiureNo.ProbableMaximumFloodHydroqragh, NaturalConditions ProbableMaximumFloodXnflo~Hydrogragh, Reservoir Conditions 100-YearFlood,NaturalConditions 100-YearFlood,Reservoir Conditions 50-.YearFlood,NaturalConditions 50~YearFlood,Reservoir Conditions 25=YearPlood,NaturalConditions Recurrent FloodA-6A-8
~<<~~J<<V>>>>'Ji<<<<w~<<Ãiv~~~gr<<~t<<<<~.<<<<r<<<<<<~rive'ni4(1@a~JQ<<oc444l~>><<lie>>0talc.~v1'vi>>i+i'~>>vv>><<>>a~wc<<esa<aceC,i>><<V<<I<<~4>>ancusis<<aevarua>>cna~ac<<uo'ormal watersu"plyLevelaf981.Inclucied a:(1)cier'va"ionoffloodhydragraphs fostormsofvariousfrecuencies; (2)detailsofthereservoir ogera"ion stciyfortne1964"raugnŽperiod,and(3)estimates ofturesec'=ntaccu.=uLat'".".thereservoir.
Derivation ofFloodHydroraahsThepurposeofthispartoftheAppend'xistopse..ttheestimates offloodmagnitudes tobeexpectedatcnePondHillsiteunciernaturalconditions andaftercanstuc"ionaftheproposedreservair..
Computations naveaeenmadefortheprobablemaximumflood(PNP),whichisthedes'gnoasisfordamstability ancispillwaycapacityaalculations andfarfloodstobeexpectedatrecurrence intervals of100,50,and25years.Asthereisnastream-flow measurement stationatthePandHillsite,itwasnecessary toderivethevariousflaodhydrographs fromsynthetic unithydrogiagns ancidesignstormrainfalls.
Ztisbelievedbasedonstudiesoffloodmagnitudes intheregionthatthederivedfloodmagnitudes areconserva-tive.Asthereservoir surfaceareawillbeeauivalent taabout39percentofthetotalcontributing area,itwill"epossibletoobtainahighdegreeofsurcharge storagefamodification ofinflowfloods.Becauseofthisconc'tion,
".".evolumeaftheinflowfloodwillbemoreimportant thanthepea<discharge indetermining
<<load.madificationbythereser;.oir.Althoughthereservoir hasahighpotential for:-ad'ation ofin~lawfloods,itsexistence changstrecharac=r'=--ticsofthetotalinrlowhycirograph, particular'y t'"i==arconcentration ofthecomponent areas.Thestorm.rainfallonone 4serOIQ~faffp8+p<<fspn1<<offth/<<QQ+
If.lp~C<<OI~C0Ln<<<<wgirv-~ivi<<s<<i.a<<<<4~~Ieauk3aIso<<ra4n<<<<~~~cwaterarea-i.s"er"eiveda:.-,.ost i..".sta.".=anec s;.ata<<<<<<timingoftheruroifrom'tnelandareas(theotherco.ponen)isalsochangedbytheexistencofthe~atrara.Toevalua"ethislattereffect,i"wasnecessary todividethelandareaintotwosub-components whichdischar"e dirct'yintothe<<arearea'nstead offollowing theorigina'tream ne"cworkasundernaturalconditions.
Znsomeinstances, alargesurcharge storagevolumecouldleadtotheselec"ionofaspillwaycapacitywhichmightbetoosmallshouldasubsequent floodoccurbeforethesurcharge storagefromapreceding floodhadbeendepleted.
Topreventthis,arecurrent floodwhichisassuagedtooccurtwodaysafterthepeakfloodlevelresulting fromtheprobablemaximumfloodisgenerally usedtotesttheadequacyofthe.proposeddesign.Therecurrent floodisalsoderivedherein.Unit2droaranhs Asstatedaboveitwasnecessary toestablish therunoffcharacteristics ofthetotalnaturaldrainageareaabovethedamsite,andofthetwocomponent areascontributing tothereservoir, byderivingsynthetic unithydrographs.
Toobtainthenecessary characteristics oftheunit.hydro-graphssuchaspeakdischarge, lagtimeandlengthofbase,theprocedure fortriangular hydrograph analysisproposedbytheU.S.BureauofReclamation (USBR)-wasfollowed.
Unit1/hydrographs compiledbytheSusquehanna RiverBasinStudyCoordinatingCommittee-ortheSusquehanna River"asinl~"DesignofSmallDams",.BureauofReclamation, U.S.Oepart-mentoftheEnterior, 2ndEdition,1973.2I"Susquehanna RverBasinStudy-AppendixD,Hycro'g'",Susquehanna RiverBasinStudyCoordinat'ng Commi"tee, June,1970.A;2
~~sellaht~owvaaaakLec aQaa,v4n&sdnUQJng0IVaL51QasI~~Asstudiesccnatinc'uaeanysmalldrainaceareaa.=the5unaerconsideratian (1.2Is=.;..'.)
i"wasdeciaectauserneUSBRprocedure wnichallowstheuseofemg.irical datacompiledbytheSoilConservation Serviceforverymalldrainagearas.Thestudyofdesignhydrographs ayJ.E.AcSgaran-farPennsylvania Natersneds, whichincludedonedr'ainage areacP.2.4squaremiles,supgortstheuseoftheadoptedprocedure.
Thetimeframthestartoftheunithydrogragh toitspeak(tinhours)isexpressed asfolLows:D+0.6T2where:D~Durationofexcessrainfallinhours;T~Timeofconcentration inhourscofthewatershed definedasthetraveltimeofwaterframthemostdistantpointofthewater-shedtothegointofinterest.
Theterm'.6Tisanempirical relationship developed bytheSoilConservation Servicetorepresent thelagtime,whichisdefinedasthetimeinhoursfromthe'idpoint afexcessrainfall, D,tothetimeofpeakdischarge.
Therelationdeveloped forthepeakdischarge (qP)oftheunithydrograpn incubicfeetpersecondpersquaremileisasfollows:Pp3~"Delaware RiverBasinEngineers
,l960."DesignHydrog"'..".sNcSparran, Proce=.'-'ng Report,Vol.VX,AppendixM,CorpsoforPennsylvania Hatersheds",Z.:-.ofASCE,Vol94,HoBY4,Julv196S.A3 Thetimebaseoftneunithydroccaph (tb,in-hours)isminedfromtneempi-'cal
-e:ations.".i" s-L.67anato+ttowhere:tristherecession timeinhoursfromthepeaktotheendofthefloodhydrograpn.
Thepeakofthe1-hourunithydrograph forthe1.27squaremilesofnaturalareabasedontheaboverelationships is683cfsor538cfspersquaremile.Thepeakofthecombinedhydro-graphofthetwoareascontributing tothereservoir (totalareaof0.78squaremiLes)is559cfs.Asummaryoftheunithydrograph characteristics
.forbothconditions foLLows:Unit8drooraohCharacteristics
~WithReservoir WithoutReservoir DrainageArea-sq.mi.DhoursTchourstphourstbhoursPeakDischarge cfs0.781.00.360.72~20559l.27100.92~4683ProbableMaximumRainfallAsthedrainageareaabovethePondHilldamisLessthanLQsquaremiles,computedvalues.forpointrainfalLcanbeap-pliedtothetotalareaorsubareas.
Furthermore, atotalstormdurationof6hoursisconsidered
- adequate, asincrements ora~fall'or Longerdurations wouldnotbesignificant insiz-ingofthespillway.
A6-hourdepthof25incheswasoreviously recommended fortheareaofinterest.-
K,aterstudiesby5/5iT.chnical PaperMo.40,Q.S.WeatherBureau,Hay'96L.A-4 theCorpsof=ng'neers rcommended "hatvalesor'ess".'".an'0squaremiesbereduced'"'0pecentinorertopcvce=ortneimperec"zt"ostor..isohyet'a"=ensto".".s'".peofa.particular basin.The.assumeddistibutionandarrangement ofthedesignrainfallwithinthe6-hourperiodisgivenbelow.Thedistribution isasrecommended inthe"DesignorSmallDams."Thearrangement wassettoootainaconservative floodpeak.Hour123456Depth(inches)229.83-21.61.620.0ProbableNaximumFloodNaturalConditions
~Theprobablemaximumrainfallwasappliedtotheunithydrograph forthePondHillReservoir drainageareaundernaturalconditions andthecomputations areshownonFigureA-1.Thepeakdischarge is7,120cfs(5,600cfs/sq.mi.).Reservoir Conditions Theprobablemaximumrainfallwasappliedtothecombinedunitgraphforthe0.78squaremilelandareacontri-butingtothereservoir andtothe0.49squaremilewaterarea.Thepeakinflowfromthecombinedlandandwaterareais8,755cfs(6,892.cfs/sqmi.).Thepeakdischarge fromthewaterareais36percentofthetotalpeakdischarge whichisinturn1.23timesthepeakdischarge fromthenaturalareaandoccurs0.40 hours4.62963e-4 days <br />0.0111 hours <br />6.613757e-5 weeks <br />1.522e-5 months <br />sooner.hus,"he-porcancofevaluate.'.".g floodsofc"aigrelat've'y large<<aearease~cs~~~L,.c'acaoThe.compgtat'northes"-'~waycesign=1"ocinlowundec..reservoir conditions.
isshown'nFigureA-2.100-YearFloodThefloodwitharecurrence intervaLofoncein100yearswasestimated from.the6-hourrainfallfrequency datagiveninTechnical Paper40.Thetotal6-'hourdepthfortheregionofthereservoir was5.0inches.Theassumeddistribution ofrainfaLLwithintheperiodisasfolLows:Hour1235Depth~inches)0.30~0.702.500.650500.3S5.00Aninfiltration Lossof0.1inchesperhourwasassumedforthestormperiod,givinganettotalrainfallexcessof4.4inches.Application ofthedesignstormtotheunithydrograph resultsinapeakdischarge ofL,756cfsundernaturalcondi-tionsandwiththereservoir thepeakdischarge is2,148cfs.Thecomputations areshowninFiguresA-3and.A-450-YearFloodThefloodwitharecurrence intervalofoncein50-yearswascomputedasexplained aboveforthe100>>yearflood.T.".erainfallis4.3.inches,andwouldbedistributed asfollows:A-6 Sour123456Dept."a(neos)0.300;572.150.600.420.264.30Usinganinfiltration lossof0.1inchperhour,andapplyingthedesignstormtotheappropriate unithydrographs, resultedinapeakdischarge of1,490cfsundernaturalcondi-tions,and1,832cfswiththereservoir.
Thecompletecomputa-tionsareshowninFiguresA-5andA-6.25-YearFloodThefloodwitharecurrence intervalofoncein25yearswithoutthereservoir wascomputed'sexplained aboveforthe100-yearflood.Thetotaldepthforthe25-year6-hourrain-fallis4.0inches,distributed asfollows:Hour234.56Depth~inchaS0.240.562.000.520.400.264.00Usinganinfiltration Lossof01inchperhour,andapplyingtheresulting designstormtotheunithydragraph ornaturalconditions resultedinapeak.discharge of1,387cfs.Thecompletehydrograph isshownanFigureA-7.A7 Recurrent
":LoodThecapacityofthePondHillReservoir spillwaywastestedbyroutingarecurrentfloodbeginning two..daysafterthepeakoutflowproducedbytheprobablemaximumflood.Therecurrent floodwas'computed fromtheunithydrographandatotalrainfallthatisapproximately equaltotherecordrainfallfortheregion.Thetotalrainfalloftherecurrent stormwasestimated basedonafactorthatrelatestherainfallofrecordtothatoftheprobablemaximumstorm.Aspublished inthe'DesignofSmallDams,"thefactorforthisregionis2.2.Theresulting rainfallof9.1incheswasdistributed asfollows:Hour123456Depth~inches0.734'6146.0.730.729.10ITherecurrent stormrainfallwasappliedtotheunithy-drographforthePondBillReservoir drainageareaconsideingafullreservoir.
Thecomputations
'areshowninFigureA-8.
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